21-205 ADOPTING THE TOWN OF FIRESTONE DESIGN STANDARDS AND CONSTRUCTION SPECIFICATIONS FOR PUBLIC IMPROVEMENTS, 2022 EDITION 12.8.2021Design Standards and Construction
Specifications
For
Public Improvements
2022 EDITION
TABLE OF CONTENTS
STANDARDS AND SPECIFICATIONS 2022 EDITION
DESIGN STANDARDS AND CONSTRUCTION SPECIFICATIONS
FOR PUBLIC IMPROVEMENTS
SECTIONS
GENERAL REQUIREMENTS 100
ACCEPTANCE PROCEDURES 200
SITE WORK 300
CONCRETE WORK 400
ROADWAY & ASPHALT DESIGN 500
WATER SYSTEM 600
SANITARY SEWER SYSTEM 700
STORM DRAINAGE SYSTEM 800
TRAFFIC SIGNALS 900
STANDARD DETAILS
CURB/GUTTER & SIDEWALKS
STREETS
SANITARY SEWER
STORM SEWER
TRAFFIC SIGNALS
WATER
GENERAL NOTES
CONSTRUCTION
GRADING
ROADWAY
SANITARY SEWER
STORM SEWER
WATER
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-1
SECTION 100 GENERAL REQUIREMENTS
SECTION PAGE
110.00 TITLE ........................................................................................................ 100-4
111.00 Purpose ................................................................................................ 100-4
120.00 SCOPE ..................................................................................................... 100-4
121.00 Alternate Materials and Methods of Construction ............................ 100-4
122.00 Modifications ....................................................................................... 100-4
123.00 Quality Control and/or Quality Assurance Testing........................... 100-5
124.00 Organization, Enforcement and Interpretation ................................. 100-5
125.00 Liability ................................................................................................. 100-6
126.00 Violations ............................................................................................. 100-6
127.00 No Waiver of Legal Rights .................................................................. 100-6
128.00 Contractor's License ........................................................................... 100-6
130.00 SCOPE OF WORK ................................................................................... 100-6
131.00 Work Conditions .................................................................................. 100-6
131.01 Working Hours .................................................................................... 100-6
131.02 Emergency Work ................................................................................ 100-7
131.03 Final Cleanup ...................................................................................... 100-7
132.00 Control of Work ................................................................................... 100-7
132.01 Authority of Town Engineer ................................................................. 100-7
132.02 Authority and Duties of Inspector ........................................................ 100-7
132.03 Contractor's Responsibility for Work ................................................... 100-8
132.04 Removal of Unauthorized and Unacceptable Work ............................ 100-8
133.00 Control of Materials ............................................................................. 100-8
133.01 Samples and Tests ............................................................................. 100-8
133.02 Storage of Materials ............................................................................ 100-9
133.03 Defective Materials ............................................................................. 100-9
140.00 GENERAL REQUIREMENTS ................................................................... 100-9
141.00 Protection of Public and Utility Interests .......................................... 100-9
141.01 Public Convenience and Safety .......................................................... 100-9
141.02 Protection and Restoration of Property and Survey Monuments ........ 100-9
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-2
141.03 Surveys ............................................................................................. 100-10
141.04 Survey Monuments ........................................................................... 100-10
141.05 Protection of Streams, Lakes and Reservoirs ................................... 100-11
141.06 Dust proofing .................................................................................... 100-11
141.07 Traffic Control, Barricades and Warning Signs ................................. 100-11
142.00 Use of Town Water ............................................................................ 100-13
143.00 Pavement Cuts ................................................................................... 100-13
143.01 Pavement Replacement Construction Requirements ....................... 100-13
144.00 Public Utility Easements ................................................................... 100-13
150.00 PERMITS AND INSPECTIONS .............................................................. 100-14
151.00 Stormwater Quality Permit ............................................................... 100-14
151.01 Application for Permit ........................................................................ 100-14
151.02 Permit Issuance ................................................................................ 100-15
151.03 Permit Suspension or Revocation ..................................................... 100-15
151.04 Investigation Fees (Working without a Permit) 100-17……………..100-15
152.00 Public Improvement Permit ........................................................... 100-15
152.01 Application for Permit ........................................................................ 100-15
152.02 Permit Issuance ................................................................................ 100-16
152.03 Permit Expiration .............................................................................. 100-16
152.04 Permit Suspension or Revocation ..................................................... 100-17
152.05 Plan Review Fees ............................................................................. 100-17
152.06 Public Improvement Permit Fees ...................................................... 100-17
152.07 Investigation Fees (Working without a Permit) .................................. 100-17
153.00 Right of Way Permit .......................................................................... 100-18
153.01 Application for Permit ........................................................................ 100-18
153.02 Permit Issuance ................................................................................ 100-18
153.03 Permit Expiration .............................................................................. 100-18
153.04 Permit Suspension or Revocation ..................................................... 100-19
154.00 Access Permit .................................................................................... 100-19
154.01 Application for Permit ........................................................................ 100-19
154.02 Permit Issuance ................................................................................ 100-20
154.03 Permit Expiration .............................................................................. 100-20
154.04 Permit Suspension or Revocation ..................................................... 100-20
155.00 Inspections ........................................................................................ 100-21
155.01 Additional Inspections and Re-inspections ....................................... 100-21
160.00 PLANS AND SPECIFICATIONS ............................................................ 100-22
161.00 Construction Plan Requirements ..................................................... 100-22
161.01 General Requirements ...................................................................... 100-22
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-3
161.02 Preliminary Construction Plan Requirements ................................ 100-22
161.03 Final Construction Plan Requirements .......................................... 100-25
162.00 Engineering Reports ......................................................................... 100-29
162.01 Preliminary Reports .......................................................................... 100-29
162.02 Final Engineering Reports ................................................................ 100-39
170.00 DEFINITIONS AND ABBREVIATIONS .................................................. 100-44
171.00 Definitions .......................................................................................... 100-44
172.00 Abbreviations ................................................................................... 100-45
173.00 Terms.................................................................................................. 100-47
174.00 Specifications by Reference ............................................................. 100-47
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-4
SECTION 100 GENERAL REQUIREMENTS
110.00 TITLE
These regulations shall be known as the Town of Firestone Design Standards and Construction
Specifications for Public Improvements 2020 Edition and may be cited as such and will be referred
to herein as the STANDARDS AND SPECIFICATIONS.
111.00 Purpose
The purpose of these STANDARDS AND SPECIFICATIONS is to provide acceptable standards of
design, construction, quality of materials, use, location, and maintenance of all public improvements
and common facilities including, but not limited to, sanitary sewer systems, water supply systems,
storm drainage systems, streets, open space, parking lots and appurtenances thereto.
120.00 SCOPE
The provisions of these STANDARDS AND SPECIFICATIONS shall apply to the construction,
enlargement, alteration, moving, removal, conversion, demolition, repair, and excavation of any
public improvements or common facilities specifically regulated herein except where an approved
P.U.D. plan specifically states otherwise. The provisions of these STANDARDS AND
SPECIFICATIONS apply to Town contracts, Developer contracts and private contracts.
Alterations, additions, or repairs to existing improvements shall comply with all requirements of these
STANDARDS AND SPECIFICATIONS unless specifically exempted in writing, by the Town
Engineer.
121.00 Alternate Materials and Methods of Construction
The provisions of these STANDARDS AND SPECIFICATIONS are not intended to prevent the use
of any material or method of construction not specifically prescribed by these procedures, provided
any alternate has been approved and its use authorized by the Town Engineer.
The Town shall require that sufficient evidence or proof be submitted to substantiate any claims that
may be made regarding the alternate. The details of any action granting approval of an alternate
shall be recorded and entered in the files of the Town.
122.00 Modifications
Whenever there are practical difficulties involved in carrying out the provisions of these procedures,
for example in existing Town subdivisions, or a request for a change in the provisions, the Town may
grant modifications for individual cases, provided the Town shall first find that a special individual
reason makes these procedures impractical, that the request is in the best interest of the Town, that
the modification is in conformity with the intent and purpose of these procedures, and providing that
such modification does not lessen any design requirement or any degree of integrity or safety. The
details of any action granting modifications shall be recorded and entered in the files of the Town.
The Town Engineer shall make the interpretation and the interpretation shall be binding and
controlling in its application.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-5
123.00 Quality Control and/or Quality Assurance Testing
Whenever there is insufficient evidence of compliance with any of the provisions of these
STANDARDS AND SPECIFICATIONS or evidence that any material or construction does not
conform to the requirements herein, the Town Engineer shall require that the Contractor have tests
performed which will be used as proof of compliance. Test methods will be as specified by these
STANDARDS AND SPECIFICATIONS or by other recognized test standards. If there are no
recognized and accepted test methods for the proposed alternate, the Town Engineer will determine
test procedures. All tests will be made by an approved agency and all costs shall be the responsibility
of the contractor. Reports of such tests shall be submitted and retained by the Town.
The person responsible for the Quality Control Testing and/or Quality Assurance Testing shall be
registered as a professional engineer in the State of Colorado and practicing in this field.
Technicians shall be:
A. Certified as Level II or higher NICET in the specific area where they perform tests,
i.e. soils, concrete, etc.
1. Technicians taking concrete samples and conducting field tests must have a valid
ACI Field certification or equivalent.
2. Technicians conducting tests of Portland Cement Concrete for compressive
strength shall possess a valid ACI Laboratory Grade I certification or equivalent.
3. Technicians conducting tests or Portland Cement Concrete for flexural strength
and determining mixture design characteristics shall possess a valid ACI
Laboratory Grade II certifications or equivalent.
B. Technicians performing Quality Control and Quality Assurance sampling, splitting or
testing on Hot Mix Asphalt Pavement materials in the field and laboratory must
possess one or more of the following qualifications:
1. Technicians sampling hot mix asphalt materials or conducting nuclear asphalt
density tests must possess a valid LabCat Level A certification or equivalent.
2. Technicians conducting tests of Asphalt Content, Bulk Specificity Gravity,
Maximum Specific Gravity or Aggregate Gradation for hot mix asphalt must
possess a valid LabCat Level B certification or equivalent.
3. Technicians determining Asphalt Mixture Volumetric Properties, Hveem Stability
or Resistance to Moisture Induced Damage must possess a valid LabCat Level
C certification or equivalent.
Recognized equivalent certifications such as CDOT or Western Alliance for Quality Transportation
Construction (WAQTC) certifications for each specified field can be submitted and will be reviewed
on an individual basis.
124.00 Organization, Enforcement and Interpretation
The Town Engineer is authorized and directed to enforce all provisions of these STANDARDS AND
SPECIFICATIONS and for such purposes he/she will have the powers of a peace officer. The Town
Engineer may appoint a civil engineer, construction inspector, or other related technical officer or
inspector, or other employee or consultant to act in his/her behalf.
Whenever any work is being done contrary to the provisions of these STANDARDS AND
SPECIFICATIONS, the Town Engineer may order the work stopped by verbal notice by his
appointed representative as defined above, followed by a written notice which will be served on any
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-6
persons engaged in the doing or causing of such work to be done, and any such persons will forthwith
stop such work until authorized by the Town Engineer to proceed.
These STANDARDS AND SPECIFICATIONS are composed of written engineering standards,
materials specifications and standard drawings. The Town Engineer shall make the interpretation of
any Section, or of any difference between Sections, when appropriate, and his/her interpretation
shall be binding and controlling in its applications.
125.00 Liability
The Town Engineer, or his authorized representative charged with the enforcement of these
STANDARDS AND SPECIFICATIONS, acting in good faith and without malice in the discharge of
his duties, will not thereby render himself personally liable for any damage that may accrue to
persons or property as a result of any act or by reason of any act or omission in the discharge of his
duties.
126.00 Violations
It shall be unlawful for any person, firm, or corporation to construct, enlarge, alter, repair, move,
improve, remove, excavate, convert, demolish or operate any public improvements or common
facilities or permit the same to be done in violation of these STANDARDS AND SPECIFICATIONS.
127.00 No Waiver of Legal Rights
The Town will not be precluded or stopped by any measurement, estimate, or certificate made either
before or after the completion and acceptance of the work from showing the true amount and
character of the work performed and materials furnished by the Contractor, or from showing that any
such measurement, estimate or certificate is untrue or incorrectly made, or that the work or materials
do not conform in fact to these STANDARDS AND SPECIFICATIONS.
128.00 Contractor's License
Any person performing work that requires a permit as detailed in Section 151.00 of these
STANDARDS AND SPECIFICATIONS shall obtain a Contractor's License as set forth in the Town
of Firestone’s Municipal Code.
130.00 SCOPE OF WORK
131.00 Work Conditions
131.01 Working Hours
All work to be completed on the project shall be performed during regular working hours as defined
in Section 171.00 of these STANDARDS AND SPECIFICATIONS as adopted by Municipal Code.
The Contractor will not permit overtime work outside of regular working hours or the performance of
work on Saturday, Sunday or any legal holiday without receiving written consent from the Town
Engineer. Requests for weekend work approval must be submitted, in writing to the Town of
Firestone no later than Wednesdays at 3:30pm for subsequent weekend and requests for Holiday
work approval must be submitted, in writing to the Town of Firestone no later than 7:00am two (2)
business days prior to the Holiday. All expenses incurred by the Town shall be reimbursed at a rate
to be determined by the Director of Finance.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-7
131.02 Emergency Work
When, in the opinion of the Town, the Contractor has not taken sufficient precautions to ensure the
safety of the public or the protection of the work to be constructed, or of adjacent structures or
property which may be injured by processes of construction on account of such neglect, and an
emergency may arise and immediate action is considered necessary in order to protect public or
private, personal or public interests, the Town, WITH OR WITHOUT NOTICE to the Contractor or
the Developer, may provide suitable protection by causing such work to be done and material to be
furnished and placed as the Town may consider necessary and adequate. The cost and expense of
such work and material so furnished will be borne by the Contractor or Developer and will be paid
on presentation of the bills.
The performance of such emergency work under the direction of the Town will in no way relieve the
Contractor of responsibility for damages which may occur during or after such precaution has been
taken.
In an emergency threatening loss of life or extensive damage to the work or to adjoining property,
and where the Developer or Contractor is unable to obtain special instructions or authorization from
the Town after diligent attempts to obtain such special instruction or authorization in sufficient time
to take the necessary action, the Developer or Contractor is hereby permitted to act at his own
discretion to prevent such threatening loss or damage.
131.03 Final Cleanup
Upon completion of the work, the Contractor shall remove from the project area all surplus and
discarded materials, rubbish, and temporary structures, and leave the project area in a neat and
presentable condition. The Contractor shall restore all work that has been damaged by his/her
operations, to general conformity with the specifications for the item or items involved.
The Contractor shall inspect the interior of all manholes, valve boxes, and catch basins within the
construction limits for construction materials, dirt, stones, or other debris deposited therein by the
activities of the Contractor.
132.00 Control of Work
132.01 Authority of Town Engineer
The Town Engineer will have the authority to stop the work whenever such stoppage may be deemed
necessary. The Town Engineer will resolve all questions which arise as to the quality and
acceptability of materials furnished, work performed, interpretation of the plans and specifications,
and acceptable fulfillment of the requirements of these STANDARDS AND SPECIFICATIONS.
The Town Engineer may, when he/she deems it necessary, define the schedule and/or priority of the
work to be completed on the project. The Contractor shall comply with this schedule. The Town
Engineer must authorize any revision to the schedule in writing.
The Town Engineer shall resolve all questions that may arise relative to the performance of the work
with respect to these STANDARDS AND SPECIFICATIONS.
132.02 Authority and Duties of Inspector
Inspectors are authorized to inspect all work completed and all material furnished. Inspections may
extend to all or any part of the work and to the preparation, fabrication, or manufacture of the
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-8
materials to be used. The inspector is not authorized to revoke, alter, or waive any requirements of
these STANDARDS AND SPECIFICATIONS. He/she is authorized to call the attention of the
Contractor to any failure of the work or materials to conform to these STANDARDS AND
SPECIFICATIONS. Inspectors are authorized to serve a "Field Order" when inspection of the project
reveals violation(s) of these STANDARDS AND SPECIFICATIONS. The inspector will have the
authority to reject materials until the Town Engineer can resolve any questions at issue.
The inspector will, in no case, act as foreman or perform other duties for the Contractor, nor interfere
with the management of the work done by the Contractor. Any "advice" which the inspector may give
the Contractor will not be construed as binding upon the Town Engineer or the Town in any way, or
release the Contractor from fulfilling all of the terms of these STANDARDS AND SPECIFICATIONS.
The presence or absence of the inspector will not relieve, in any degree, the responsibility or the
obligation of the Contractor.
The Town Engineer and inspector will, at all times, have reasonable and safe access to the work
whenever it is in preparation or progress and the Contractor will provide proper facilities for such
access and inspection.
132.03 Contractor's Responsibility for Work
In case of suspension of work for any cause, the Contractor, before leaving the job site, shall take
such precautions as may be necessary to prevent damage to the project, provide for normal drainage
and erect any necessary barricades, signs, or other facilities, at his/her expense, as directed by the
Town Engineer and required by these STANDARDS AND SPECIFICATIONS.
132.04 Removal of Unauthorized and Unacceptable Work
Work, which does not conform to the plans and specifications, and results in an inferior or
unsatisfactory product, will be considered unacceptable work.
Unacceptable work, whether the result of poor workmanship, poor design, use of defective materials,
damage through carelessness or any other cause, found to exist prior to the final acceptance of the
work will be immediately removed and acceptably replaced or otherwise satisfactorily corrected by
and at the expense of the Developer or Contractor. This expense includes total and complete
restoration of any disturbed surface to original or better than the original condition that existed before
the repairs or replacement, regardless of improvements on lands where the repairs or replacement
are required.
133.00 Control of Materials
133.01 Samples and Tests
To ascertain that materials comply with contract requirements, samples will be taken and/or tests
made at the source or at the job destination, at the discretion of the Town Engineer and as often as
he deems it advisable or necessary. Taking of samples and completion of tests will be in accordance
with standard practices except where methods and procedures for sampling materials are otherwise
set forth in these STANDARDS AND SPECIFICATIONS.
The Contractor shall furnish, without charge, all samples, tests and reports required by the Town
Engineer and will afford such facilities as may be necessary for collecting and forwarding them. The
contractor may be required to furnish, when requested by the Town Engineer, a written statement
giving the origin, composition and process of manufacture of a material.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-9
133.02 Storage of Materials
Materials shall be stored so as to insure the preservation of their quality and suitability for the work.
Stored materials, even though approved prior to storage, will be subject to inspection prior to their
use in the work and will meet all requirements of these STANDARDS AND SPECIFICATIONS at the
time they are used. Stored materials will be located so as to facilitate inspection. With the Town
Engineer's approval, portions of the right-of-way not required for public travel may be used for storage
purposes and for the placing of the Contractor's materials and equipment but any additional space
required will be provided by the Contractor at his expense.
133.03 Defective Materials
Materials not in conformance with requirements of these STANDARDS AND SPECIFICATIONS will
be considered defective and will be rejected. Rejected materials shall be removed from the work site
in the time indicated by the Town Engineer.
140.00 GENERAL REQUIREMENTS
141.00 Protection of Public and Utility Interests
141.01 Public Convenience and Safety
Fire hydrants will be visible and accessible to the Fire Department from the street at all times. No
obstructions will be placed within five (5) feet of a fire hydrant.
Unless otherwise specified, the Contractor will give notice, in writing, to the proper authorities in
charge of streets, gas and water pipes, electric service, cable television and other conduits, railroads,
poles, manholes, valve boxes, catch basins and all other property that may be affected by the
Contractor's operations, at least seventy-two (72) hours before breaking ground. The Contractor will
not hinder or interfere with any person in the protection of such property, or with the operation of
utilities at any time. The Contractor must obtain all necessary information in regard to existing utilities,
protect such utilities from injury, and avoid unnecessary exposure so that they will not cause injury
to the public.
If a temporary utility outage is required to perform the work, the contractor shall be responsible to
coordinate with the Town of Firestone for determination of minimum notification time requirements
and maximum time allowed for the outage. Once determined, the contractor shall notify the
affected utility customers.
The Contractor shall obtain all necessary information in regard to the planned installation of new
utilities and cables, conduits and transformers, make proper provision and give proper notification so
that new utilities and electrical equipment can be installed at the proper time without delay to the
Developer or Contractor or unnecessary inconvenience to the owner. The location of new
underground utilities and electrical equipment shall not be covered with pavement prior to the
installation of such facilities.
When the work involves excavation adjacent to any building or wall along the work, the Contractor
will give property owners due and sufficient notice thereof, in writing with a copy to the Town.
141.02 Protection and Restoration of Property and Survey Monuments
The Developer and Contractor shall use every reasonable precaution to prevent the damage or
destruction of public or private property such as poles, trees, shrubbery, crops, fences, and survey
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-10
monuments adjacent to or interfering with the work, and all overhead structures such as wires,
cables, within or outside of the right-of-way.
The Contractor shall protect and support all water, gas, sanitary sewer, storm sewer or electrical
pipes or conduits, and all railway tracks, buildings, walls, fences or other properties that are liable to
be damaged during the execution of his work. He will take all reasonable and proper precautions to
protect persons, animals, and vehicles from injury, and wherever necessary, will erect and maintain
a fence or railing around any excavation and place a sufficient number of amber lights about the
work and keep them burning from twilight until sunrise. He will employ one or more watchmen as an
additional security wherever they are needed or required by the Town Engineer.
The Contractor shall not prevent the flow of water in the gutters of the street and will use proper
means to permit the flow of surface water along the gutters while the work is progressing.
The Contractor must protect and carefully preserve all land boundary and Town survey control
monuments. Any monument that may be disturbed shall be referenced and replaced by a
Professional Land Surveyor registered in the State of Colorado. All monuments disturbed or
removed by the Contractor, through negligence or carelessness on his part or on the part of his
employees or subcontractors, shall be replaced at the Contractor's expense. Replacement of any
monument shall be completed in accordance with the requirements set forth in Section 141.04 of
these STANDARDS AND SPECIFICATIONS.
No person shall remove or disturb any grade or line stakes or marks set by the Town Engineer for
all construction.
Developer and Contractor shall be responsible for the damage or destruction of property resulting
from neglect, misconduct, or omission in his/her manner or method of execution or non-execution of
the work, or caused by defective work or the use of unsatisfactory materials. They will restore such
property to a condition similar or equal to that existing before such damage or injury was done, by
repairing, rebuilding, or replacing it as may be directed, or they will otherwise make good such
damage or destruction in an acceptable manner. Developer and Contractor will be responsible for
the repair of underground pipes, wires, or conduits damaged by them or their subcontractors.
Developer and Contractor shall be liable for all damage caused by storms and fire, and will under no
circumstances, start fires without first securing the necessary permits and approval of the authority
having jurisdiction even though they may be ordered or required to do such burning. In burning brush,
stumps, or rubbish, care must be taken not to damage any standing trees, shrubs or other property.
141.03 Surveys
Surveys will conform to Colorado Bylaws and Rules of Procedures and rules of Professional
Conduct of the State Board of Registration for Professional Engineers and Profession Surveyors
“Revised”.
141.04 Survey Monuments
Permanent survey monuments (including the replacement of monuments) range points and lot pins
shall be set in accordance with the requirements of Articles 51 and 53 of Title 38, Colorado Revised
Statutes, and as required by the Bylaws and Rules of Procedure of the Colorado State Board of
Registration for Professional Engineers and Professional Land Surveyors.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-11
141.05 Protection of Streams, Lakes and Reservoirs
The Developer and Contractor will take all necessary precautions to prevent pollution of streams,
lakes, and reservoirs with fuels, oils, bitumen’s, calcium chloride, or other harmful materials. They
will conduct and schedule their operations so as to avoid or minimize siltation of streams, lakes and
reservoirs. See Section 151.00 Grading and Stormwater Quality Permit.
141.06 Dust proofing
The Contractor will take all necessary steps to control dust arising from operations connected with
the work. Unless otherwise directed by the Town Engineer, a water truck shall always be on-site and
all disturbed areas of a project shall be watered to prevent dust and wind-caused erosion.
141.07 Traffic Control, Barricades and Warning Signs
All construction, maintenance, park or utility work being completed within the Public Right-of-Way
must have a Traffic Control Plan (TCP) accepted by the Town Engineer. The TCP is a plan for
guiding and handling traffic safely through the construction work zone. The TCP must provide safe
methods for movement of pedestrians and motorists that travel through the work zone and a safe
area for all workers engaged in the construction activity. The TCP shall show the location, spacing
and scheduling of the usage of advance warning signs, barricades, pavement markings and other
control devices. All control devices must be installed and maintained in accordance with the "Manual
on Uniform Traffic Control Devices" (MUTCD) and the "CDOT Work Zone Safety Handbook", latest
editions.
Requirements contained in these manuals will be strictly enforced during the progress of the work.
The TCP must be job specific. In order for a TCP to be accepted by the Town Engineer it must
contain, as a minimum, a drawing showing the project area and the street(s) that may be affected by
the project. The drawing shall include the following information:
A. Location and spacing of properly planned traffic control devices.
B. The length of time that the construction will be in progress.
C. The name and phone number(s) for twenty-four (24) hour contact of the Contractor's
designated traffic control supervisor.
D. Any special notes or information on how the traffic control operation is to be handled.
The responsibilities of the Contractor shall include the following:
A. Obtain a Public Improvement Permit or Right of Way Permit from the Town of
Firestone Engineering Division.
B. Provide timely notification to, and coordination with, all affected agencies including
the following:
1. Frederick-Firestone Fire Protection District
2. Firestone Police Department
3. Firestone Public Works Department.
4. CDOT
5. Utility Companies.
6. RTD
7. St. Vrain Valley School District
8. Post Office
C. Inform occupants of abutting properties of access limitations made necessary by the
work.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-12
D. Schedule and expedite the work to cause the least inconvenience to the public.
Construction or repair work will not be permitted at or in the vicinity of signalized
intersections or on major streets and State Highways without advance approval of
the Town Engineer and CDOT as applicable.
E. Furnish, install and maintain required traffic control devices and facilities, as required
throughout the life of the contract (including periods of suspension).
F. Provide flagmen when required.
G. Assure that survey crews and other employees working in or adjacent to a traveled
roadway wear flagging garments as required for flagmen.
H. Provide adequate safeguards for workers and the general public.
I. Patrol the construction site as required insuring that all devices are in place and
operating at all times.
J. Remove traffic control devices when they are no longer needed.
Intersections and driveways will be closed only for a minimum amount of time. The Contractor shall
coordinate driveway closures with property owners with final approval by the Town Engineer.
All temporary traffic lanes shall be a minimum of ten (10) feet in width unless otherwise authorized.
In addition, lane clearance shall be a minimum of five (5) feet from an open excavation and two (2)
feet from a curb or other vertical obstruction.
Suitable surfacing must be provided for the temporary traffic lanes in work areas. When traffic is
diverted from the existing pavement, temporary surfacing shall be provided as required by the Town
Engineer.
Construction equipment not actively engaged in the work, employee vehicles and official vehicles of
the agency shall not be parked in the vicinity of the work in such a manner as to further restrict traffic
flow.
Vehicles and equipment in continuous or frequent use may be operated or parked in the same traffic
lane as the work obstruction. Construction spoil or materials may be similarly stored in this area or
on the nearby parkway or sidewalk area, provided four (4) feet of sidewalk is kept clear for pedestrian
use. To prevent the spoil bank from occupying too great a space at its base, toe boards may be used
to keep it two (2) feet from the edge of the excavation on one side and two (2) feet from the edge of
the traffic lane on the other.
Whenever necessary, trenches and excavation shall be bridged to permit an unobstructed flow of
traffic.
A. Bridging must be secured against displacement by using adjustable cleats, angles,
bolts, or other devices.
B. Bridging shall be installed to operate with minimum noise.
C. The trench must be adequately shored, to support the bridging and traffic.
D. Temporary paving materials (premix) shall be used to feather the edges of the plates
to minimize wheel impact.
E. Bridges shall be designed by a P.E.
When the work area encroaches upon a sidewalk, walkway or crosswalk area, special consideration
must be given to pedestrian safety. Since the pedestrian moves at a relatively slow rate, a minimum
of advance warning is required. However, effort must be made to separate him from the work area.
All work shall be barricaded at all times and between the hours of sunset and sunrise and shall be
properly lighted so as to warn all persons. The Contractor will be responsible for all damages to the
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-13
work due to failure of barricades, signs, lights, and flagmen and watchmen to protect it, and whenever
evidence of such damage is found prior to acceptance the Town Engineer may order the damaged
portion immediately removed and replaced by the Contractor.
142.00 Use of Town Water
If the Contractor requires Town water for any part of the project, he/she must request a “Town Fire
Hydrant Meters Rental Agreement” from the Public Works Department. Any theft of water, including
meter jumpers, hose connections in meter pits, drawing water from fire hydrants without a Town of
Firestone hydrant meter installed, or any other unauthorized use of Town water will be considered a
violation of both this manual and the current adopted Town of Firestone Municipal Code.
Uncontrolled usage by contractors and subcontractors will be reported to the responsible property
owner. Violations will be enforced in conjunction with the Town of Firestone Municipal Code and/or
building permits and inspections may be withheld until such time as violations are corrected and the
Town is satisfied that proper control channels are established.
143.00 Pavement Cuts
Boring, except for emergency repairs, shall be done for all underground utility installations crossing
arterials or streets. An exception may also be granted when a plan is submitted to overlay the entire
street (block to block), or the Town Engineer accepts such other plan. All street cuts when accepted
must be saw-cut prior to street patching and an approved hot/cold mix asphalt patch shall be placed
the same day the cuts are employed. Street cuts when completed shall have permanent patching
within five working days, unless otherwise directed. Permittee shall be responsible for maintenance
of the permanent patch for a period of two years.
If a pavement cut is required, the Contractor will make every effort to install a permanent, hot mix,
asphalt patch within twenty-four (24) hours. The Contractor will place a temporary, all weather
surface patch in all street cuts immediately after completing backfill and compaction if a permanent
patch cannot be installed within twenty-four (24) hours. The Contractor will submit a schedule for
the hot mix patch installation to the Town Engineer for approval in the latter case. Refer to Standard
Drawings for details.
When street cuts are required, the following conditions will be met so as to avoid interference with
traffic:
A. Street service cuts will be open only between 9:00 a.m. and 4:00 p.m.; and
B. Two-way traffic will be maintained at all times around the construction area. A Traffic
Control Plan (TCP) must be prepared in accordance with Section 141.08, Traffic
Control, Barricades and Warning Signs, of these STANDARDS AND
SPECIFICATIONS and submitted to the Town Engineer for his/her acceptance prior
to the commencement of construction.
143.01 Pavement Replacement Construction Requirements
Pavement replacement for street cuts will be constructed according to the Standard Details.
144.00 Public Utility Easements
Easements must be dedicated for public utility mains and fire hydrants that extend onto or are looped
through private property. Utility services that extend onto private property and service a single
property are private and will be maintained by the property owner.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-14
150.00 PERMITS AND INSPECTIONS
151.00 Stormwater Quality Permit
It shall be unlawful for any person, firm or corporation to conduct any construction activity resulting
in the disturbance of one acre or more or the disturbance is less than one acre but is part of a larger
common plan of development without first obtaining a Stormwater Quality Permit (SQP) for such
work from the Town of Firestone.
151.01 Application for Permit
Applicants for SQPs shall complete an application in writing on a form furnished by the Engineering
Department. In support of the application, the applicant shall submit:
A. All information required on the SQP permit and any additional information requested
by the Town.
B. The application signed by the person or person responsible for compliance with the
permit.
C. Documentation of an application for a CDPHE stormwater general permit for
construction activities
D. A stormwater management plan (SWMP) that, in addition to the requirements of the
CDPHE stormwater general permit, shall contain:
1. At a minimum, pollutant sources associated with the following construction
activities must be addressed:
a) All areas of land disturbance and storage of soils
b) Vehicle tracking
c) Loading and unloading operations
d) Outdoor storage of construction site materials, building materials, fertilizers
and chemicals
e) Bulk storage of materials
f) Vehicle and equipment maintenance and fueling
g) Significant dust or particulate generating processes
h) Routine maintenance activities involving fertilizers, pesticides, detergents,
fuels, solvents, and oils
i) Concrete truck/equipment washing, including the concrete truck chute and
associated fixtures and equipment
j) Dedicated asphalt and concrete batch plants
k) Other areas or operations where spills can occur
l) Other non-stormwater discharges including construction dewatering not
covered under the construction Dewatering Discharges general permit and
wash water that may contribute pollutants to the MS4 work, access points
with vehicle tracking, temporary/haul roads, and storage and staging areas.
2. Specifications and details for installation and implementation of stormwater
control measures. Appropriate control measures must be implemented prior to
the start of construction activities, must control potential pollutants during each
phase of construction, and must be continued through final stabilization.
Appropriate structural control measures must be maintained in operational
condition.
3. A narrative description of non-structural control measures.
4. An erosion control plan that contains control measures for each phase of
construction. All developments that include public improvements shall require
a phased (initial, interim, and final) erosion control plan.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-15
151.02 Permit Issuance
The Town Engineer shall review the application, plans, specifications and other data filed by an
applicant for a permit. Other departments of this jurisdiction may review the plans to verify
compliance with any applicable laws. If the Town Engineer finds that the work described in an
application for a permit and the plans and other data filed therewith conform to the requirements of
these STANDARDS AND SPECIFICATIONS and other pertinent laws and Municipal Codes and that
all required fees have been paid, he/she will issue a permit to the applicant.
The issuing of a permit based on plans, specifications or other data will not prevent the Town
Engineer from requiring the correction of errors in said plans, specifications and other data, or from
stopping construction operations which are in violation of these STANDARDS AND
SPECIFICATIONS or any other regulations of this jurisdiction.
A pre-construction conference shall be required prior to the issuance of any permits for construction
and may be held in conjunction with pre-construction conferences for other permits. Attendance shall
include the Town Engineer or his representative, the Town Inspector, and the Developer/Owner. The
Town Engineer will be notified two (2) working days (forty-eight [48] hours) before the planned
construction is to begin.
151.03 Permit Suspension or Revocation
The Town Engineer may suspend or revoke any permit in writing, issued under the provisions of
these STANDARDS AND SPECIFICATIONS whenever the permit is issued in error, or on the
basis of incorrect information supplied by the applicant, or whenever such permit may have been
issued in violation or is in violation of any Municipal Code or regulation of any of the provisions of
these STANDARDS AND SPECIFICATIONS. In the event a permit is suspended or revoked, no
refund of permit fees will be made.
152.04 Investigation Fees (Working without a Permit)
All work for which the required permit is not obtained shall cease upon written notice of the Town
Engineer. A special investigation shall be made before a permit may be issued for such work.
An investigation fee shall be collected whether or not a permit is then or subsequently issued. The
investigation fee shall be equal to the amount of the plan review fee, the Public Improvement Permit
fee, and the fees for the inspection time required for the investigation. The payment of such
investigation fees shall not exempt any person from compliance with all other provisions of these
STANDARDS AND SPECIFICATIONS nor from any penalty prescribed by law.
152.00 Public Improvement Permit
It shall be unlawful for any person, firm or corporation to construct, enlarge, alter, repair, move,
improve, remove, excavate, convert or demolish any public improvements or common facilities
regulated by these STANDARDS AND SPECIFICATIONS without first obtaining a Public
Improvement Permit for such work from the Town Engineer.
152.01 Application for Permit
Applicants for public (and private) improvement permits shall complete an application in writing on a
Public Improvement Permit Fees (PIP) form furnished by the Engineering Division. Each application
shall:
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-16
E. Identify and describe the work to be covered by the permit for which the application
is made.
F. Describe the land on which the proposed work is to be done by legal description,
street address, or similar description that will readily identify and definitely locate the
proposed work.
G. Indicate the type of work or improvement intended.
H. Be accompanied by plans, diagrams, computations and specifications, and other
data as required in Section 160.00 of these STANDARDS AND SPECIFICATIONS.
I. Be accompanied by a Construction Traffic Routing Plan as defined in Section 162.02
of these STANDARDS AND SPECIFICATIONS.
J. State the valuation and the quantities of the work to be performed.
K. Be signed by the applicant or his/her authorized agent, who may be required to
submit evidence to indicate such authority.
L. Submit a starting and completion date and give such other data and information as
may be required by the Town Engineer.
152.02 Permit Issuance
The Town Engineer shall review the application, plans, specifications and other data filed by an
applicant for a permit. Other departments of this jurisdiction may review the plans to verify
compliance with any applicable laws. If the Town Engineer finds that the work described in an
application for a permit and the plans and other data filed therewith conform to the requirements of
these STANDARDS AND SPECIFICATIONS and other pertinent laws and Municipal Codes and that
all required fees have been paid, he/she will issue a permit to the applicant.
When the Town Engineer issues a permit for which plans are required, he will endorse the plans in
writing or by stamping the plans and specifications "ACCEPTED FOR CONSTRUCTION". The
accepted plans and specifications will not be changed, modified, or altered without authorization from
the Town Engineer, and all work will be done in conformance with the accepted plans. Two sets of
accepted plans, specifications, and computations will be retained by the Town and one set will be
returned to the applicant and will be maintained at the work site at all times during the progress of
the work.
A pre-construction conference shall be required prior to the issuance of any permits for construction.
Attendance shall include the Town Engineer or his representative, the Town Inspector, the
Developer/Owner, Design Engineer, General Contractor, and Sub-contractors including: earthwork,
utilities, curb and gutter, paving, and signing. The Town Engineer will be notified two (2) working
days (forty-eight [48] hours) before the planned construction is to begin.
The issuing and granting of a permit will not be construed to be a permit for, or an approval of, any
violation of any of the provisions of these STANDARDS AND SPECIFICATIONS or of any
regulations of this jurisdiction. No permit presuming to give authority to violate or cancel the
provisions of these STANDARDS AND SPECIFICATIONS shall be valid.
The issuing of a permit based on plans, specifications or other data will not prevent the Town
Engineer from requiring the correction of errors in said plans, specifications and other data, or from
stopping construction operations which are in violation of these STANDARDS AND
SPECIFICATIONS or any other regulations of this jurisdiction.
152.03 Permit Expiration
Every permit issued by the Town Engineer under the provisions of this section shall expire if the work
authorized by such a permit is not substantially completed by the date noted on the permit. Before
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-17
such work can be recommenced, a new permit must be obtained and the fee required will be one-
fourth (1/4) of the amount required for a new permit to do such work, provided no changes have
been made or required by the Town in the original plans and specifications, and, provided further,
such suspension or abandonment has not exceeded one year from the completion date noted on
the permit. If substantial changes have been made or required by the Town during this period, or
should more than one year have expired, the permittee shall pay a new, full permit fee.
Any permittee holding a valid permit may apply, in writing, for an extension of the completion date
noted on the permit if he/she is unable to complete the work by the completion date. The request
must be based on good cause and the cause must be acceptable to the Town. The Town Engineer
may extend the completion date for a period not to exceed one year, provided that circumstances
beyond the control of the permittee have prevented action from being taken. No permit will be
extended more than one (1) time.
152.04 Permit Suspension or Revocation
The Town Engineer may suspend or revoke any permit, in writing, issued under the provisions of
these STANDARDS AND SPECIFICATIONS whenever the permit is issued in error, or on the basis
of incorrect information supplied by the applicant, or whenever such permit may have been issued
in violation of any Municipal Code or regulation of any of the provisions of these STANDARDS AND
SPECIFICATIONS. In the event a permit is suspended or revoked, no refund of permit fees will be
made.
152.05 Plan Review Fees
Plan review fees shall be paid in full at the time the Town Engineer accepts the plans and
specifications and the Public Improvement Permit is issued. The plan review fees shall be sixty five
(65) percent of the Public Improvement Permit fees. Applications for which no permit is issued within
one hundred eighty (180) days following the date of the application shall expire, and plans and other
data submitted for review may be returned to the applicant or destroyed by the Town Engineer. The
Town Engineer may extend the time for action by the applicant for a period not exceeding one
hundred eighty (180) days, upon receiving written request from the applicant showing that
circumstances beyond the control of the applicant have prevented action from being taken. No
application shall be extended more than once. In order to renew action on an application after
expiration, the applicant shall resubmit plans and pay a new plan review fee.
152.06 Public Improvement Permit Fees
These fees shall be calculated on a cumulative basis. Public Improvement Permit fees shall be paid
in full at the time the Town Engineer accepts the plans and specifications and the Public Improvement
Permit is issued. A Public Improvement Permit shall be required for all construction work in the public
right-of-way or in a public easement. However, the fee for construction of the Town's Capital
Improvement Projects may be waived by the Town Engineer.
152.07 Investigation Fees (Working without a Permit)
All work for which the required permit is not obtained shall cease upon written notice of the Town
Engineer. A special investigation shall be made before a permit may be issued for such work.
An investigation fee shall be collected whether or not a permit is then or subsequently issued. The
investigation fee shall be equal to the amount of the plan review fee, the Public Improvement Permit
fee, and the fees for the inspection time required for the investigation. The payment of such
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-18
investigation fees shall not exempt any person from compliance with all other provisions of these
STANDARDS AND SPECIFICATIONS nor from any penalty prescribed by law.
153.00 Right of Way Permit
For work not covered by a Public Improvement Permit, it shall be unlawful for any person, firm or
corporation to do any work including but not limited to; excavation, pothole underground facilities,
install, repair or modify; utilities, drive access, curb, walk, or other underground or surface
improvements, within the Town’s property or right-of-way without first obtaining an Right of Way
Permit for such work from the Town Engineer.
153.01 Application for Permit
Applicants for Right of Way permits shall complete an application in writing on a Right of Way Permit
form furnished by the Engineering Division. Each application shall:
A. Identify and describe the work to be covered by the permit for which the application
is made.
B. Describe the property or right of way location on which the proposed work is to be
done by street address, or similar description that will readily identify and definitely
locate the proposed work.
C. Indicate the type of work or improvement intended.
D. Be accompanied by plans, diagrams, computations and specifications, and other
data as required in Section 160.00 of these STANDARDS AND SPECIFICATIONS.
E. Be accompanied by a Construction Traffic Routing Plan as defined in Section 162.02
of these STANDARDS AND SPECIFICATIONS.
F. Be signed by the applicant or his/her authorized agent, who may be required to
submit evidence to indicate such authority.
G. Submit a starting and completion date and give such other data and information as
may be required by the Town Engineer.
153.02 Permit Issuance
The Town Engineer shall review the application, plans, specifications and other data filed by an
applicant for a permit. Other departments of this jurisdiction may review the plans to verify
compliance with any applicable laws. If the Town Engineer finds that the work described in an
application for a permit and the plans and other data filed therewith conform to the requirements of
these STANDARDS AND SPECIFICATIONS and other pertinent laws and Municipal Codes and that
all required fees have been paid, he/she will issue a permit to the applicant.
The Town Engineer will be notified a minimum of two (2) working days (forty-eight [48] hours) before
the planned construction is to begin. The issuing and granting of a permit will not be construed to
be a permit for, or an approval of, any violation of any of the provisions of these STANDARDS AND
SPECIFICATIONS or of any regulations of this jurisdiction. No permit presuming to give authority to
violate or cancel the provisions of these STANDARDS AND SPECIFICATIONS shall be valid.
The issuing of a permit based on plans, specifications or other data will not prevent the Town
Engineer from requiring the correction of errors in said plans, specifications and other data, or from
stopping construction operations which are in violation of these STANDARDS AND
SPECIFICATIONS or any other regulations of this jurisdiction.
153.03 Permit Expiration
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-19
Every permit issued by the Town Engineer under the provisions of this section shall expire if the work
authorized by such a permit is not substantially completed by the date noted on the permit. Before
such work can be recommenced, a new permit must be obtained.
Any permittee holding a valid permit may apply, in writing, for an extension of the completion date
noted on the permit if he/she is unable to complete the work by the completion date. The request
must be based on good cause and the cause must be acceptable to the Town. The Town Engineer
may extend the completion date for a period not to exceed one year, provided that circumstances
beyond the control of the permittee have prevented action from being taken. No permit will be
extended more than one (1) time.
153.04 Permit Suspension or Revocation
The Town Engineer may suspend or revoke any permit, in writing, issued under the provisions of
these STANDARDS AND SPECIFICATIONS whenever the permit is issued in error, or on the basis
of incorrect information supplied by the applicant, or whenever such permit may have been issued
in violation of any Municipal Code or regulation of any of the provisions of these STANDARDS AND
SPECIFICATIONS. In the event a permit is suspended or revoked, no refund of permit fees will be
made.
154.00 Access Permit
No person shall construct any access providing direct vehicular movement to or from any street
from or to property in close proximity or abutting a street without an access permit issued by the
Town Engineer. Access permits shall be issued only in compliance with the Access Code
adopted pursuant to Section 12.06 of the Town of Firestone Municipal Code. In no event shall
an access permit be issued if it is detrimental to the public health, welfare and safety. Direct
access from a subdivision to a street shall be permitted only if the proposed access meets the
purposes and requirements of the Access Code. Local traffic from a subdivision in close
proximity to or abutting a street shall be served by an internal street system of adequate
capacity, intersecting and connecting with the general street system in a manner that is safe
and is consistent.
154.01 Application for Permit
Applicants for Access Permits shall complete an application in writing on a Access Permit form
furnished by the Engineering Division. Each application shall:
A. Identify and describe the work to be covered by the permit for which the application
is made.
B. Describe the property or right of way location on which the proposed work is to be
done by street address, or similar description that will readily identify and definitely
locate the proposed work.
C. Indicate the type of work or improvement intended.
D. Be accompanied by plans, diagrams, computations and specifications, and other
data as required in Section 160.00 of these STANDARDS AND SPECIFICATIONS.
E. Be accompanied by a Construction Traffic Routing Plan as defined in Section 162.02
of these STANDARDS AND SPECIFICATIONS.
F. Be accompanied by a subdivision zoning or development plan.
G. Be accompanied by a property map indicating other nearby or abutting accesses and
public roads and streets.
H. Be signed by the applicant or his/her authorized agent, who may be required to
submit evidence to indicate such authority.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-20
I. Submit a starting and completion date and give such other data and information as
may be required by the Town Engineer.
154.02 Permit Issuance
The Town Engineer shall review the application, plans, specifications and other data filed by an
applicant for a permit. Other departments of this jurisdiction may review the plans to verify
compliance with any applicable laws. If the Town Engineer finds that the work described in an
application for a permit and the plans and other data filed therewith conform to the requirements of
these STANDARDS AND SPECIFICATIONS and other pertinent laws and Municipal Codes and that
all required fees have been paid, they will issue a permit to the applicant.
When the Town Engineer issues a permit for which plans are required, he will endorse the plans in
writing or by stamping the plans and specifications "ACCEPTED FOR CONSTRUCTION". The
accepted plans and specifications will not be changed, modified, or altered without authorization from
the Town Engineer, and all work will be done in conformance with the accepted plans. Two sets of
accepted plans, specifications, and computations will be retained by the Town and one set will be
returned to the applicant and will be maintained at the work site at all times during the progress of
the work.
The issuing and granting of a permit will not be construed to be a permit for, or an approval of, any
violation of any of the provisions of these STANDARDS AND SPECIFICATIONS or of any
regulations of this jurisdiction. No permit presuming to give authority to violate or cancel the
provisions of these STANDARDS AND SPECIFICATIONS shall be valid.
The issuing of a permit based on plans, specifications or other data will not prevent the Town
Engineer from requiring the correction of errors in said plans, specifications and other data, or from
stopping construction operations which are in violation of these STANDARDS AND
SPECIFICATIONS or any other regulations of this jurisdiction.
154.03 Permit Expiration
Every permit issued by the Town Engineer under the provisions of this section shall expire if the work
authorized by such a permit is not substantially completed within 1 year of permit issuance.
Any permittee holding a valid permit may apply, in writing, for an extension of the completion date
noted on the permit if he/she is unable to complete the work by the completion date. The request
must be based on good cause and the cause must be acceptable to the Town. The Town Engineer
may extend the completion date for a period not to exceed one year, provided that circumstances
beyond the control of the permittee have prevented action from being taken. No permit will be
extended more than one (1) time.
154.04 Permit Suspension or Revocation
The Town Engineer may suspend or revoke any permit, in writing, issued under the provisions of
these STANDARDS AND SPECIFICATIONS whenever the permit is issued in error, or on the basis
of incorrect information supplied by the applicant, or whenever such permit may have been issued
in violation of any Municipal Code or regulation of any of the provisions of these STANDARDS AND
SPECIFICATIONS. In the event a permit is suspended or revoked, no refund of permit fees will be
made.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-21
155.00 Inspections
All construction work for which a Public Improvement Permit, Right of Way Permit, or Access Permit
is required shall be subject to inspection by the Town Engineer.
It shall be the responsibility of the person performing the work authorized by a permit to notify the
Town Engineer or his/her authorized representative that such work is ready for inspection. Every
request for inspection shall be filed at least one (1) working day (twenty-four [24] hours) before such
inspection is desired unless otherwise stated in these STANDARDS AND SPECIFICATIONS. Such
request may be in writing or by telephone, at the option of the Town Engineer.
It shall be the responsibility of the person requesting inspections required by these STANDARDS
AND SPECIFICATIONS to provide access to and means for proper inspection of all work. The Town
Engineer will have the authority to halt construction when, in his/her opinion, these STANDARDS
AND SPECIFICATIONS and/or standard construction practices are not being followed, or the work
is otherwise defective will inspect all work. Whenever any portion of these STANDARDS AND
SPECIFICATIONS are violated, the Town Engineer shall give the Contractor written notice listing
deficiencies to be corrected and may order further construction to cease until all deficiencies are
corrected. If the deficiencies are not corrected within the time limit specified in the notice, the Town
Engineer may evoke enforcement options authorized by the Town of Firestone Municipal Code
and/or performance guarantees under which the work is being performed.
The procedure for final inspection and acceptance will be as specified in the contract documents or
in Section 200, Acceptance Procedures, of these STANDARDS AND SPECIFICATIONS.
155.01 Additional Inspections and Re-inspections
The Town Engineer may make or require other inspections of any work as deemed necessary to
ascertain compliance with the provisions of these STANDARDS AND SPECIFICATIONS and other
provisions of the Town of Firestone Municipal Code.
A re-inspection fee may be assessed for each inspection or re-inspection when such portion of work
for which inspection is called is not complete or when corrections called for have not been made.
Re-inspection fees may be assessed when the permit is not in the possession of the permit holder
or his/her agent at the work site, when the accepted plans are not readily available to the inspector,
or failure to provide access on the date for which inspection is requested, or for deviating from plans
accepted by the Town Engineer.
This subsection is not to be interpreted as requiring re-inspection fees the first time a job is rejected
for failure to comply with the requirements of these STANDARDS AND SPECIFICATIONS, but
rather as controlling the practice of calling for inspections before a job is ready for such inspection or
re-inspection.
To obtain a re-inspection, the applicant must file an application in writing upon a form furnished for
that purpose and pay the re-inspection fee. In instances where re-inspection fees have been
assessed, no additional inspection of the work will be performed until the required fees have been
paid.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-22
160.00 PLANS AND SPECIFICATIONS
Three (3) sets of plans, engineering calculations, diagrams and other data shall be submitted with
each application for a permit. The Town will require that plans, computations and specifications be
prepared and designed by a Registered Professional Engineer, licensed to practice in the State of
Colorado.
EXCEPTION: THE TOWN ENGINEER MAY WAIVE THE SUBMISSION OF PLANS,
CALCULATIONS, ETC., IF THEY FIND THAT THE NATURE OF THE WORK APPLIED FOR IS
SUCH THAT REVIEWING OF PLANS IS NOT NECESSARY TO OBTAIN COMPLIANCE WITH
THESE STANDARDS AND SPECIFICATIONS.
161.00 Construction Plan Requirements
All construction plans will be checked for conformance to the STANDARDS AND SPECIFICATIONS
prior to acceptance by the Engineering Division. This acceptance shall be for conformance to Town
design standards and other requirements; engineering design or needs will remain the responsibility
of the professional design engineer. Three (3) sets of the final plans will be submitted to the
Engineering Division for review prior to acceptance. Either written comments or one (1) marked up
plan set will be returned if changes are required or recommended. The written comments and/or the
marked up plan set shall be returned to the Engineering Division with the revised plan set. Upon final
acceptance of the construction plans by the Town Engineer, a minimum of three (3) sets of 22” by
34” full size plans, one (1) set of 11” by 17” half size plans and an electronic version of the full set in
PDF format will be submitted. The sets of plans shall be signed and sealed by the registered
professional engineer, licensed in the State of Colorado (in accordance with The 1973 Colorado
Revised Statues, Title 12, Article 25, Paragraph 117) responsible for the design, and shall be signed
by the Town Engineer. One (1) of the signed plans shall be returned to the developer/owner for the
Contractor’s use, and the Town shall keep two (2) sets. The Contractor shall keep the set returned
to the contractor on the job for the duration of the project. All drawings and prints shall be drawn in
22" x 34" format. Should circumstances warrant changes to the accepted plans or specifications,
written approval must be obtained from the Town Engineer. Copies will be given to the Developer or
Contractor and the Design Engineer. It will be the duty of the design engineer and the Contractor to
record any and all changes on "as-built" drawings at the completion of the project in compliance with
Section 222.00, Acceptance Procedures, of these STANDARDS AND SPECIFICATIONS.
161.01 General Requirements
Plans and specifications shall be drawn to scale and shall have sufficient clarity to indicate the
location, nature and extent of the work proposed and show in detail that they conform to the
provisions of these STANDARDS AND SPECIFICATIONS and all relevant laws, Municipal Codes,
rules and regulations.
Each set of construction drawings shall include an overall utility drawing(s). The overall utility
drawing(s) shall be a plan drawing at a reasonable scale (preferably 1" = 50') and shall show all of
the water, sanitary sewer, storm drainage and street construction to be completed under the project.
161.02 Preliminary Construction Plan Requirements
Preliminary Construction Plans shall accompany all Preliminary Plat submittals.
The following items will be shown on all plan sheets:
A. Title Block (lower right-hand corner preferred)
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-23
B. Scale (both horizontal and vertical for plans and profiles)
C. Both original date and revision date
D. Name of professional engineer or firm
E. Professional engineer's seal
F. Drawing number(s)
G. Key map
The following items will be shown on the cover sheet only:
A. Vicinity Map
An up to date vicinity map at a scale of 1”=2000’.
161.02.01 Plan Details
A. North arrow pointing to the top of the sheet or to the right except in special cases.
B. Property lines; indicate lots to be served by solid lines; other property lines dotted
C. Ownership or subdivision information
D. Street names and easements with width dimensions
E. Existing utility line (buried) locations and depth, water, gas, telephone, storm drain,
irrigation ditches, and sanitary sewers.
F. Other pertinent details, i.e. houses, curbs, water courses, etc.
161.02.02 Water Supply Construction Details
A. Proposed water mains;
1. Size
2. Length
B. Valves – Including hydrant and blow-off valves
C. Fire Hydrants
D. Plan for off-site transmission mains, pump stations, special valves, and vaults, tanks,
etc.
161.02.03 Sanitary Sewer Construction Details
Details shall only be provided for sanitary sewer improvements proposed to be in Town right-of-way,
easements, or any other Town owned property.
A. Proposed sanitary sewer mains;
1. Diameters
2. Length between manholes
B. Proposed manholes and cleanouts;
C. Proposed future extensions
D. Note if a proposed private under-drain will be needed
161.02.04 Storm Drainage Construction Details
A. Drainage area plan; an overall plan of the area under study showing:
1. North arrow
2. Contours – existing and proposed finished (maximum two foot intervals)
3. Location and elevation of benchmarks
4. Property lines
5. Boundary lines (counties, districts, tributary area, etc.)
6. Streets and street names and approximate grades
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-24
7. Subdivision (name and location by section)
8. Existing irrigation ditches
9. Existing drainage ways including gutter flow directions
10. Drainage sub-area boundaries
11. Easements required
12. Proposed curbs and gutters and gutter flow directions
13. Proposed cross pans and flow directions
14. Proposed piping and open drainage ways
15. Flow calculations for 2, 5, and 100-year storm runoff
16. Path of 100-year storm runoff flows
17. Proposed inlet locations and inlet sizes
B. Proposed pipes;
1. Plan
2. Size, lengths between manholes and type of pipe
C. Proposed open channels;
1. Plan
2. Grades
3. Typical cross section
D. Proposed special structures (manholes, headwalls, inlets, trash gates, etc.)
1. Plan
161.02.05 Street Construction Details
A. Existing irrigation ditches to be removed or piped
B. Proposed curb, gutter and sidewalk
C. Proposed cross-pans
D. Storm drainage facilities
E. Horizontal curve data, with radii, tangents, points of curvature, (P.C.), intersection
(P.I.), tangency (P.T.), length of curve, and delta angle.
F. Typical section of street construction showing structure and dimensions
G. Stations and elevations of radius points flow line of curve.
H. Proposed profile of centerlines with horizontal stationing
I. Stations, lengths, and elevations of vertical curve P.C., P.I. and P.T.
J. Percent slope of tangent lines
K. Identify street classification, such as local, collector arterial, etc.
161.02.06 Easement Widths
Water, sanitary sewer, and storm sewer easements shall be a minimum of thirty feet (30’) in width.
Utility locations within easements shall be a minimum of ten feet (10’) from the edge of the easement
to the center of pipe and 10 feet from center of pipe to center of pipe for more than one utility. For
utility lines buried greater than ten feet (10’), the Engineer shall submit proposed easement width for
approval by the Town Engineer.
161.02.07 Specifications and Support Documentation
The following items shall also be included with submitted construction plans:
A. Reference on plans to other agencies potential impacted by the project
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-25
161.03 Final Construction Plan Requirements
Final Construction Plans shall accompany all Final Plat submittals.
The following items will be shown on all plan sheets:
A. Title Block (lower right-hand corner preferred)
B. Scale (both horizontal and vertical for plans and profiles)
C. Both original date and revision date
D. Name of professional engineer or firm
E. Professional engineer's seal
F. Drawing number(s)
G. Key map
The following items will be shown on the cover sheet only:
A. Vicinity Map
An up to date vicinity map at a scale of 1”=2000’.
B. Signature block for the Sanitary Sewer Service Provider.
C. Signature block for Little Thompson Water District (Barefoot Lakes Subdivision only).
D. Drawing Acceptance:
All work shall be constructed to Town of Firestone Design Standards and
Construction Specifications. This drawing has been reviewed and found to
be in general compliance with these STANDARDS AND SPECIFICATIONS
and other Town requirements. THE ENGINEERING DESIGN AND
CONCEPT REMAINS THE RESPONSIBILITY OF THE PROFESSIONAL
ENGINEER WHOSE STAMP AND SIGNATURE APPEAR HEREON.
Accepted by:
Town Engineer Date
E. Variance Statement (if necessary)
The applicant is requesting a variance from the Town of Firestone Design Standards and
Construction Specifications for the following:
1. (list all applicable items)
Accepted by:
Town Engineer Date
161.03.01 Plan Details
A. North arrow pointing to the top of the sheet or to the right except in special cases.
B. Property lines; indicate lots to be served by solid lines; other property lines dotted
C. Ownership or subdivision information
D. Street names and easements with width dimensions
E. Existing utility line (buried) locations and depth, water, gas, telephone, storm drain,
irrigation ditches, and sanitary sewers.
F. Other pertinent details, i.e. houses, curbs, water courses, etc.
161.03.02 Profile Details
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-26
A. Vertical and horizontal grids with scales
B. Ground surface existing (dotted) and proposed (solid)
C. Existing utility lines where crossed
D. Bench marks
E. Existing manhole inverts and rim elevations
161.03.03 Water Supply Construction Details
In addition to the above general plan and profile details, all water supply construction plans will
include the following items:
A. Proposed water mains;
1. Size
2. Length
3. Materials and types of joints
4. Location dimensions
B. Fittings;
1. Tees
2. Crosses
3. Reducers
4. Bends
5. Plugs
6. Blow-offs
C. Valves – Including hydrant and blow-off valves
D. Fire Hydrants
E. Plan, profile and complete details for off-site transmission mains, pump stations,
special valves, and vaults, tanks, etc.
F. Standard bedding detail (cross-section)
161.03.04 Sanitary Sewer Construction Details
Details shall only be provided for sanitary sewer improvements proposed to be in Town right-of-way,
easements, or any other Town owned property. In addition to the general plan and profile details,
all sanitary sewer construction plans will include the following:
A. Proposed sanitary sewer mains;
1. Diameters
2. Materials
3. Gradients
4. Length between manholes
B. Proposed manholes and cleanouts;
1. Stationing and other number designation
2. Elevation of inverts in and out of manhole
3. Elevation of manhole rim
C. Location control dimensions
D. Proposed future extensions
E. Proposed service connections or stub-ins
F. Proposed private under-drain and outfall
G. Standard bedding cross-section
H. Proposed concrete encasement
I. Proposed cut-off walls
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-27
161.03.05 Storm Drainage Construction Details
In addition to the above general plan and profile details, all storm drainage construction plans will
include the following:
A. Drainage area plan; an overall plan of the area under study showing:
1. North arrow
2. Contours – existing and proposed finished (maximum two foot intervals)
3. Location and elevation of benchmarks
4. Property lines
5. Boundary lines (counties, districts, tributary area, etc.)
6. Streets and street names and approximate grades
7. Subdivision (name and location by section)
8. Existing irrigation ditches
9. Existing drainage ways including gutter flow directions
10. Drainage sub-area boundaries
11. Easements required
12. Proposed curbs and gutters and gutter flow directions
13. Proposed cross pans and flow directions
14. Proposed piping and open drainage ways
15. Flow calculations for 2, 5, and 100-year storm runoff
16. Path of 100-year storm runoff flows
17. Critical minimum finished floor elevations for protection from 100-year runoff
18. Proposed inlet locations and inlet sizes
B. Proposed pipes;
1. Plan showing stationing
2. Profile
3. Size, lengths between manholes and type of pipe
4. Grades
5. HGL for design storm
6. Inlet and outlet details
7. Manhole details (station number and invert elevations)
8. Typical bedding detail
C. Proposed open channels;
1. Plan showing stationing
2. Profile
3. Grades
4. Typical cross section
5. Lining details
D. Proposed special structures (manholes, headwalls, inlets, trash gates, etc.)
1. Plan
2. Elevation
3. Details of design and appurtenances
161.03.06 Street Construction Details
In addition to the above general plan and profile details, all street construction plans will include the
following:
A. Existing irrigation ditches to be removed or piped
B. Proposed curb, gutter and sidewalk
C. Proposed cross-pans including spot elevation and flow direction
D. Storm drainage facilities
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-28
E. Slope of curb return
F. Location and elevation of bench marks
G. Horizontal curve data, with radii, tangents, points of curvature, (P.C.), intersection
(P.I.), tangency (P.T.), length of curve, and delta angle.
H. Typical section of street construction showing structure and dimensions
I. Stations and elevations of radius points flow line of curve.
J. Proposed profile of centerlines and flow lines of curb with horizontal stationing
K. Stations, lengths, and elevations of vertical curve P.C., P.I. and P.T.
L. Percent slope of tangent lines
M. Limits of construction
N. Show sufficient existing or future construction to assure continuity of construction
O. Stations and elevations of drainage facilities and other structures
P. Street light and underground service cable locations
Q. Identify street classification, such as local, collector arterial, etc.
R. Signing and striping plan
S. Traffic control plan – as needed
161.03.07 Area Grading Plan Details
All subdivisions shall include an Area Grading Plan that shall include all pertinent information
necessary to construct a dwelling on each lot. At a minimum, the following shall be included:
A. Grading and drainage patterns of existing lots adjacent to subdivision
B. Lot corner elevations
C. Building finished floor or top of foundation elevations
D. Elevations of ground outside of building to ensure proper drainage away from the
foundation
E. Elevations and grades of all drainage swales and side lot lines
F. Elevations of all high points
G. One foot contours for lots over .25 acres.
The Area Grading Plan must follow the accepted Drainage Plan.
161.03.08 Erosion Control Plan Details
All subdivisions shall include an erosion control plan as specified in Section 151.00 of these
Standards and Specifications. Erosion control plan drawings will use the same base map as that
for the Drainage Plan and shall include, at a minimum, the following information:
1. A general location map with sufficient detail to identify drainage flow entering
and leaving the development and general drainage patterns.
2. Major construction (i.e., development, irrigation ditches, existing detention
facilities, culverts, storm sewers) along the path of drainage.
3. Basins and divides identified with topographic contours.
4. Specifications and details for erosion control measures.
5. A transition grading/drainage plan for construction activities that are phased or
sequenced. All residential developments shall require a transition-grading
plan.
161.03.09 Easement Widths
Water, sanitary sewer, and storm sewer easements shall be a minimum of thirty feet (30’) in width.
Utility locations within easements shall be a minimum of ten feet (10’) from the edge of the easement
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-29
to the center of pipe and 10 feet from center of pipe to center of pipe for more than one utility. For
buried utility lines greater than ten feet (10’), the Engineer shall submit proposed easement width for
approval by the Town Engineer.
161.03.10 Specifications and Support Documentation
The following items shall also be included with submitted construction plans:
A. Town of Firestone General Notes and Standard Details.
B. Reference on plans to other agency standards and specifications that are required or
proposed
C. Where reference to other commonly available standards and specifications will not
suffice, copies of specifications are to be provided.
D. Copies of written approval from other affected agencies as required.
E. Soils and other test data and design calculations for street structural sections,
drainage facilities and other appurtenances as required.
162.00 Engineering Reports
All engineering reports shall include on the title page 1) the type of report (preliminary or final; Phase
I, II, or III for Drainage Reports), 2) the project name, 3) the preparer’s name, date, and firm, and 4)
P.E. seal of preparer.
162.01 Preliminary Reports
The following preliminary reports must accompany all preliminary plats. The Phase I Drainage Report
will be required will be required with the zoning and/or Sketch Plan submittal (number of copies to
be determined during the application process).
A. Preliminary Utility Report
B. Phase II Drainage Report
C. Traffic Analysis Report
D. Geotechnical Studies
E. Additional reports as required by the Town of Firestone Municipal Code
162.01.01 Preliminary Utility Report Requirements
Preliminary utility reports will include the following information and data as a minimum:
A. Sanitary Sewer
1. Layout/Connection to Sewer
B. Water System
1. Layout/Connection with Town Water
2. Potable Water Demand (peak and average)
162.01.02 Preliminary Geotechnical Report Requirements
Geotechnical and soils investigation studies are required for foundation design and pavement
design. These two categories may be combined into one report when the purpose of the
investigation includes both facets of design. A preliminary geotechnical report shall include the
following information at a minimum:
A. General Information
1. Past and present land uses and features
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-30
2. Proposed use of the land when developed
3. Surface drainage characteristics
4. A general geologic report on the area and a discussion of the soil profiles
and subsurface features
5. Potential slope instability
6. High groundwater elevation
B. Unusual Land Uses/Conditions
1. Report which identifies all unusual land uses such as landfills, open dumps,
wetlands, leach fields, areas of natural springs, faults, mines, etc. These
shall be presented in a written and graphical format of suitable scale.
162.01.03 Preliminary Traffic Analysis Report
Required information for the preliminary traffic report shall include, but not be limited to the
following.
A. Land use, site and study area boundaries.
B. Existing and proposed site uses.
C. Existing and proposed roadways and intersections.
D. Existing and proposed roadways and intersection capacities and volumes.
E. Trip generation and design hour volumes.
F. Trip distribution.
G. Trip assignments.
H. Existing and projected traffic volumes.
I. Levels of service of all affected intersections for the design hour.
162.01.04 Preliminary Drainage Reports
Drainage report calculations and supporting data required as set forth herein shall be prepared
in accordance with the UDFCD Urban Storm Drainage Criteria Manual.
All subdivisions, re-subdivisions, planned unit developments, or other development shall submit
drainage reports, construction drawings, and as-built information in accordance with these
CRITERIA.
Three copies of all drainage reports shall be submitted to the TOWN for review. The TOWN will
retain two copies. All submitted reports should be clearly and cleanly reproduced. Photostat
copies of charts, tables, nomographs, calculations, or any other reference material must be
legible. Washed out or unreadable portions of the report are unacceptable and could warrant re-
submittal of the report. All reports shall be typed on 8-1/2" x 11" paper and bound. The drawings,
figures, plates, and tables shall be bound with the report or included in a pocket attached to the
report. The report shall be prepared by or supervised by a professional engineer licensed in
Colorado.
All reports shall include a cover letter presenting the report for review as well as a declaration of
the type of report submitted (i.e., Phase-I, Phase-II, or Phase-III). Incomplete or absent
information may result in the report being rejected for review.
Town staff will try to review the drainage reports and provide written review comments and/or
acceptance within twenty-one (21) working days of the submittal. Town staff will make every
effort to effect a complete review within the review period; however, Town staff cannot guarantee
the review time since the response time varies with the workload being experienced. The
drainage reports and/or construction plans cannot be accepted by default.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-31
The applicant shall note that acceptance of construction plans, specifications, and associated
engineering reports by the TOWN shall only indicate that the plans, specifications, and reports
are in general conformance with the Town’s submittal requirements, current design criteria,
standard engineering principles and practices, and previously approved plans and reports.
Acceptance shall not indicate that all assumptions, calculations, and conclusions contained within
the drainage reports and/or construction plans have been thoroughly verified by Town staff. At
all times, the professional engineer submitting the construction plans, specifications, and
drainage reports shall be solely responsible for their accuracy and validity.
All preliminary drainage studies shall have the following certification and acceptance statements:
Engineer’s Certification
“I hereby certify that this (report type) for the design of (project name) was prepared by me (or
under my direct supervision) in accordance with the provisions of the Town of Firestone Design
Standards and Construction Specifications for the owners thereof. I understand that the Town
of Firestone does not and will not assume liability for drainage facilities designed by others,
including the designs presented in this report.”
(Name)
Registered Professional Engineer
State of Colorado No. (#)
(Affix Seal)
Town Acceptance
This report has been reviewed and found to be in general compliance with the Town of
Firestone Design Standards and Construction Specifications and other Town requirements. THE
ACCURACY AND VALIDITY OF THE ENGINEERING DESIGN, DETAILS, DIMENSIONS,
QUANTITIES, AND CONCEPT S IN THIS REPORT REMAINS THE SOLE RESPONSIBILITY OF
THE PROFESSIONAL ENGINEER WHOSE STAMP AND SIGNATURE APPEAR HEREON.
Accepted by: ____________________________________ _____________
Town Engineer Date
If during the construction process or at any time within one year following final acceptance by the
TOWN of the completed improvements, any deficiencies or errors are discovered in the
construction plans, specifications, drainage reports, or the actual constructed improvements, the
TOWN shall have the right to require the developer to make any and all corrections which may
be deemed necessary by the TOWN. The costs associated with any such corrections shall be
the sole responsibility of the developer.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-32
Phase I Drainage Report
The Phase I Drainage Report is the first step in the approval process. A Phase I Drainage Report
must be submitted during the zoning and/or sketch plan process. This report will review at a
conceptual level the feasibility and design characteristics of the proposed development and
drainage system.
Report Contents
The Phase I Drainage Report shall be in accordance with the following outline and contain the
applicable information listed:
I. GENERAL LOCATION AND DESCRIPTION
A. Location
1. All streets and highways within and adjacent to the site or the area
to be served by the drainage improvements
2. Township, range, section, 1/4 section
3. All major drainageways and storm drainage facilities within or
adjacent to the site
4. Names of surrounding developments
B. Description of Property
1. Area in acres
2. Type of ground cover and vegetation
3. Major drainageways within the property
4. Irrigation facilities such as ditches and canals
5. Proposed land use
6. Identification of all wetland areas and the affected area in acres.
II. DRAINAGE BASINS
A. Major Basin Description
1. Reference to applicable major drainageway planning studies, flood
hazard area delineation reports (FHAD), and flood insurance rate
maps (FIRM)
2. Major drainage basin characteristics such as existing and proposed
land uses within the basin
3. Discussion of existing drainage patterns
4. Identification of all irrigation facilities within 150-feet of the property
boundary
5. Identification including ownership of all lakes and ponds which
either influence or may be influenced by the local drainage.
Identification of all dams under the State Engineer’s Office
jurisdiction including the dam’s current rating, status, and pertinent
sections and drawings of the dam breach analysis.
B. Sub-Basin Description
1. Discussion of any Master Plan improvements designated for the
site.
2. Discussion of existing drainage patterns of the property
3. Discussion of the downstream drainage flow patterns and the
impact of the proposed development under existing and fully
developed basin conditions
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-33
III. DRAINAGE FACILITY DESIGN
A. General Concept
1. Discussion of existing drainage patterns
2. Discussion of compliance with off-site runoff considerations both
upstream and downstream
3. Discussion of existing drainage problems or concerns both on-site
and off-site
4. Discussion of anticipated and proposed drainage patterns and
facilities
5. Discussion of wetlands issues (if any) such as mitigation or
replacement
6. Discussion of the content of tables, charts, figures, plates, or
drawings presented in the report
7. Discussion of assumptions, techniques, and methodologies utilized
8. Discussion of all referenced reports and studies (i.e., are they valid,
complete, etc.)
B. Specific Details
1. Determine the major and minor drainage flows for the major basins
2. Discussion of potential drainage problems encountered and
solutions at specific design points
3. General discussion of detention pond storage and outlet design
4. Discussion of maintenance and access aspects of the drainage
facility design
5. Discussion of the drainage impacts to downstream properties
C. Adaptations from Criteria
1. Identify provisions by section number for which a adaptation is
requested
2. Provide specific and detailed justification for each adaptation
requested
IV. SUMMARY
A. Overall summary including conclusions and professional opinions on the
existing drainage facilities and the proposed facilities
V. REFERENCES
A. Reference all criteria, storm water master plans, FHADs, FIRMs, and
technical information used to support the conceptual design of the
proposed drainage system
Drawing Contents
All drawings shall be a maximum 24" x 36" in size.
GENERAL LOCATION MAP
The map should be at a scale of 1-inch = 1000 feet to 1-inch = 4000 feet.
The map shall provide sufficient detail to identify drainage flows entering and leaving
the proposed development. The map shall indicate the drainage flow paths
from the upstream end of any off-site basin to the receiving major drainageway.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-34
The map shall identify any major facilities (i.e., irrigation ditches, existing detention
facilities, culverts, and storm sewers) along the flow path to the receiving major
drainageway. All major drainageways shall be identified and shown on the
report drawings.
Major basins are to be identified.
Topographic contours are to be included
FLOODPLAIN INFORMATION
A map showing the location of the subject property shall be included with the report
DRAINAGE PLAN
Map(s) of the proposed development at a scale of 1" = 20' to 1" = 100' shall be
included. The plan shall show the following:
1. Physical Characteristics
(a) Existing topography with contours shown in intervals of two feet or
five feet for the entire project area
(b) Proposed topography with contours shown in intervals of two feet
or five feet for the entire project, if available
(c) Existing off-site topography with contours shown in intervals
consistent with the on-site information. Off-site topography should
extend as follows:
(1) For projects less than one acre in size, off-site topography
for a distance of at least fifty feet in every direction
(2) For projects larger than one acre in size, off-site topography
for a distance of at least one hundred fifty feet in every
direction or as directed by the Town staff
(d) Approved grading plans (shown in contour intervals consistent with
the on-site information) for all adjacent properties which have not
yet been constructed
(e) Existing vegetation and location, type, and size of significant trees
(f) All existing wetlands areas
2. All existing drainage facilities both on-site and off-site for a distance as
determined in 1(c) above.
3. Major drainageways and the approximate 100-year floodplain limits based
on the most current available information
4. Proposed drainage facilities including location of detention ponds, storm
sewers, channels, and corresponding outlet flow paths in a detail consistent
with the proposed development plan
5. Major drainage basin boundaries and sub-basin boundaries
6. Any off-site feature influencing the proposed development and the
proposed drainage system
7. Proposed drainage flow paths
8. Legend to define map symbols
Title block with revision dates in lower right corner
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-35
Phase II Drainage Report
The purpose of the Phase II Drainage Report is to refine the conceptual drainage system and
identify in greater detail the problems, which may occur both on-site and off-site as a result of the
proposed development. The Phase II Drainage Report shall be submitted with the application for
the Preliminary Plat. The Phase II Drainage Report must be written in such a manner and contain
enough detail to be self-explanatory (i.e., possession of the Phase I Drainage Report is not
necessary to understand the Phase II Drainage Report).
The developer or his consultant is responsible for obtaining any and all permits, licenses,
and any other documentation/correspondence that are necessary to address any
additional issues such as wetlands, floodplains, irrigation facilities, groundwater
dewatering, and protection of existing utilities.
Report Contents
The Phase II Drainage Report shall be in accordance with the following outline and contain the
applicable information listed:
I. GENERAL LOCATION AND DESCRIPTION
A. Location
1. Township, range, section, 1/4 section
2. All streets and highways including the existing ROW widths within
150 feet of the site
3. Major drainageways and facilities within 150 feet of the site
4. Names of surrounding developments
B. Description of Property
1. Area in acres
2. Ground cover such as the type of trees, shrubs, vegetation, general
soil conditions, topography, and slope
3. Major drainageways within and adjacent to the site
4. General project description
5. Irrigation facilities within and adjacent to the site
6. Proposed land use
7. Identification of all wetland areas including the affected area in
acres
8. All existing easements within 150 feet of the site
II. DRAINAGE BASINS
A. Major Basin Description
1. Reference to applicable major drainageway planning studies, flood
hazard area delineation reports (FHADs), and flood insurance rate
maps (FIRMs)
2. Major basin drainage characteristics including existing and
proposed land uses
3. Identification of all irrigation facilities within the basin
4. Identification including ownership of all lakes and ponds which
either influence or may be influenced by the local drainage. Identify
all dams under the State Engineer’s Office jurisdiction including the
dam’s current rating, status, and pertinent sections and drawings of
the dam breach analysis
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-36
B. Sub-basin Description
1. Discussion of historic drainage patterns of the site
2. Discussion of off-site drainage flow patterns and the impact of the
proposed development under existing and fully developed basin
conditions
III. DRAINAGE DESIGN CRITERIA
A. Development Criteria Reference and Constraints
1. Discussion of previous drainage studies (i.e., project master plans,
Phase I Drainage Reports, etc.) for the site that influence or are
influenced by the proposed drainage facilities
2. Discussion of drainage studies for adjacent properties and their
effect on the proposed drainage system
3. Discussion of the drainage impact of site constraints such as
streets, utilities, and existing structures
4. Discussion of wetlands issues (if any) such as mitigation or
replacement.
B. Hydrological Criteria
1. Identify design rainfall for the design recurrence intervals
2. Identify runoff calculation method
C. Hydraulic Criteria
1. Determination of the capacity of the downstream drainage system
and its ability to handle the drainage from the development site
2. Preliminary storm sewer system layout including inlets
3. Identify the allowed detention discharge and storage calculation
method
D. Adaptations from Criteria
1. Identify provisions by section number for which a adaptation is
requested
2. Provide specific and detailed justification for each adaptation
requested
IV. DRAINAGE FACILITY DESIGN
A. General Concept
1. Discussion of the proposed drainage system and typical drainage
patterns
2. Discussion of compliance with off-site runoff considerations
3. Discussion of the content of tables, charts, figures, plates, or
drawings presented in the report
4. Discussion of the contents of referenced reports, studies, etc.
B. Specific Details
1. Discussion of drainage problems encountered and solutions at
specific design points
2. Discussion of detention pond storage and outlet design
3. Discussion of maintenance and access aspects of the proposed
design
4. Discussion of the necessity of easements and tracts for drainage
purposes including the limitations of use
5. Discussion of the impacts on the downstream properties of flow
release from the site
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-37
6. Discussion of the impact on existing floodplains of major
drainageways and the requirements if altering the existing 100-year
floodplain
V. SUMMARY
A. Discussion of compliance with CRITERIA, MANUAL, and major
drainageway planning studies
B. Drainage Concept
1. Describe how the drainage design will control damage due to storm
runoff both on-site and off-site
2. Influence of the proposed development on the Major Drainageway
Planning Studies recommendations
VI. REFERENCES
A. Reference all criteria and technical information used
VII. APPENDICES
A. Hydrologic Computations
1. Land use assumptions regarding adjacent properties
2. Major and minor storm runoff peaks at specific design points
3. Historic and fully developed runoff peaks at specific design points
4. Time of concentration and runoff coefficients for each basin and
sub-basin
B. Hydraulic Computations
1. Existing and proposed culvert capacities
2. Open channel typical sections, capacity, and depths
3. Detention area, volume, and depth
4. Downstream drainage system capacity to the major drainageway
system
C. Approval and/or Agreement Letter(s)
1. Approval letter(s) from other jurisdictions, canal companies, pond
owners, etc., (if required)
2. All permits, licenses, etc., for any wetland removal or mitigation as
required by the USACE.
Drawing Contents
All drawings shall be a maximum 24" x 36" in size.
I. GENERAL LOCATION MAP
A. The map should be at a scale of 1-inch = 1000-feet to 1-inch = 4000-feet
B. The map shall provide sufficient detail to identify drainage flows entering
and leaving the site as well as the drainage flow paths from the upstream
end of any off-site basin to the major drainageway
C. The map shall identify any major facilities (i.e., irrigation ditches, existing
detention facilities, culverts, and storm sewers) along the entire flow path.
All major drainageways shall be identified and shown on the report
drawings.
D. Major drainage basins are to be shown
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-38
E. Topographic contours are to be included
II. FLOODPLAIN INFORMATION
A. A map showing the location of the subject property shall be included with
the report
III. DRAINAGE PLAN
A. Map(s) of the proposed development at a scale of 1" = 20' to 1" = 100' shall
be included. The plan shall show the following:
1. Physical Characteristics:
(a) Existing topography with contours shown in intervals of two
feet for the entire site
(b) Proposed topography with contours shown in intervals of two
feet for the entire site
(c) Existing off-site topography shown at a maximum of five-foot
contour intervals. The off-site topography should extend as
follows:
(1) For projects less than one acre in size, off-site
topography for a distance of at least fifty feet in every
direction
(2) For projects larger than one acre in size, off-site
topography for a distance of at least one hundred fifty
feet in every direction or as directed by the Town
staff.
(d) Approved grading plans (shown at a maximum of five-foot
contour intervals) for all adjacent properties which have not
yet been constructed
(e) First-floor elevations of any existing or approved structure
within one hundred fifty feet of the property line of the
project.
(f) Cross-sections as required by the Town Engineer to
illustrate the relationship between the proposed facilities
and the existing or approved facilities
(g) All existing wetland areas including their area in acres
2. Existing property lines and easements
3. Streets indicating their ROW width, flow line width, curb type,
sidewalk width, and approximate longitudinal slope
4. Existing drainage facilities and structures including irrigation ditches,
roadside ditches, cross-pans, drainageways, and culverts. All
pertinent information such as material, size, shape, slope, and
location shall also be included.
5. Overall drainage basin boundary and sub-basin boundaries
6. The outfall points and flow rates for runoff from the proposed site.
Delineation of the off-site flow path to the major drainageway. The
drainage facilities necessary to convey the flows to the major
drainageway without damaging downstream properties
7. Routing and accumulation of design flows at various critical points
for the minor storm runoff using the format shown in Table 202
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-39
8. Routing and accumulation of design flows at various critical points
for the major storm runoff using the format shown in Table 202
9. Required volumes and release rates for detention pond facilities and
general information on the triple stage outlet design
10. 100-year floodplain delineation and corresponding water surface
elevations of all existing FHAD and FEMA floodplains affecting the
property
11. Locations and elevations (if known) of all existing and proposed
utilities affected by or affecting the drainage system design.
12. Routing of off-site drainage flow through the site
13. Legend of map symbols
14. Title block with revision dates in lower right hand corner
162.02 Final Engineering Reports
The following final reports must accompany all site plans, minor subdivision, and final plat
applications (number of copies to be determined during the application process):
A. Utility Report
B. Phase III Drainage Report
C. Traffic Analysis Report
D. Geotechnical Studies
E. Construction Traffic Routing Plan
F. Additional reports as required by the Town of Firestone Municipal Code
162.02.01 Final Utility Report
Final utility reports will include the following information and data as a minimum:
A. Sanitary Sewer
1. Layout and connection to sewer
2. Available existing downstream capacity
B. Water
1. Layout and connection with Town water
2. Potable water demand (peak and average)
3. Fire flow demand
4. Peak instantaneous demand and meter sizing
5. Available pressure and capacity
6. Irrigation water demand
7. Network model of system serving development
162.02.02 Final Traffic Impact Study
All preliminary plats, zoning, and commercial site plans will provide a Traffic Impact Study.
Guidelines for Traffic Impact Studies
The purpose of a Traffic Impact Study is to determine existing conditions in the vicinity of the
development, forecast the additional traffic that it will generate, and identify internal and external
transportation improvements that will be necessary to mitigate the resulting impacts. Following
these guidelines when preparing a traffic impact study will present a standard format and
facilitate the review process.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-40
The Town of Firestone encourages developers to maintain contact with Town personnel
throughout the development process. Traffic consultants are highly encouraged to discuss
projects with the Town and its representatives prior to study startup. An early meeting may be
appropriate for large projects to identify the study area and specific roads and intersections that
will be analyzed. The study report should identify the individual who conducted the study.
All traffic impact studies shall contain, as a minimum, the following information:
A. Summary of the existing conditions in the vicinity of the project
1. Current use of the site and surrounding area (include map showing the
general vicinity of the site)
2. Existing roadway system and traffic (daily and peak hour volumes) on
roadways and intersections that will be affected (include graphic). Field
traffic count data should be included in an appendix.
3. Analysis of current traffic operations (include computer printouts - to
appropriate level of detail - in appendix).
4. Recent traffic accidents may need to be investigated and the effect of the
proposed development determined.
5. Discussion of other potential developments in the study area that might
also affect traffic. Traffic forecasts from traffic impact studies of nearby
developments may need to be included in the analysis.
B. Description of the proposed development
1. Development proposal - Parcel size(s), proposed land use, number of
units, size of developed area, density, etc. A site plan detailing uses,
locations, and internal roads should be included if possible.
2. Trip generation tabulation. Trip generation shall be based on average rates
contained in the most recent edition of the Institute of Transportation
Engineers’ Trip Generation. The Town shall approve any estimated rates
that deviate from ITE averages or for uses where ITE information is not
available. Rate and trip information shall be provided in tabular form. Any
trip reductions should be calculated based on procedures outlined in ITE’s
most recent Trip Generation Handbook and fully documented in the report.
3. Alternative modes (transit, pedestrian, and bicycle) should be considered,
as appropriate.
4. The Town’s latest transportation master plan should be reviewed to
determine the project conformance with it and any deviations that are
proposed.
C. Traffic Forecasts
1. All project-generated traffic shall be assigned to existing and planned
facilities in a manner consistent with accepted traffic patterns and approved
by Town staff. A graphic should be included to illustrate the assumed trip
distribution.
2. Traffic volumes (peak hour and ADT) in graphical format should illustrate
current year, short-term or build-out year, and long-term (20 year) traffic
volumes for site-generated and total traffic. Phased development volumes
and background traffic forecasts may also be appropriate. Long-range
forecasts of background traffic may be based on the latest Firestone
Transportation Plan or the current Regional Transportation Plan from
DRCOG.
D. Traffic Operations Analysis
1. The operational analysis should show impacts on the existing roadway
system, the expected future roadway system, and any interim roadway
system that may correspond to expected development phases.
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-41
2. There should be graphical presentation(s) of the results of the level of
service (LOS) analysis for intersections and/or roads, plus tabulations if
necessary to show delays or v/c percentages. Output from the computer
analysis should be included in an appendix.
3. Signal warrants should be investigated at locations where signals are
proposed.
4. Progression and micro-simulation analysis may be required depending on
project needs and complexity.
E. Improvement recommendations
1. Roadway and intersection improvements necessary to mitigate the impacts
of the project should be summarized in written format with supplemental
tabulations and/or figures, which illustrate the locations and relationships
of the recommendations.
2. Proposed roadway cross-sections and auxiliary lanes at intersections are
of particular concern. Storage and deceleration/acceleration lengths for
turn lanes should be determined according to guidelines found in the State
Highway Access Code, or other recognized reference.
3. The use of low volume local road cross section within residential
subdivisions should be justified.
4. Access to arterial roadways generally follows guidelines set forth in the
State Highway Access Code. Regional Arterials are classified by CDOT,
Principal Arterials are considered equivalent to NR-A, and Minor Arterials
are comparable to NR-B.
162.02.03 Final Geotechnical Report
Geotechnical and soils investigation studies are required for foundation design and pavement
design. A Final Pavement Design Report is required following utility installation, completion of
grading operations, and prior to placement of base course or paving materials. These two
categories may be combined into one report when the purpose of the investigation includes both
facets of design. A subsurface investigation for foundation and/or pavement design shall
include the following information and data as a minimum:
A. General Information
1. Past and present land uses and features
2. Proposed use of the land when developed
3. Structure type
4. Groundwater
5. Surface drainage characteristics
6. A general geologic report on the area and a discussion of the soil profiles
and subsurface features
7. Potential slope instability
B. Investigation Details
1. Type of equipment used in obtaining data
2. Date of drilling
3. Boring logs which show the elevation of the existing ground, the elevation
of the top of each soil stratum encountered and the soil classification of
each stratum encountered, the water level at the time of boring and the
level at a later date and standard penetration test results for each soil
stratum. Each hole shall be referenced to a fixed benchmark.
4. A sketch of the tested area accurately showing the locations of the
borings.
C. Site Conditions/Foundation Design
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-42
1. Specific information including swell potential of the soil and the effect on
foundations.
2. A recommendation as to foundation types and any special procedures
that may pertain to construction.
3. The effect of ground water on construction and methods to deal with any
problems that may exist.
4. Recommended allowable soil bearing pressures and unconfined shearing
strength.
5. Methods of prevention of swell and shrinkage of expansive soils and
minimizing their effect on structures.
6. Natural moisture content of the soil strata.
7. Specifications for any unusual or special construction materials required.
D. Unusual Land Uses/Conditions
1. Report which identifies all unusual land uses such as landfills, open
dumps, wetlands, leach fields, areas of natural springs, faults, mines, etc.
These shall be presented in a written and graphical format of suitable
scale.
162.02.04 Phase III Drainage Reports
Drainage report calculations and supporting data required as set forth herein shall be prepared
in accordance with the UDFCD Urban Storm Drainage Criteria Manual.
The purpose of the Phase III Drainage Report is to finalize the proposed drainage system discussed
in the Phase II Drainage Report and to present the final design details and calculations. This report
shall contain sufficient detail to be self-explanatory and shall include all reports referenced. (i.e.,
possession of the Phase I Drainage Report or Phase II Drainage Report is not necessary to
understand the Phase III Drainage Report).
The Phase III Drainage Report shall be submitted with the final construction drawings. The Phase
III Drainage Report (which updates the Phase II Drainage Report) must be reviewed and accepted
by the Engineering Division before the site plan, minor subdivision, or final plat will be signed by the
TOWN.
The Phase III Drainage Report shall be prepared in accordance with the outline shown in Section
162.01.04 Phase II Drainage Report - Report Contents with the exception of Part VII-B. For the
Phase III Drainage Report, Part VII-B shall read as follows:
B. Hydraulic Computations
1. Existing and proposed culvert capacities
2. Storm sewer profiles including energy grade line (EGL) and hydraulic grade
line (HGL) elevations with the associated hydraulic computations
3. Gutter and street cross-section capacities compared to the maximum
allowable street flows
4. Storm inlet capacity including inlet control rating at connection to storm sewer
5. Open channel design: depth, capacity, velocity, and Froude number
calculations
6. Check drop and/or channel drop structure design calculations
7. Detention area, volume, design depths, and outlet capacity
8. Detention pond outlet design
9. Downstream drainage system capacity to the major drainageway
10. Rip-rap design calculations
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-43
The report drawings shall follow the requirements presented in Section 162.01.04 Phase II
Drainage Report - Drawing Contents with the following three items added to Part III-A:
1. Proposed gutter type, street capacity, roadside ditch, slope, flow directions,
and cross-pans.
2. Proposed storm sewers including inlets, manholes, culverts, and other
appurtenances
3. Proposed open channels with rip-rap protection
Table 202
Drawing Symbol Criteria and Hydrology Review Table
A = Basin Designation
B = Area in acres
C = Composite Runoff Coefficients
D = Design Point Designation
Summary Runoff Table
(To be placed on the drainage plan)
Design Point Contributing Area
(acres)
Runoff Peak
5-year event
(cfs)
Runoff Peak
100-year event
(cfs)
All Phase III Drainage Reports shall have the following certification and acceptance statements:
Engineer’s Certification
“I hereby certify that this (report type) for the design of (project name) was prepared by me (or
under my direct supervision) in accordance with the provisions of the Town of Firestone Design
Standards and Construction Specifications for the owners thereof. I understand that the Town
of Firestone does not and will not assume liability for drainage facilities designed by others,
including the designs presented in this report.”
(Name)
Registered Professional Engineer
State of Colorado No. (#)
(Affix Seal)
A
B C
D
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-44
Town Acceptance
This report has been reviewed and found to be in general compliance with the Town of
Firestone Design Standards and Construction Specifications and other Town requirements. THE
ACCURACY AND VALIDITY OF THE ENGINEERING DESIGN, DETAILS, DIMENSIONS,
QUANTITIES, AND CONCEPTS IN THIS REPORT REMAINS THE SOLE RESPONSIBILITY OF
THE PROFESSIONAL ENGINEER WHOSE STAMP AND SIGNATURE APPEAR HEREON.
Accepted by: ____________________________________ _____________
Town Engineer Date
170.00 DEFINITIONS AND ABBREVIATIONS
171.00 Definitions
Whenever the following terms are used in these STANDARDS AND SPECIFICATIONS, they will
be defined as follows:
Bonds - performance, labor or material payment bonds, irrevocable letters of credit and other
instruments of security furnished by the Developer or Contractor and his surety in accordance
with the Subdivision Agreements or other Agreements with the Town.
Town - the Town of Firestone acting through the Town Engineer or his/her authorized designee.
Town Municipal Code - the latest, officially adopted Town of Firestone Municipal Code.
Common Facilities - facilities serving or held in common title by the owners or occupants of two
or more dwelling units or commercial or industrial enterprises and covered by these
STANDARDS AND SPECIFICATIONS.
Contractor - a person that undertakes to construct, alter, move, demolish, repair, replace,
excavate or add to any public improvements or common facilities covered by these
STANDARDS AND SPECIFICATIONS.
Days - calendar days unless otherwise specified.
Developer - the person or persons legally responsible to the Town for construction of
improvements within a subdivision.
Town Engineer - The Town's Town Engineer or his/her authorized designee.
Equipment - all machinery and equipment, together with the necessary supplies for upkeep and
maintenance, and tools and apparatus necessary for the proper construction and acceptable
completion of the work.
Field Order – are issued in writing when there is to be a change from what is shown on the plans
and/or what is called for in the specifications, can be upgraded to a change order or
construction modification order (extra work order) if costs are involved
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-45
Inspector - the authorized representative of the Town Engineer assigned to make detailed
inspections of construction work to assure compliance with these STANDARDS AND
SPECIFICATIONS and the plans as accepted by the Town.
Plans - profiles, cross sections, drawings, and supplemental drawings, accepted by the Town
that show the locations, character, dimensions or details of the work.
Public improvements - improvements under the ownership or control of the Town including but
not limited to the components of the water system, sewer system, street system, park system,
and storm drainage system covered by these STANDARDS AND SPECIFICATIONS. The
term also includes similar improvements being built in connection with a subdivision that are
intended to be dedicated to the Town.
PVC (Polyvinyl Chloride) - a strong, tough plastic based on resins made by the polymerization of
vinyl chloride or co-polymerization of vinyl chloride with minor amounts (not over 50%) of
other unsaturated compounds, which are fashioned into sheets, tubing, pipe, conduit,
containers, insulation, etc.
Regular working hours - Seven (7) A.M. until seven (7) P.M. or dusk (whichever occurs first) of
the same day, Monday through Friday. Arterial Streets - Nine (9) A.M. until four (4) P.M. of
the same day, Monday through Friday unless approved by the Town Engineer.
Special provisions - special directions, provisions or requirements peculiar to the project and not
otherwise detailed or set forth in the specification.
Standards and Specifications - the body of directions, provisions, and requirements contained
herein, describing the method or manner of construction and the qualities and quantities of
the materials and work to be furnished.
Initial Acceptance - that date, as determined by the Town Engineer, when the construction project
or a specified part thereof is sufficiently completed, in accordance with these STANDARDS
AND SPECIFICATIONS, so that the project or a specified part can be utilized for the
purposes for which it is intended and when the warranty period begins.
Supplier - an individual, firm or corporation having a direct contract with a developer or contractor
or with any subcontractor for the manufacture or furnishing of any part of the supplies and/or
materials to be used at or incorporated in, work at the site.
172.00 Abbreviations
AASHTO - American Association of State Highway and Transportation Officials
ACI - American Concrete Institute
AISC - American Institute of Steel Construction
ANSI - American National Standards Institute
APWA - American Public Works Association
ASA - American Standards Association
ASTM - American Society for Testing and Materials
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-46
AWG - American Wire Gauge
AWWA - American Water Works Association
BPR - Bureau of Public Roads
CDOT - Colorado Department of Transportation
CDPHE - Colorado Department of Public Health and Environment
FCC - Federal Communications Commission
gpcd - gallons per capita per day
gpm - gallons per minute
GRC - galvanized rigid conduit
IMSA - International Municipal Signal Association
IPCEA - Insulated Power Cable Engineers Association
ITE - Institute of Transportation Engineers
MGD - million gallons per day
MUTCD - Manual of Uniform Traffic Control Devices
NAPA - National Asphalt Paving Association
NEC - National Electrical Code as approved by the American Standards Association
NEMA - National Electrical Manufacturers Association
NFPA - National Fire Protection Association
psi - pounds per square inch
UBC - Uniform Building Code
UDFCD - Urban Drainage and Flood Control District
UPC - Uniform Plumbing Code
UL - Underwriters Laboratories, Inc.
USDA - United States Department of Agriculture
GENERAL REQUIREMENTS SECTION 100
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 100-47
173.00 Terms
Whenever, in these STANDARDS AND SPECIFICATIONS, the words "as ordered", "as directed",
"as required", "as permitted", "as allowed", or words or phrases of like import are used, it will be
understood that the order, direction, requirement, permission, or allowance of the Town is intended.
Similarly, the words "approved", "reasonable", "suitable", "acceptable", "accepted", "properly",
"satisfactory", or words of like effect and import, unless otherwise specified herein, will mean
approved, reasonable, suitable, acceptable, accepted, proper, or satisfactory in the judgment of the
Town. Whenever, in these STANDARDS AND SPECIFICATIONS, the words "Town Engineer" are
used, it will be understood that the Town employee named therein will be whomever the Town
Manager designates or whoever may be the authorized designee of the Town Engineer.
174.00 Specifications by Reference
All specifications, i.e., ASTM, ACI, etc. made a portion of these STANDARDS AND
SPECIFICATIONS shall be from the latest edition of said reference.
Throughout these STANDARDS AND SPECIFICATIONS, any section referenced shall be deemed
to include all sub-sections of that section. Any portion of these STANDARDS AND
SPECIFICATIONS that may be applicable to any other section, whether referenced or not, shall
apply.
ACCEPTANCE PROCEDURES SECTION 200
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 200-1
SECTION 200 ACCEPTANCE PROCEDURES
SECTION PAGE
210.00 GENERAL CONDITIONS .................................................................................... 2
220.00 INITIAL ACCEPTANCE PROCEDURES FOR DEVELOPMENT PUBLIC
IMPROVEMENTS ................................................................................................. 2
221.00 Inspection ................................................................................................................ 2
222.00 Initial Acceptance Procedures ................................................................................. 3
223.00 Warranty Period Repairs, Replacement, and Maintenance of Improvements .......... 3
230.00 INITIAL ACCEPTANCE PROCEDURES FOR PUBLIC IMPROVEMENTS
CONTRACTED BY THE TOWN ........................................................................... 3
240. 00 FINAL ACCEPTANCE PROCEDURES FOR DEVELOPMENT PUBLIC
IMPROVEMENTS ................................................................................................. 3
241.00 Final Inspection ....................................................................................................... 3
242.00 Final Acceptance Procedures .................................................................................. 4
243.00 Repairs and Replacement ....................................................................................... 4
250.00 FINAL ACCEPTANCE PROCEDURES FOR PUBLIC IMPROVEMENTS
CONTRACTED BY THE TOWN ........................................................................... 4
251.00 Final Warranty Inspection ......................................................................................... 5
252.00 Final Acceptance Procedures .................................................................................. 5
253.00 Repairs and Replacement ....................................................................................... 5
ACCEPTANCE PROCEDURES SECTION 200
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 200-2
SECTION 200 ACCEPTANCE PROCEDURES
210.00 GENERAL CONDITIONS
Prior to requesting inspection for Initial Acceptance of the work:
A. All temporary structures, debris, mud and waste materials shall be removed from
all public property.
B. A complete and accurate set of “as built” drawings as described in Section 222.00
shall be submitted to the Town Engineer. Changes to the original design drawings
must be supported by documentation that contains the signature and seal of a
Colorado Registered Professional Engineer.
C. All relative testing certifications and documentation shall be submitted to the Town
Engineer. All required certifications must contain the signature and seal of a
Colorado Registered Professional Engineer.
D. All other supporting documentation as may be required shall be submitted to the
Town Engineer as described in Section 222.00.
220.00 INITIAL ACCEPTANCE PROCEDURES FOR DEVELOPMENT PUBLIC
IMPROVEMENTS
221.00 INSPECTION
Upon completion of all construction and prior to requesting Town’s Initial Acceptance, the
Contractor and/or Owners representative should conduct their own inspection and make all
necessary corrections.
When the improvements to be accepted are complete and ready for inspection, the inspection
may be initiated by:
A. Written request from the Developer to the Town Engineer outlining which facilities
are ready for inspection, or
B. The Town Engineer, if he/she determines it to be necessary, may inform the
Developer that an inspection will be made, and outline those facilities which will be
inspected.
The Town Engineer will then schedule a date and time for inspection with members of the Town
staff within one (1) week of request. Within two (2) weeks after the initial acceptance inspection,
a list of deficiencies will be prepared by the Town Engineer and presented to the Developer.
Within one (1) week of receipt of this list, the Developer shall submit a satisfactory time schedule
for correction of the deficiencies. After the Developer and the Contractor have corrected the
deficiencies, the developer must inform the Town that repairs have been made, and a follow-up
inspection will be scheduled.
The time schedule noted above may be extended only under special circumstances with the
written approval of the Town Engineer. Should the deficiencies not be corrected in the time period
outlined herein, the Town has the right to prepare another list of deficiencies and/or draw upon
the performance guarantee as specified in the improvement or subdivision agreement to complete
the improvements.
ACCEPTANCE PROCEDURES SECTION 200
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 200-3
222.00 Initial Acceptance Procedures
After the Public Improvements have passed inspection, the Developer shall request in writing an
Initial Acceptance letter within fifteen (15) days of inspection.
The following items must be submitted prior to Initial Acceptance being granted:
A. An electronic copy of “As Built or Record Drawings” plan drawings in AutoCAD
(.dwg) and PDF (.pdf) format. External references must be bound to the AutoCAD
file or all drawing files shall be included in a folder that will enable the drawing files
to open correctly so they will not require re-mapping.
B. Field inspection reports as required in Section 160.00 of these STANDARDS AND
SPECIFICATIONS.
C. A final sworn affidavit of construction cost; and
D. Any other items required under the subdivision agreement.
E. Additional “As Built or Record Drawing” information is required for entry into Town’s
GIS system in accordance with the current User Guide.
223.00 Warranty Period Repairs, Replacement, and Maintenance of Improvements
For a two (2) year period from the date of “Initial Acceptance” of any improvements related to the
Development, the Owner shall, at his own expense, take all actions necessary to maintain said
improvements and make all needed repairs or replacements which, in the reasonable opinion of
Firestone, shall become necessary, except that Firestone shall be responsible for snow removal.
If within thirty- (30) days after Owner’s receipt of written notice from Firestone requesting such
repairs or replacements, Owner has not completed such repairs, Firestone may exercise its right
to secure performance as provided in the Development Agreement.
At least thirty- (30) days before the two- (2) years has elapsed from the issuance of the Initial
Acceptance, the Developer must request an inspection for consideration of completion of the
warranty period. Following inspection, a list of deficiencies will be prepared. After repairs have
been made, a follow-up inspection must be requested. The warranty period is not over until all
warranty repairs have been made. The warranty period for repairs shall be one year.
230.00 INITIAL ACCEPTANCE PROCEDURES FOR PUBLIC
IMPROVEMENTS CONTRACTED BY THE TOWN
The inspection and acceptance procedures for public improvements contracted by the Town are
specified in the contract documents.
240. 00 FINAL ACCEPTANCE PROCEDURES FOR DEVELOPMENT PUBLIC
IMPROVEMENTS
241.00 Final Inspection
Thirty- (30) days prior to expiration of two- (2) year warranty period and prior to requesting Town
final acceptance, owner’s representative should conduct their own inspection and make all
necessary corrections. An inspection checklist may be obtained from the Engineering Division.
ACCEPTANCE PROCEDURES SECTION 200
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 200-4
When the improvements to be accepted are complete and ready for final inspection, the final
inspection may be initiated by:
A. Written request from the Developer to the Town Engineer outlining which facilities
are ready for final inspection, or
B. The Town Engineer, if he determines it to be necessary, may outline those facilities
that will be inspected.
The Town Engineer will then schedule a date and time for final inspection with members of the
Town staff within one (1) week of request. Within two (2) weeks after the final inspection, a list of
deficiencies will be prepared by the Town Engineer and presented to the Developer. Within one
(1) week of receipt of this list, the Developer shall submit a schedule for correction of the
deficiencies acceptable to the Town. After the Developer and the Contractor have corrected the
deficiencies, the Developer must inform the Town that repairs have been made, and a follow-up
final inspection will be scheduled.
The time schedule noted above may be extended only under special circumstances with the
written approval of the Town Engineer. Should the deficiencies not be corrected in the time period
outlined herein, the Town has the right to prepare another list of deficiencies and/or draw upon
the performance guarantee as specified in the improvement or subdivision agreement to complete
the improvements.
242.00 Final Acceptance Procedures
After the Public Improvements have passed the final inspection, the Developer shall request in
writing a Final Acceptance Letter within fifteen (15) days of final inspection.
243.00 Repairs and Replacement
Upon issuance of Final Acceptance, the Town will take full responsibility of the improvements,
except for repairs and replacements that, in the opinion of the Town Engineer, shall become
necessary for those repaired/replaced items. At the end of the warranty, items repaired/replaced
under the two (2) year warranty period will be subject to an additional one (1) year warranty. If,
within ten (10) days after the Developer has received written notice from the Town Engineer
requesting repairs or replacements, the Developer has not undertaken to make the repairs or
replacements, the Town may make the repairs and replacements and draw upon the Developer’s
performance guarantee as specified in the subdivision agreement.
Approximately one (1) year following final acceptance, the Developer must request an inspection
for consideration of completion of the warranty period. Following inspection, a list of deficiencies
will be prepared. After repairs have been made, a follow-up inspection must be requested. The
warranty period is not over until all warranty repairs have been made. The warranty period for
repairs shall be one (1) year.
250.00 FINAL ACCEPTANCE PROCEDURES FOR PUBLIC IMPROVEMENTS
CONTRACTED BY THE TOWN
The inspection and construction acceptance procedures for public improvements contracted by
the Town are specified in the contract documents.
ACCEPTANCE PROCEDURES SECTION 200
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 200-5
251.00 Final Warranty Inspection
Thirty- (30) days prior to expiration of two- (2) year warranty period and prior to requesting Town
final acceptance, Contractor should conduct their own inspection and make all necessary
corrections. An inspection checklist may be obtained from the Engineering Division.
When the improvements to be accepted are complete and ready for final inspection, the final
inspection may be initiated by:
A Written request from the Contractor to the Town Engineer outlining which facilities
are ready for final inspection, or
B The Town Engineer, if he determines it to be necessary, may outline those facilities
that will be inspected.
The Town Engineer will then schedule a date and time for final inspection with members of the
Town staff within one (1) week of request. Within two (2) weeks after the final inspection, a list of
deficiencies will be prepared by the Town Engineer and presented to the Contractor. Within one
(1) week of receipt of this list, the Contractor shall submit a satisfactory time schedule for
correction of the deficiencies. THE DEFICIENCIES MUST BE CORRECTED WITHIN THIRTY-
(30) DAYS OF THE RECEIPT OF THE LIST. After the Contractor has corrected the deficiencies,
the Contractor must inform the Town that repairs have been made, and a follow-up final inspection
will be scheduled.
The time schedule noted above may be extended only under special circumstances with the
written approval of the Town Engineer. Should the deficiencies not be corrected in the time period
outlined herein, the Town has the right to prepare another list of deficiencies and/or draw upon
the performance guarantee as specified in the construction agreement to complete the
improvements.
252.00 Final Acceptance Procedures
After the Public Improvements have passed the final inspection, the Contractor shall request in
writing a Final Acceptance Letter within fifteen (15) days of final inspection.
253.00 Repairs and Replacement
Upon issuance of Final Acceptance, the Town will take full responsibility of the improvements,
except for repairs and replacements that, in the opinion of the Town Engineer, shall become
necessary for those repaired/replaced items. At the end of the warranty, items repaired/replaced
under the two (2) year warranty period will be subject to an additional one (1) year warranty. If,
within ten (10) days after the Contractor has received written notice from the Town Engineer
requesting repairs or replacements, the Contractor has not undertaken to make the repairs or
replacements, the Town may make the repairs and replacements and draw upon the Contractor’s
performance guarantee as specified in the construction agreement.
Approximately one (1) year following final acceptance, the Contractor must request an inspection
for consideration of completion of the warranty period. Following inspection, a list of deficiencies
will be prepared. After repairs have been made, a follow-up inspection must be requested. The
warranty period is not over until all warranty repairs have been made. The warranty period for
repairs shall be one (1) year.
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-1
SECTION 300 SITE WORK
SECTION PAGE
310.00 GENERAL .............................................................................................................. 3
311.00 Local Laws, Ordinances and Codes .................................................................... 3
312.00 Protection of Public Improvements ...................................................................... 3
312.01 Operation of Existing Valves ........................................................................... 3
312.02 Interruption of Services ................................................................................... 3
312.03 Equipment Operated on Streets ...................................................................... 4
320.00 DEMOLITIONS AND REMOVAL OF STRUCTURES AND OBSTRUCTIONS ........ 4
321.00 Bridges, Culverts and Other Drainage Structures................................................ 4
322.00 Pipe .................................................................................................................... 5
323.00 Pavements, Sidewalks, Curbs, Etc...................................................................... 5
324.00 Disposal .............................................................................................................. 5
330.00 SITE PREPARATION ............................................................................................. 5
331.00 Clearing .............................................................................................................. 6
332.00 Grading ............................................................................................................... 6
333.00 Disposal .............................................................................................................. 7
334.00 Topsoil ................................................................................................................ 7
340.00 EARTHWORK ........................................................................................................ 8
340.01 Definitions ....................................................................................................... 8
340.02 Grading Tolerances ......................................................................................... 9
340.03 Backfill and Embankment Material .................................................................. 9
341.00 Excavation .......................................................................................................... 9
341.01 Excess Excavation ........................................................................................ 10
341.02 Excavation Near Existing Structures and Utilities .......................................... 10
342.00 Protection of Existing Structures and Utilities .................................................... 10
342.01 Relocation and Replacement of Existing Structures and Utilities ................... 11
343.00 Excavated Material ........................................................................................... 11
344.00 Proof Rolling ..................................................................................................... 12
345.00 Embankment Fill ............................................................................................... 12
345.01 Structure Backfill ........................................................................................... 14
345.02 Roadway Excavations, Backfill and Compaction ............................................ 15
346.00 Grading ............................................................................................................. 15
347.00 Moisture Control................................................................................................ 15
348.00 Borrow .............................................................................................................. 16
350.00 TRENCHING, BACKFILLING AND COMPACTING ............................................. 16
350.01 Special Conditions ........................................................................................ 17
351.00 Trench Excavation for Pipelines and Service Lines ........................................... 17
351.01 Removal of Water ......................................................................................... 18
351.02 Preparation of Foundation for Pipe Laying .................................................... 18
352.00 Bedding for Pipelines and Service Lines ........................................................... 18
352.01 Bedding Compaction ..................................................................................... 19
353.00 Backfill for Pipelines and Service Lines ............................................................. 19
353.01 Backfill Compaction ....................................................................................... 20
353.02 Maintenance of Backfill ................................................................................. 21
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-2
354.00 Compaction Testing .......................................................................................... 21
355.00 Cable Installation .............................................................................................. 21
355.01 General ......................................................................................................... 21
355.02 Underground Installation ............................................................................... 21
355.03 Overhead Installation .................................................................................... 22
360.00 RESTORATION AND CLEANUP ......................................................................... 22
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-3
SECTION 300 SITE WORK
310.00 GENERAL
All site work and excavation shall comply with the requirements of the STANDARDS AND
SPECIFICATIONS and any special criteria established by the Town. The Town Engineer, at a pre-
design/pre-construction meeting, may establish special criteria. Site work shall be completed as
detailed on the accepted engineering plans. Site work shall consist of demolition and removal of
structures and obstructions; clearing and grubbing; overlot grading; subgrade preparation; removal
of topsoil; site preparation; excavation and embankment; excavation, trenching, bedding and backfill
of pipelines and service lines; excess excavation; borrow; and restoration and cleanup.
311.00 Local Laws, Ordinances and Codes
The Contractor shall comply with all current federal, state, county, and local laws, and codes
pertaining to earthwork. The Contractor must obtain all necessary permits as required in Section
100, General Conditions, of these STANDARDS AND SPECIFICATIONS and/or any permits
required by this Section prior to commencement of the work. The Contractor shall notify the Town
Engineer forty-eight (48) hours before the start of the work or when work is to be resumed following
a delay.
312.00 Protection of Public Improvements
The Contractor shall be held responsible for the protection of public improvements as stated in
Section 141.00, Protection of Public and Utility Interests, of these STANDARDS AND
SPECIFICATIONS. It will be the Contractor's responsibility to replace all public improvements so
damaged at their own expense. Street cuts are restricted according to Section 143.00 of these
STANDARDS AND SPECIFICATIONS.
312.01 Operation of Existing Valves
The Public Works Department will operate all existing valves, blow-offs, and curb stops. The
Contractor will operate no valve or other control device on any existing system for any
purpose unless authorized by the Town.
312.02 Interruption of Services
Before starting site work, the Contractor shall plan and coordinate for the disconnection or
interruption of all services such as water, sewer, cable T.V., telephone, gas, electric power and traffic.
Disconnection and/or interruptions shall be made in accordance with the regulations of the utility that
controls the supply of the service. Whenever the flow of traffic is affected, a Traffic Control Plan shall
be provided in accordance with Section 141.08, Traffic Control, Barricades, and Warning Signs, of
these STANDARDS AND SPECIFICATIONS.
The Public Works Department shall provide a representative to be on site to observe and approve
the Contractor's disconnection or interruption of the water services. Seventy-two (72) hours prior to
the interruption of service, the Contractor will notify the Town of their plan and schedule. Twenty-four
(24) hours prior to the interruption of service, the Contractor will notify all users in writing with a hand
delivered notification whose service will be interrupted in order for them to make provisions for
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-4
necessary water storage. No line in service will be shut down for more than a four (4) hour period at
one time. Prior approval by the Town Engineer is required for all shutdowns.
312.03 Equipment Operated on Streets
Only pneumatic-tired equipment shall be permitted to operate over paved surfaces. The Contractor
shall be responsible for any damage to the street surface resulting from their operation.
320.00 DEMOLITIONS AND REMOVAL OF STRUCTURES AND OBSTRUCTIONS
The Contractor shall remove, wholly or in part and satisfactorily dispose of all foundations, signs,
structures, fences, old pavements, abandoned pipelines, traffic signal material and any other
obstructions which are not designated to remain, except for utilities and for those items which other
provisions have been made for removal. All salvable material shall be clearly marked by the Town
and will be removed, without unnecessary damage, in sections or pieces that may be readily
transported and will be stored in locations approved by the Town Engineer. These materials may
include, but shall not be limited to, manhole frames and covers, inlet grates, fence material, handrails,
culverts, guardrail, walkway, roadway and parking appurtenances (traffic signals and attached
hardware, including mast arms and span wire) and irrigation systems and appurtenances. The
Contractor shall be required to replace any materials lost from improper storage methods or
damaged by negligence. Removal of sign panel will include all work necessary to remove the panel
and its attachment hardware from the existing installation. Concrete adhering to sign posts will be
removed; pedestals and based will be removed to one foot (1') below the surrounding ground or
subgrade.
Where portions of structures are to be removed, the remaining parts shall be prepared to fit new
construction. The work will be done in accordance with plan details and in such a manner that
materials to be left in place will be protected from damage. The Contractor at their expense shall
repair all damage to portions of structures that are to remain in place. Reinforcing steel, projecting
from the remaining structure, shall be cleaned and aligned to provide bond with new extension.
Dowels are to be securely grouted with approved grout. Depressions resulting from the removal of
structures, footings, and other obstructions, shall be filled and compacted with clean fill materials so
as to eliminate hazards of cave-in, accumulation and ponding of water.
Materials used in detour structures and supplied by the Contractor, shall be the property of the
Contractor. After the detour is abandoned, they will completely remove the detour structure and will
dispose of materials according to these STANDARDS AND SPECIFICATIONS.
Immediately following demolition and removal of rubbish from the site, provided additional work is
not required, the Contractor shall grade the entire contract area by filling, compacting, and leveling
the site to existing adjacent grades.
321.00 Bridges, Culverts and Other Drainage Structures
Bridges, culverts, and other drainage structures in use by traffic shall not be removed until the Town
Engineer in accordance with Section 141.08, General Conditions, of these STANDARDS AND
SPECIFICATIONS, has approved a Traffic Control Plan.
Unless otherwise directed, the substructures of existing structures will be removed down to one (1)
foot below natural stream bottom or ground surface. Where such portions of existing structures lie
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-5
wholly or in part within the limits of a new structure, they will be removed as necessary to
accommodate the construction of the proposed structure. Steel, pre-cast concrete and wood bridges
shall be carefully dismantled without unnecessary damage. Steel members to be salvaged will be
match-marked with waterproof paint.
322.00 Pipe
Unless otherwise provided, all pipe shall be carefully removed and cleaned; every precaution must
be taken to avoid breaking or damaging the pipe. Pipes to be re-laid shall be removed and stored,
when necessary, so that there will be no loss or damage before relaying.
Where culverts or sewers are to be left in place and plugged, the ends shall be filled with Type III
concrete. Culvert and sewer ends are to be sufficiently filled to prevent future settlement of
embankments.
When removing manholes, catch basins and inlets, any live sewer connected with these items will
be properly reconnected, and satisfactory bypass service will be maintained during such operations.
323.00 Pavements, Sidewalks, Curbs, Etc.
All concrete or asphalt that is to remain shall have a straight, true line with a vertical face. Concrete
or asphalt may be cut with a cutting wheel, jackhammer, or saw. If the Contractor cannot maintain a
straight, true break line, the Town Engineer will order sawing. The sawing shall be done carefully,
and the Contractor, at their expense will repair all damages to the concrete or asphalt to remain in
place. The minimum depth of saw cuts in concrete will be two (2) inches.
The Contractor shall be responsible for the cost of removal and replacement of all over break as
determined by the Town Engineer.
324.00 Disposal
The Contractor shall make all necessary arrangements for obtaining suitable disposal locations, and
the cost involved will be included in the work. If disposal will be at other than established dumpsites,
the Town Engineer may require the Contractor to furnish written permission from the property owner
on whose property the materials will be placed.
330.00 SITE PREPARATION
The Contractor shall complete all work necessary to satisfactorily prepare the site as shown on the
accepted drawings and as specified herein. Following this preparation, the site shall be in such a
condition as to easily continue with the next operation whether it is excavating, backfilling, or any
other operations that are a part of the project. Site preparation includes clearing, grubbing, grading,
tree and shrub removal, native grass stripping and removing and disposing of all debris within the
limits of the project and such other areas as may be indicated on the plans or required by the work,
except such objects as are designated to remain or are to be removed in accordance with other
sections of these STANDARDS AND SPECIFICATIONS. This work shall also include the
preservation from injury or defacement of all vegetation and objects designated to remain.
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-6
331.00 Clearing
The Town shall establish construction lines and designate all trees, shrubs, plants and other things
that are to remain. The Contractor shall preserve all things designated to remain. Paint required for
cut or scarred surfaces of trees or shrubs selected to remain will be an approved asphalt base paint,
prepared especially for tree surgery.
Branches on trees or shrubs shall be removed as directed. Branches of trees extending over the
roadbed must be trimmed to give a clear working area above the roadbed surface. All trimming shall
be done in accordance with Section 1000 of these Standards and Specifications.
Hedges will be pulled or grubbed in such a manner as to assure complete and permanent removal.
Sod not required to be removed, must be thoroughly disked before construction of embankment.
All surface objects and trees, stumps, roots and other protruding obstructions not designated to
remain will be cleared and/or grubbed as required, except nonperishable solid objects which will be
a minimum of two (2) feet below subgrade.
Except in areas to be excavated, stump holes and other holes from which obstructions are removed
must be backfilled with suitable material and compacted in accordance with these STANDARDS
AND SPECIFICATIONS.
The Contractor will scalp areas where excavation or embankment is to be made. Scalping will include
the removal of material such as brush, roots, sod, grass, residue of agricultural crops, sawdust, and
other vegetable matter from the surface of the ground.
Clearing shall be performed in a careful and orderly manner with due consideration and protection
of adjoining property, the public and workmen. Any damage to streets, parking lots, utilities, plants,
trees, buildings or structures on private property, or to bench marks and construction staking due to
the negligence of the Contractor, shall be repaired and restored to its original condition by the
Contractor at their expense. Those areas which are to be saved will be clearly staked or fenced off
by the Contractor per the Town's instructions and it will be the Contractor's responsibility to ensure
that these areas are not damaged during the construction process. Following completion of
construction, should any of these trees, shrubs or sod require replacement, it shall be done at the
Contractor's expense.
332.00 Grading
A Grading and Stormwater Quality Permit shall be required as specified in Section 151.00 of these
STANDARDS AND SPECIFICATIONS.
A. If grading is in excess of 1 acre, additional requirements must be adhered to in
accordance with the Town of Firestone’s Standards.
Upon completion of the work, the Contractor shall provide the following information:
A. An "as-graded" plan showing original ground surface elevations, as constructed
ground surface elevations, lot drainage patterns, locations and elevations of all
surface and subsurface drainage facilities.
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-7
B. A soil grading report prepared by the soils engineer including locations and elevations
of field density tests, summaries of field and laboratory tests and any other
substantiating data and comments on any changes made during grading and their
effect on the recommendations made in the soils engineering report.
C. A geological report prepared by the engineering geologist including a final description
of the geology of the site including any new information disclosed during the grading,
and the effect of it on recommendations incorporated in the accepted grading plan.
All areas disturbed during grading operations shall have the final graded area hydro seeded or re-
vegetated with native grasses in accordance with the requirements of the Town of Firestone. Seeding
must be completed within sixty- (60) days of the grading completion and no longer than one hundred
eighty (180) days of the commencement of grading operations at the site.
The Contractor shall insure that the dust proofing requirements of Section 141.07, General
Requirements, of these STANDARDS AND SPECIFICATIONS are strictly adhered to for the
duration of the project.
Grading of filled and unfilled areas shall be to the lines and grades indicated on the accepted plans.
Grading shall be performed in conjunction with all of the necessary clearing, grubbing, stripping,
filling, and compacting operations to the satisfaction of the Town.
Grading shall be done by approved means. Areas adjacent to structures and other areas
inaccessible to heavy grading equipment shall be graded by manual methods.
Final grading shall be performed in such a manner as to provide proper drainage. In no case shall
drainage from the project site be so altered or controlled as to result in damage, or the potential for
damage, to adjacent property or to any portion of the work executed under the project from erosion
or flooding.
333.00 Disposal
The Contractor shall make all necessary arrangements for obtaining suitable disposal locations, and
the cost involved will be included in the bid price. If disposal will be at other than established dump
sites, the Town Engineer may require the Contractor to furnish written permission from the property
owner on whose property the materials and debris will be placed. Materials and debris shall be
disposed of in a manner acceptable to the Town Engineer. Burning shall not be permitted without
prior written approval of the Town Engineer and the county health department.
334.00 Topsoil
The Contractor shall salvage within the project limits, or acquire when needed, loose friable loam
reasonably free of admixtures of subsoil, refuse, stumps, roots, rocks, brush, weeds, heavy clay,
toxic substances or other material which would be detrimental to the proper development of
vegetative growth.
Topsoil shall not be placed until the areas to be covered have been properly prepared and grading
operations in the area have been completed. Topsoil shall be placed and spread at locations and to
the thickness shown on the plans and shall be keyed to the underlying material.
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-8
340.00 EARTHWORK
This work shall consist of excavation, disposal, shaping or compaction of all material encountered
within the limits of the project, including but not limited to excavation of ditches and channels, surface
boulders, muck, rock, concrete foundations, slabs, stripping, etc. Excavation will be performed to the
line and grade and typical cross sections indicated on accepted plans or as required by the Town
Engineer.
Excavation, dewatering, sheeting, and bracing shall be carried out in such a manner as to eliminate
any possibility of undermining or disturbing the foundation of any existing structures or any work
previously completed.
This Section does not include any work that is related to trenching, backfilling and compacting (refer
to Section 350.00 of these STANDARDS AND SPECIFICATIONS).
Should the project warrant, the Town Engineer may require the Contractor to provide an earth-
moving diagram and haul routes.
340.01 Definitions
Bedding material - material that is installed under pipelines (other than sanitary sewer and water
lines), riprap, low flow channel or any other place considered necessary by the Town Engineer.
The thickness of this material will be as shown on the accepted plans and will normally be six (6)
inches under structures and three (3) inches under the bell of any pipe. Bedding material shall
meet the gradation of CDOT "No.67 Coarse Aggregate" as specified in Section 703.02 in the
latest edition of the CDOT "Standard Specifications for Road and Bridge Construction".
Borrow - backfill or embankment material that must be acquired from designated borrow areas to
make up the deficient areas that cannot be completed from excavation within work limits. All
sources of borrow material must be approved by the Town Engineer.
Embankment fill - earthwork consisting of embankments, including preparation of the area upon
which they are to be placed, dikes within or outside right-of-way, placing and compacting of
approved material within areas where unsuitable materials have been removed, and placing and
compacting of embankment materials in holes, pits and other depressions to lines and grades
shown on the accepted plans. Only suitable materials shall be used in construction of
embankments and backfills.
Proof rolling - the application of test loads over a sub-grade surface by means of a heavy pneumatic-
tired vehicle to locate weak areas in sub grade. See Section 344.00 for specifications.
Rock excavation - Igneous, metamorphic or sedimentary rock formations that cannot be excavated
with a D-9 tractor in good repair with a single hydraulic ripper.
Stabilization material - material that is to be placed in areas of over excavation of unsuitable material,
or in areas of high water table to stabilize the unsuitable material. Stabilization material shall meet
the gradation of "No. 4 Coarse Aggregate" as specified in Section 703.02 of the CDOT "Standard
Specifications for Road and Bridge Construction".
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-9
Structure backfill - earthen material that is installed around and over any structure as illustrated on
the accepted plans. Imported structure backfill (Class I) shall meet the general gradation of
"Class 1 Structure Backfill Material" as specified in Section 703.08 of the CDOT "Standard
Specifications for Road and Bridge Construction". On site Class 2 structure backfill shall also
meet the requirements of Section 703.08 of the CDOT Specifications for Road and Bridge
Construction.
Structure excavation - excavation of any and all materials over an area extending three (3) feet out
from the outer most bottom edge of a proposed structure, up to existing grade or top of proposed
grade (whichever comes first) at a one to one (1:1) slope. Rock formations within this area that
can be removed by ripping with a D-9 tractor in good repair with a single hydraulic ripper shall be
considered structure excavation.
Suitable material - any earthen material consisting of on-site or similar non-organic sands, gravels,
clays, silts and mixtures thereof with a maximum size of six (6) inches. Bedrock that breaks down
to specified soil types and sizes during excavation hauling and placement may be considered as
suitable material.
Unclassified excavation - any and all earthen materials encountered, including rocks and boulders,
during construction. Rock formations that can be removed by ripping with a D-9 tractor in good
repair with a single hydraulic ripper are considered as unclassified excavation.
Unsuitable material - any earthen material containing vegetable or organic silt, topsoil, frozen
materials, trees, stumps, certain man made deposits, or industrial waste, sludge or landfill, or
other undesirable materials.
340.02 Grading Tolerances
All earthwork shall be carried out in such a manner that final grades, after excavation, compaction of
backfill, placement of rip rap, and construction of channel lining, etc. shall conform to those illustrated
by design cross sections. The final earthwork shall be considered acceptable, providing all final grade
elevations do not vary from the designed elevations by more than the following:
A. 0.3 feet at the top of any embankment where a cut side slope intersects the existing
grade.
B. 0.5 feet in all portions of the site not included in item A above.
340.03 Backfill and Embankment Material
Any suitable material or borrow as defined above. Free running water shall be drained from materials
before placement.
341.00 Excavation
All excavated areas will be graded in a manner that will permit adequate drainage, will not disturb
material outside the limits of slopes and will be within the tolerances noted in Section 340.02 of these
STANDARDS AND SPECIFICATIONS. When practical, all suitable material removed from the
excavation will be used in the formation of embankments, for backfilling, and for other purposes.
Materials that are considered unsuitable material (including rock) or surplus by the Town Engineer
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-10
shall be disposed of by the Contractor at their expense, in accordance with Section 324.00 and
333.00 of these STANDARDS AND SPECIFICATIONS.
All water pumped or drained from the work shall be disposed of in a manner satisfactory to the Town
Engineer, without undue interference with other work or damage to pavements, other surfaces, or
property.
341.01 Excess Excavation
If in the opinion of the Town Engineer, the material at or below the depth to which excavation for
structures would normally be carried is unsuitable for the required installation, it shall be removed to
such widths and depths as directed by the Town Engineer and shall be replaced with stabilization
material.
Where the bottom of the excavation, by error of the Contractor, have been taken to a depth greater
than the depth specified, shown on the accepted plans or directed by the Town Engineer, said
condition shall be corrected by refilling to the proper grade with structure backfill. Should this backfill
for over excavation occur in areas of high groundwater, and then the backfill material shall
e stabilization material. The Town Engineer shall approve all measures taken to rectify conditions
caused by over excavation, and the cost resulting from such measures shall be borne by the
Contractor.
If, through failure or neglect of the Contractor to conduct the excavation work in a proper manner,
the surface of the subgrade is in an unsuitable condition for proceeding with construction, the
Contractor shall, at their own expense, remove the unstable material and replace it with recycled
concrete, structure backfill, or other approved material so that the condition of the subgrade meets
with the approval of the Town Engineer before any work is placed thereon. Failure of the Contractor
to control surface or groundwater adequately, premature excavation at the work site, or other
manifestations of the Contractor's neglect or improper conduct of work, as determined by the Town
Engineer, shall be grounds for requiring removal and replacement of unsuitable subgrade without
additional compensation.
341.02 Excavation Near Existing Structures and Utilities
The Contractor's attention is directed to the fact that underground utilities may exist within or
immediately adjacent to the areas of proposed construction. Where possible, these utilities are
indicated on the accepted plans; however, all of the services may not have been shown on the
accepted plans, and the completeness and accuracy of the information presented is unverified and
without guarantee. This information is supplied for the purpose of providing the Contractor with an
indication as to the approximate locations of utilities at the work areas so that he will be made aware
of probable obstructions and the extent to which these may affect construction.
All utility lines shall be located on the ground with location equipment well ahead of the work at all
times. All such locations shall be plainly marked by coded paint symbols on pavement or by marked
stakes in the ground. The Contractor at no extra cost shall provide all such work.
342.00 Protection of Existing Structures and Utilities
All existing poles, pipes, wire, fences, curbs, property line markers, and other structures that, in the
opinion of the Town Engineer, must be preserved in place without being temporarily or permanently
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-11
relocated, shall be carefully supported and protected from damage by the Contractor. In case of
damage, the Contractor shall notify the property owner so that proper steps may be taken to repair
any and all damage done. When the property owners do not wish to make the repairs themselves,
the Contractor shall repair all damage; or if not promptly done by them, the Town may have the
repairs made at the expense of the Contractor.
All utility services shall be supported by suitable means so that services do not fail during construction
or when tamping and settling occur.
The Contractor shall be compensated for any additional work involved whenever a utility or
underground structure that had not been previously anticipated is so encountered longitudinally
within the excavation limits so as to severely hinder normal excavation and construction methods.
The Town shall establish the cost of such work and the Contractor through a "Change Order" before
any additional work is performed.
342.01 Relocation and Replacement of Existing Structures and Utilities
If, in the course of construction, the Contractor encounters utility services and/or structures of any
kind not indicated on the plans, or otherwise provided for, which encroach upon or are encountered
near and substantially parallel to the edge of the excavation and which, in the opinion of the Town
Engineer, will impede progress to such an extent that satisfactory construction cannot proceed, they
shall be relocated or removed, later to be restored or replaced as follows:
A. Whenever the Contractor encounters any of the conditions as described above and
is so ordered in writing, he shall do the whole of or such portions of the work as
directed; change the location of, remove and later restore, or replace such structures;
assist the Owner thereof in so doing. For such work the contractor shall be issued a
change order for extra work.
B. In removing existing pipes, or structures or utilities as described above, the
Contractor shall use care to avoid damage to materials, and the Town Engineer shall
include for payment only those new materials which, in their judgment, are necessary
to replace those unavoidably damaged.
When fences interfere with the Contractor's operations, they may remove and, unless otherwise
specified, later restore them to a condition at least as good as that in which they were found
immediately before the work was begun, all without additional compensation. The restoration of
fences shall be done as promptly as possible and not left until the end of the construction period.
343.00 Excavated Material
Excavated material shall be placed so as to minimize the inconvenience to occupants traveling on
streets and driveways or adjoining properties. Excavated material shall not be deposited on private
property unless written consent of the property owner(s) has been filed with the Town Engineer.
It is expressly understood that no excavated materials shall be removed from the site of the work or
disposed of by the Contractor except as directed or approved by the Town Engineer, or as noted
below.
Suitable excavated material shall be used as backfill, fill for embankments, or other parts of the work
in accordance with the appropriate sections of these STANDARDS AND SPECIFICATIONS.
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-12
Disposal of surplus material shall be in accordance with Section 324.00 and 333.00 of these
STANDARDS AND SPECIFICATIONS.
344.00 Proof Rolling
Proof rolling shall be required on all subgrades and aggregate base course or where required by the
Town Engineer to locate weak areas. Proof rolling shall be carried out as designated with a fully
loaded 2,000 gallon single axle water truck. No separate payment shall be made for proof rolling
operations.
Areas of subgrade exposed and not previously disturbed but found to be weak and/or fail the test
shall, at the direction of the Town Engineer, be excavated, scarified, wetted if necessary, and
compacted with suitable backfill material to the requirements for density and moisture. After density
and moisture requirements have been met, failed areas will require a subsequent proof roll. The
Contractor shall be compensated for this work either at applicable unit bid prices or by change order.
Areas of subgrade already conditioned but upon proof rolling are found to be weak and/or fail the
test shall be ripped, scarified, wetted if necessary, and compacted to requirements for density and
moisture. After density and moisture requirements have been met, failed areas will require a
subsequent proof roll. All reconditioning will be at the contractor’s expense.
All proof rolls will be voided after twenty four (24) hours or a weather event
345.00 Embankment Fill
Earth fill shall be constructed in accordance with this Section, including placing and compacting of
all embankment material, and all related work as required to ensure proper bond of materials with
previously placed embankment.
No material shall be placed in any section of embankment until the foundation for that section has
been cleared, stripped, and dewatered and compacted in accordance with these STANDARDS AND
SPECIFICATIONS.
The suitability of each part of the foundation for placing embankment material thereon and of all
materials for use in the embankment construction will be as determined by the Town Engineer or the
projects’ Soils Engineer. All materials shall be placed and compacted in approximately horizontal
layers of the specified thickness
After subgrade has satisfactorily been prepared, the fill material shall be placed and compacted
thereon and built-up in successive layers until the required elevation is reached. Fill shall be placed
within the lines and grades shown on the accepted plans or as directed by the Town Engineer. No
fill shall be placed on frozen surfaces, nor shall the fill material contain snow, ice, or other frozen
materials.
Fill for embankment shall be a homogenous mixture of stockpiled suitable material. The
characteristics of the material shall be in accordance with that of suitable material as defined in
Section 340.01 of these STANDARDS AND SPECIFICATIONS.
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-13
The filling operation shall begin in the deepest part of the area to be filled and fill shall be brought up
in essentially level lifts. Fill shall be placed in layers by an approved method. The entire surface of
the work shall be maintained free from ruts and in a condition that will permit construction equipment
to travel over any section readily.
The lifts may be discontinued, providing that the slopes of the bonding surfaces of adjoining portions
of embankment shall not be steeper than 10:1 (horizontal to vertical). Previously placed material
shall be moistened in such a manner and to such depths as will ensure a satisfactory bonding surface
with a new material.
The Contractor shall maintain the embankment in a manner satisfactory to the Town Engineer until
the Town has given final acceptance of all work.
Previously sprinkling, if required, to insure proper bond and compaction, shall moisten placed, or
new materials. No compacting shall be done when the material is too wet, causing yielding. If the
compacted surface of the fill layer is determined to be too smooth to provide an adequate bond with
the succeeding layer, the surface shall be loosened by harrowing or by some other approved method
before placement of the succeeding layer.
Excavated materials, which the Contractor desires to use for embankment, and which are otherwise
suitable for embankment, except that, when excavated are too wet for immediate compaction, shall
be dried such as to permit them to be placed in the embankment at the proper moisture content. No
additional payment will be made for adding moisture to materials, whether added on fill, or for
stockpiling, re-handling, or drying materials for use in the embankment.
The moisture content of the embankment prior to, and during, compaction shall be distributed
uniformly throughout each layer of material. The placement moisture content for all materials shall
be as noted below.
The Contractor will be responsible for insuring that compaction tests will be made when the
Contractor has determined that he has properly compacted the embankment. Testing shall be
completed in accordance with Section 354.00 of these STANDARDS AND SPECIFICATIONS.
All embankment fill shall be compacted to the percent of relative compaction shown in Table 345.00-
1 and will be equal to or greater than the minimum values shown for the various types of soil. The
moisture content will be maintained within + three percent (3%) of optimum moisture for A-1 through
A-5 materials and optimum to 3% above for A-6 and A-7-6 materials during compaction. Each project
shall have a soils report and specifications designed for that project, site specific.
TABLE 345.00-1
AASHTO T 99 Min. AASHTO T 180 Min.
Standard Proctor Modified Proctor
Soil Classification Relative Compaction Relative Compaction
(AASHTO M 145) (Percent) (Percent)
A - 1 100 95
A – 3 100 95
A - 2 - 4 100 95
A - 2 - 5 100 N/A
All Others 95 N/A
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-14
If at any time the Town Engineer judges that the degree of compaction being obtained is insufficient,
they may halt operations and order that compaction tests be taken at their direction. Areas found
deficient in degree of compaction shall be recompacted and regraded, if necessary. Failed
compaction tests, when ordered by the Town Engineer, shall be paid for by the Contractor.
345.01 Structure Backfill
Structure backfill material shall be used to backfill behind reinforced concrete structures as illustrated
on the accepted plans. Structure backfill shall comply with material as described in Section 340.01
of these STANDARDS AND SPECIFICATIONS. In addition, this material shall have a liquid limit not
exceeding 35 and a plasticity index of not over 15 when determined in conformity with AASHTO T
89 and T 90.
Areas adjacent to structures and other areas inaccessible to mobile compaction equipment shall be
compacted with suitable power-drive hand tampers or other acceptable devices. Compaction by the
latter method shall be done in six- (6) inch layers, unless otherwise directed by the Town Engineer.
Backfilling shall consist of placing materials in horizontal, uniform layers brought up uniformly on all
sides of the structure.
Backfill material shall not be deposited against the back of concrete abutments, concrete retaining
walls, or the outside of cast-in-place concrete structures until the concrete has developed a strength
of not less than 2,500 pounds PSI in compression. Backfill placed within two (2) feet of any structure
shall be covered up evenly on all sides to avoid unequal lateral pressures.
Compaction equipment or methods that produce horizontal or vertical earth pressures which may
cause excessive displacement or may damage structures, shall not be used.
Unless otherwise indicated on the accepted plans or directed by the Town Engineer, all sheeting and
the Contractor prior to backfilling shall remove bracing used in making structure excavation.
THE EXCESSIVE USE OF WATER DURING BACKFILLING OPERATIONS WILL NOT BE
PERMITTED.
No compacting shall be done when material is too wet to be compacted properly; at such times the
compacting work shall be suspended until the previously placed and new materials have dried out
sufficiently to permit proper compacting, or such other precautions shall be taken as may be
necessary to obtain proper compacting. The moisture content of the embankment prior to, and
during, compaction shall be distributed uniformly throughout each layer of material. The moisture
content will be maintained within + two percent (2%) of optimum moisture for A-1 through A-5
materials and optimum to three percent (3%) for A-6 and A-7-6 materials during compaction
In the event that sufficient satisfactory backfill material is not available on the site, the Town Engineer
shall direct the Contractor to import Class 1 structure materials as defined in Section 340.01 of these
STANDARDS AND SPECIFICATIONS. The Contractor shall not be required to excavate below the
depths of excavation indicated on the accepted plans to provide structural backfill material. However,
to the extent that acceptable material is available within the excavation limits, the Contractor will be
required to excavate, transport, and compact the material without compensation beyond that which
may be included for "Unclassified Excavation used as Structural Backfill" or as may be allowed for
in the bid documents.
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-15
Where pipe is connected to a structure being backfilled, the bedding and backfilling procedure shall
conform to the requirements of Section 352.00 and 353.00 of these STANDARDS AND
SPECIFICATIONS.
The Contractor shall apply the proper compactive effort and moisture control throughout the
backfilling process. The Contractor shall be responsible for ensuring that compaction tests are made
of the fill when the Contractor has determined that they have properly compacted the structural
backfill. Testing shall be completed in accordance with Section 354.00 of these STANDARDS AND
SPECIFICATIONS.
Structure backfill shall be compacted in conformance with Table 345.00-1.
If at any time the Town Engineer determines that the degree of compaction being obtained is
insufficient, they may halt operations and order that compaction tests be taken at their direction.
Areas found deficient in degree of compaction shall be recompacted and regraded, if necessary.
Failed compaction tests, when ordered by the Town Engineer, shall be paid for by the Contractor.
The Town will pay for additional tests ordered by the Town Engineer when test results meet the
requirements of these STANDARDS AND SPECIFICATIONS.
345.02 Roadway Excavations, Backfill and Compaction
Roadway excavation shall be in accordance with unclassified excavation as defined in Section
340.01 of these STANDARDS AND SPECIFICATIONS, except for areas of rock excavation as
defined in the same Section. The material and execution for the roadway backfill shall conform to
Section 345.00 of these STANDARDS AND SPECIFICATIONS.
All roadway backfill shall be compacted to at least ninety-five percent (95%) of maximum density at
optimum moisture content in accordance with ASTM Specification Designation D-698-70 (Standard
Proctor). Water shall be applied uniformly during compaction to control moisture content. The
moisture content will be maintained within +/- two percent (2%) of optimum moisture for A-1 through
A-5 materials and optimum to two percent (2%) above for A-6 and A-7-6 materials during
compaction.
Prior to placement and compaction of roadway fill, all existing rubble and organic material shall be
removed down to suitable existing material. The existing material shall then be scarified and roadway
fill placed in accordance with Section 345.00 of these STANDARDS AND SPECIFICATIONS.
346.00 Grading
Grading shall be completed in accordance with Sections 332.00 and 340.02 of these STANDARDS
AND SPECIFICATIONS.
347.00 Moisture Control
Moisture in fill materials shall be equal to that found in the natural unexcavated condition insofar as
is practicable. If the Town Engineer determines that the fill material to be used is extremely wet, the
Contractor shall spread the material on the areas to be filled and the fill shall be permitted to dry to
allowable moisture content. Harrowing where necessary shall assist the drying process.
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-16
If, in the opinion of the Town Engineer, additional moisture is required, water shall be applied by
some sprinkling device in such a way as to provide uniform distribution over the area to be treated
with accurate control of the rate and quantity of water applied. If excessive amounts of water are
added or if rain should cause excessive wetness, the area shall be allowed to dry as described
above.
The moisture content of the fill shall be as near to optimum moisture content as possible, to create
the least compactive effort to obtain maximum density.
348.00 Borrow
It will be the Contractor's responsibility to stockpile suitable backfill material, both for embankment fill
and structure backfill, in anticipation for use in other areas of the project. Only at the time that they
estimate that they have sufficient suitable backfill material stockpiled to complete the project, should
they proceed to haul excavated material from the site. If the Contractor should fail to preserve, on-
site, sufficient suitable material, and should haul off and dispose of suitable material, they shall be
responsible for recovering said suitable material to the site for use, at their sole cost.
Should there be an insufficient quantity of material available on site for completion of the necessary
embankment and structure backfill operations, the Contractor shall furnish approved backfill material
as defined in Section 340.01 of these STANDARDS AND SPECIFICATIONS.
350.00 TRENCHING, BACKFILLING AND COMPACTING
This work shall consist of furnishing all labor, materials, tools and equipment for trenching, bedding,
backfill and compaction for all underground utilities as specified herein and shown on the accepted
plans. The excavation shall be made to lines and grades shown on the accepted plans and as
established by the Town Engineer. Except where shown otherwise on the accepted plans and except
where the Town Engineer gives written permission to do otherwise, all trench excavation shall be
made by open cut to the depth required to construct the pipelines as shown on the accepted plans.
All excavation shall be unclassified.
When excavating in concrete or asphalt areas, the limits of the trench shall be string lined and the
surface cut in a vertical plane by sawing, cutting wheel or jack hammering. Vertical edges shall be
cut to a vertical plane to a point one (1) foot outside the limits of excavation prior to placing the
resurfacing material.
The maximum size of street cut in existing major arterial or collector streets will be eight (8) feet
square; pushing or boring, unless otherwise approved in writing by the Town Engineer, will install the
remainder of the line under the finished street.
Surface materials such as concrete and asphalt shall be disposed of independently of the underlying
soil; base course and gravels are to be salvaged to stockpile, protected from contamination and
reused for suitable material for backfill. The Contractor, in accordance with Sections 324.00 and
333.00 of these STANDARDS AND SPECIFICATIONS must dispose of all unsuitable materials
unacceptable for use as backfill.
All excavated material which meets the requirements for backfill materials shall be stockpiled in a
manner which will not endanger the performance of the work, endanger the workers, at a sufficient
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-17
distance from the banks to avoid overloading, obstruct sidewalks, driveways, or streets, AND provide
the least possible interference with traffic.
In existing developments excavation will not be permitted to advance more than one hundred
fifty (150) feet ahead of pipe laying and two hundred (200) feet in advance of the backfill
operations. No trench will be left open overnight without written permission of the Town
Engineer.
The contractor shall provide and maintain adequate equipment to properly remove and dispose of
all surface or ground water entering the trench. A Construction Dewatering permit must be obtained
from the Colorado Department of Public Health and Environment (CDPHE). Water shall be
disposed of in a suitable manner without damage to adjacent property or without being a nuisance
to public health and convenience. The use of any sanitary sewer to dispose of trench water will not
be permitted. The trench shall be dry at all times during pipe installation and so maintained until the
joining operation is complete.
350.01 Special Conditions
Subsurface investigation - Prior to the connection of any planned utility line to an existing line, the
Contractor shall expose the existing utility at the points of connection in order to verify the elevations
and materials of construction. The Town Engineer shall be notified a minimum of two (2) working
days before such an investigation is performed. The Contractor shall also expose utilities as they
cross each other to allow for verification of elevation and materials of construction. The Town
Engineer will evaluate this information and provide revisions, if required, within three (3) working
days of the completion of the investigation.
Telephone, Fiber Optic, Cable TV, and all other “Wire Utility” lines - Where underground “wire utility”
lines are encountered which were not shown on the accepted plans, they shall be relocated as
directed by the Utility Company and in accordance with its specifications. The Contractor shall
coordinate this work with all other phases of construction to avoid further conflicts.
Gas and electric lines - Where underground gas and electric lines are encountered which were not
shown on the accepted plans, they shall be relocated as directed by the Utility Company, and in
accordance with its specifications. The Contractor shall coordinate this work with all other phases of
construction to avoid further conflicts.
351.00 Trench Excavation for Pipelines and Service Lines
Trenches shall be adequately supported and the safety of workers provided for as required by the
most recent Occupational Safety and Health Administration (OSHA) "Safety and Health Regulations
for Construction". These regulations are described in Subpart P, Part 1926 of the Code of Federal
Regulations. Sheeting and shoring shall be utilized where required to prevent any excessive
widening or sloughing of the trench which may be detrimental to human safety, to the pipe being
placed, to trees, or to any existing structure. Where excavations are made under severe conditions,
it may be required that the contractor use an approved piling instead of sheeting and shoring.
Excavated material shall not be placed nearer than two (2) feet from the sides of the trench. Heavy
equipment shall not be used or placed near the sides of the trench unless the trench is adequately
braced.
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-18
The width of the trench must comply with the requirements set forth in these STANDARDS AND
SPECIFICATIONS and will be ample to permit the pipe to be laid and joined properly and backfill to
be placed and tamped. The allowable trench width, regardless of the type of soil encountered, the
depth of excavation or method of bedding densification, shall not exceed the outside diameter of the
pipe barrel plus twenty-four (24) inches, or be less than the outside diameter of the pipe barrel plus
twelve (12) inches when measured at any point below the top of the pipe bell, flange or collar.
Where the width of the lower portion of the trench exceeds the maximum width herein stated, the
Contractor, at their expense, shall furnish and install special pipe embedment or concrete
encasement to protect the pipe from the additional loading. The pipe supplier shall determine the
type and quantities of special pipe embedment, using trench-loading criteria based upon saturated
backfill weighing 120 pounds per cubic foot and allowance for truck and other superimposed live
loads.
351.01 Removal of Water
The Contractor shall provide and maintain at all times ample means and devices with which to
remove promptly and properly dispose of all water entering the trench excavation. Water shall be
disposed of in a suitable manner without damage to adjacent property or without being a nuisance
to public health and convenience.
Dewatering shall be accomplished by well points, sumping or any other acceptable methods that will
insure a dewatered trench. All dewatering methods will be subject to the approval of the Town
Engineer. A Construction Dewatering permit must be obtained from the Colorado Department of
Public Health and Environment (CDPHE).
351.02 Preparation of Foundation for Pipe Laying
When the excavation is in firm earth, care shall be taken to avoid excavation below the established
grade plus the required specified over depth to accommodate the pipe bedding material.
In case soft or otherwise unsuitable foundation material is encountered in the bottom of the trench,
the Town Engineer may order its removal and replacement with stabilization material to
provide a suitable foundation for the pipe. The fact that the trench bottom is wet will not be considered
as evidence that the trench bottom is unstable. The bottom of sumps utilized for dewatering shall be
two (2) inches minimum below the bottom of the trench excavation to prevent the upward flow of
water into the excavation resulting in unstable bottom conditions.
352.00 Bedding for Pipelines and Service Lines
All pipe shall be installed on sufficient bedding material (as defined in Section 340.01 of these
STANDARDS AND SPECIFICATIONS or set forth below) so as to provide a minimum of six (6)
inches separation between the subsoil and the pipe and shall extend up to the spring line of the pipe.
The bedding material will be tamped around the full length of the pipe barrel to assure support for
the total pipe length. The pipe barrel will be uniformly supported along the entire length of the pipe.
Bedding material will be placed to a depth of twelve inches (12") above the top of all PVC pipe, HDPE
pipe, and ductile iron pipe and to the spring line of all other pipe unless otherwise noted on the
accepted plans. Suitable backfill material, as defined in Section 340.01 and modified in Section
353.00 of these STANDARDS AND SPECIFICATIONS, shall be placed from spring line to a
minimum of twelve (12) inches over the top of the pipe and carefully tamped in place. Each type of
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-19
pipe shall be installed as specified in the appropriate Section. Bedding material for sanitary sewer
and water lines shall be a clean well-graded squeegee sand or ½” x No. 4 bedding material, and
shall conform to the following limits when tested by means of laboratory sieve:
½” x #4 BEDDING MAT SQUEEGEE SAND
Sieve size Percent Passing Sieve size Percent Passing
3/4 inch 100% 3/4 inch
1/2 inch 98% 1/2 inch
3/8 inch 70% 3/8 inch 100%
No. 4 14% No. 4 95% - 100%
No. 8 7% No. 8 80% - 100%
No. 16 5% No. 16 50% - 85%
No. 30 4% No. 30 25% - 60%
No. 50 4% No. 50 10% - 30%
No. 100 3% No. 100 2% - 10%
No. 200 2.1% No. 200 .5%
Bedding material for all other pipe (except as noted below) will be as defined in Section 340.01 of
these STANDARDS AND SPECIFICATIONS.
Bedding for underdrain pipe or for gravel underdrain without pipe, if required by the approved
construction plans, shall be composed of washed gravel or crushed rock well graded in the size
range from one-half (1/2) inch minimum to one (1) inch maximum.
352.01 Bedding Compaction
All bedding material and suitable material placed to twelve (12) inches above the top of the pipe shall
be carefully compacted to at least 70% of maximum relative density in accordance with ASTM D
4253 and 4254.
353.00 Backfill for Pipelines and Service Lines
Suitable backfill shall be as defined in Section 340.01 of these STANDARDS AND
SPECIFICATIONS. In addition, all wood or other organic material and deleterious substances must
be removed. Clay and similar material with a liquid index in excess of 35 and a plasticity index in
excess of 6 (determined in conformity with AASHTO T 89 and T 90) for import material will not be
considered suitable for backfilling in trenches located in improved streets, roads, highways and
thoroughfares.
When the excavated material is unsuitable for compaction, other material must be provided which
will meet the requirements of the following table:
SUITABLE BACKFILL MATERIAL
Total Percent
Sieve size Passing by Weight
2 inch 100
No. 4 30 - 100
No. 50 10 - 60
No. 200 5 - 20
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-20
Additionally, structure backfill (flow-fill) meeting the following requirements may be used to backfill
pipelines and service lines when specified in the Contract.
Mix
Minimum 24-hour strength - 10 PSI
Maximum 28-day strength - 60 PSI
Maximum aggregate size - 1”
Cement - Type I-II (Ideal ASTM C 150)
Slump - 6” minimum
8” maximum
MIX PROPORTIONS (per cubic yard of concrete)
Cement 50 Lbs.
Water 325 Lbs. (39 gallons)
1” Aggregate (ASTM C33, Size
No. 57)
1700 Lbs.
Sand - ASTM C33 1845 Lbs.
Air (Entrapped) 5.0 ounces
Theoretical Unit Weight - 143.7 lbs/yd3 @ 1.5% air
Theoretical Yield - 27.23 ft3 @ 1.5% air
% Sand of Total Aggregate - 52%
Note: Aggregate weights are based upon the materials being in a saturated surface-dried condition.
Materials used above the subgrade level must conform to the requirements for sub base and base
course materials as defined in Section 500, Street Construction, of these STANDARDS AND
SPECIFICATIONS.
Any bracing installed to prevent cave-ins will be withdrawn in a manner that will maintain the desired
support during the backfill operations. Driven sheet pilings shall be cut off at or above the top of pipe,
and the portion below the cut-off line will be left in the ground.
During construction the trench backfill shall be topped out with not less than nine (9) inches of CDOT
Class 5 or 6 aggregate base course and maintained free of chuckholes, ruts and loose rock, until
permanent asphalt surfacing is in place.
353.01 Backfill Compaction
Bedding material shall be hand placed in loose six (6) inch lifts, hand tamped, and each lift thoroughly
consolidated to the level(s) described in Section 352.00 of these STANDARDS AND
SPECIFICATIONS. The remainder of the trench backfill will be placed in loose six (6) inch lifts and
each lift thoroughly consolidated by tamping, vibrating, or a combination thereof, until the relative
compaction density is equal to or greater than the minimum value shown in Table 345.00-1 of these
STANDARDS AND SPECIFICATIONS for the various classes of soil and type of compaction. The
moisture content will be maintained within + two percent (2%) of optimum moisture during
compaction.
Pipes, culverts, sewer and other miscellaneous structures outside the roadway prism or sidewalk
and not subject to traffic loads or heavy loads for a period of two (2) years shall be backfilled in layers
as described above but shall be compacted to approximately the density of the surrounding earth.
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-21
Consolidation shall be obtained by the use of hand tampers having a minimum weight of twenty (20)
pounds and a facial area in excess of twenty-four (24) square inches. Hydro hammers shall not be
used in existing streets and neighborhoods. Large roller, tractor drawn equipment shall not be used
within eighteen (18) inches of rigid pipe or thirty-six (36) inches of flexible pipe. Flooding or jetting of
trenches will not be permitted.
353.02 Maintenance of Backfill
All backfill shall at all times during construction be maintained to the satisfaction of the Town
Engineer. Access across trenches for driveways and streets shall be maintained free of hazards to
traffic or pedestrians.
354.00 Compaction Testing
The compaction of the bedding and all types of backfill shall be tested at a rate of at least one (1)
test per 200 cubic yards of fill material or portions thereof and at least one (1) test per 200 lineal feet
per lift starting at two (2) feet above the pipe, whichever controls. The testing shall be at various
depths and locations. The Town Engineer may require additional testing around structures,
manholes, valve boxes, etc. The Contractor shall also have tests provided to the Town for water
and/or sewer service lines as directed by the Town Inspector.
Initial test results shall be submitted to the Town Engineer within twenty-four (24) hours of the test or
on the next working day.
Private engineering or geotechnical firms shall perform compaction testing at the Contractor's
expense. A qualified technician who works under the direct supervision of a Registered
Professional Engineer shall perform this testing. Final soils compaction reports shall be
prepared and signed by a Registered Professional Engineer who is registered in the State of
Colorado, and who is qualified to prepare such reports. Reports shall be submitted to the Town
Engineer within one (1) week of the test.
355.00 Cable Installation
355.01 General
Unless otherwise approved in writing by the Town Engineer, all cable installation must be within
public right-of-way or within a dedicated utility easement. All cable must be installed at a minimum
depth of twenty-four (24) inches in accordance with the requirements of Article 300-5 of the National
Electric Code (NEC).
355.02 Underground Installation
All underground installation shall be in accordance with Article 300-5 of the NEC.
SITE WORK SECTION 300
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 300-22
355.03 Overhead Installation
All overhead installation shall be in accordance with Article 230-24-(b) of the NEC.
360.00 RESTORATION AND CLEANUP
At all times during construction, the Contractor shall maintain the site, partially finished structures,
material stockpiles and other like areas in a reasonable state of order and cleanliness.
The surface grade and condition of all un-surfaced areas shall be restored to the grade and condition
immediately prior to construction. The Contractor shall restore or replace all sod, trees, shrubbery,
sprinkler systems, fences, and any other items, to a condition equal to that before the work began
and to the satisfaction of the Town Engineer. See Section 1030.00 Seeding Specifications regarding
appropriate mix for specific areas.
All roadway surfacing, curbing, sidewalks, and gutters shall be restored or replaced to a condition
equal to that before the work began and to the satisfaction of the Town Engineer. All roadway
surfacing between the vertical surface cuts on each side of the excavation shall be removed and
replaced with base course material and/or hot mix bituminous or concrete surfacing.
Pavement repair shall be completed as described in Section 143.00, Pavement Cuts, of these
STANDARDS AND SPECIFICATIONS.
Before final acceptance, the project area, material pits, and ground occupied by the Contractor in
connection with the work shall be cleaned of all rubbish, excess materials, temporary structures, and
equipment, and all parts of the work shall be left in acceptable conditions to the satisfaction of the
Town Engineer.
In the event of the Contractor's failure to perform the above work, the Town at the expense of
the Contractor may perform the work.
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-1
SECTION 400 CONCRETE WORK
SECTION PAGE
410.00 GENERAL .............................................................................................................. 3
420.00 MATERIALS ........................................................................................................... 3
421.00 Cement .............................................................................................................. 3
422.00 Fly Ash ............................................................................................................... 3
423.00 Water .................................................................................................................. 4
424.00 Admixtures ........................................................................................................ 4
425.00 Fine Aggregate .................................................................................................. 4
426.00 Coarse Aggregate ............................................................................................. 4
427.00 Colored Patterned Concrete ............................................................................. 5
428.00 Flowfill Concrete ................................................................................................ 5
430.00 MIXING ................................................................................................................... 5
431.00 General .............................................................................................................. 5
432.00 Design of the Mix .............................................................................................. 6
432.01 General ........................................................................................................... 6
432.02 Classification ................................................................................................... 6
433.00 Ready-Mixed Concrete ..................................................................................... 6
440.00 REINFORCING STEEL AND FORMS ..................................................................... 7
441.00 Fibrous Reinforcing .......................................................................................... 8
450.00 PLACING CONCRETE ........................................................................................... 8
451.00 General .............................................................................................................. 8
452.00 Vibrating ............................................................................................................ 9
453.00 Workability ........................................................................................................ 9
454.00 Colored Patterned Concrete ............................................................................. 9
460.00 JOINTS ................................................................................................................. 10
461.00 Materials .......................................................................................................... 10
462.00 Spacing ............................................................................................................ 10
462.01 Expansion Joints ........................................................................................... 10
462.02 Contraction Joints ......................................................................................... 10
462.03 Tool or Saw Joints......................................................................................... 11
470.00 FINISHING AND CURING .................................................................................... 11
480.00 PROTECTION ...................................................................................................... 12
481.00 Cold Weather Concreting ............................................................................... 12
482.00 Hot Weather Concreting ................................................................................. 13
490.00 MISCELLANEOUS ............................................................................................... 13
491.00 Repairs ............................................................................................................ 13
492.00 Cleanup ........................................................................................................... 14
493.00 Backfilling ........................................................................................................ 14
494.00 Testing ............................................................................................................. 14
494.01 General ......................................................................................................... 14
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-2
494.02 Tests Provided by the Contractor .................................................................. 14
494.03 Test Result Submittals .................................................................................. 15
494.04 Responsibility and Duties of the Contractor ................................................... 16
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-3
SECTION 400 CONCRETE WORK
410.00 GENERAL
All Portland Cement concrete work within any street, parking lot or alley right-of-way or in any part of
the water system, sewage system, or storm drainage system of the Town shall meet the
requirements of these STANDARDS AND SPECIFICATIONS. Engineering, plans, licenses, permits,
inspection, warranties and acceptance will be as detailed in these applicable STANDARDS AND
SPECIFICATIONS for the type of construction involved.
Permits will be obtained BEFORE work begins. The Contractor shall call for inspection, giving one
(1) working day (twenty-four [24] hours) notice, and inspection will be made before placement of
concrete can occur. Inspector's approval to place materials will be obtained by the Contractor AFTER
inspection has been made and BEFORE concrete is placed. Notice of rejection shall be given to
Contractor in the event any aforementioned conditions given by the Town Engineer are not met, and
work shall be halted until such time as corrective action is taken. Copies of the accepted drawings
and the permit shall be on the job site and available to the inspector.
420.00 MATERIALS
Concrete will be composed of Portland Cement, aggregate, and water, and shall be reinforced with
steel bars or steel wire fabric where required. Admixtures other than air-entraining agents require
written permission of the Town Engineer.
421.00 Cement
All cement used in concrete work shall be Portland Cement conforming to the requirements of ASTM
C-150, Type I or Type II. In general, cement meeting the requirements of ASTM C 150 Type II cement
shall be used in concrete that will be in contact with the soil, unless otherwise allowed or directed by
the Town Engineer. Cement, which for any reason has become partially set or which contains lumps
of caked cement, shall be rejected.
The Contractor shall be responsible for the proper storage of all cement until it is used. When
requested by the Town Engineer, the Contractor will, at his own cost and expense, furnish the Town
Engineer with a certificate from the manufacturer or an acceptable testing laboratory for each carload
of cement from which cement is taken for use in the work, stating that the cement meets the
requirements of these STANDARDS AND SPECIFICATIONS for Portland Cement.
422.00 Fly Ash
Fly ash may be utilized in the design mix when allowed by the Town Engineer. Fly ash shall conform
to the requirements of ASTM C 618 for Class C or Class F. The pozzolanic index shall be eighty-five
(85) for Class C and Class F fly ash. Class C fly ash will not be permitted where sulfate resistant
cement is required.
The Contractor shall notify the Town Engineer of the source of the fly ash for review prior to use in
the project. The fly ash to be used on any project shall have been tested by the Contractor for
compliance with these specifications. The results of this testing shall be submitted to the Town
Engineer prior to its use on the project.
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-4
When required by the Town Engineer, the Contractor shall provide the fly ash analysis performed by
the fly ash supplier along with the concrete mix proportions.
423.00 Water
Water for concrete will be clean and free from sand, oil, acid, alkali, organic matter, or other
deleterious substances and will meet the requirements for mix water as published in ASTM C 94.
Water from public supplies or water that has been proven to be suitable for drinking is satisfactory.
424.00 Admixtures
The Contractor will use air-entraining admixtures for all surfaces of exposed concrete. Air entraining
admixtures shall meet ASTM C 260. All other chemical admixtures shall meet ASTM C 494.
425.00 Fine Aggregate
Fine aggregate shall be composed of clean, hard, durable, uncoated particles of sand, free from
injurious amounts of clay, dust, soft or flaky particles, loam, shale, alkali, organic matter, or other
deleterious matter. Fine aggregate will be well graded from course to fine and when tested by means
of laboratory sieves will meet the requirements of ASTM C 33.
Sieve Size Percent Passing
3/8" 100
#4 95 - 100
#8 80 - 100
#16 50 - 85
#30 25 - 60
#50 10 - 30
#100 2 - 10
426.00 Coarse Aggregate
The coarse aggregate shall consist of broken stone or gravel composed of clean, hard, tough and
durable stone and will be free from soft, thin, elongated or laminated pieces, disintegrated stone,
clay, loam, organic, or other deleterious matter.
Coarse aggregate shall be well graded and when tested by means of laboratory sieves will meet the
requirements of AASHTO M 43 #67
Sieve Size Percent Passing
1" 100%
3/4" 90 -100
3/8" 20 - 55
#4 0 - 10
#8 0 - 5
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-5
427.00 Colored Patterned Concrete
Where required on the accepted plans, colored patterned concrete shall comply with all applicable
portions of this Section 400. In addition, the following shall apply:
A. Minimum twenty-eight (28) day compressive strength of concrete shall be 4,000 psi.
B. Air-entrainment shall be six percent (6%) [+ 1%] for maximum aggregate size of
three-quarter inch (3/4") or one inch (1") and shall be seven and one-half percent
(7.5%) [+ 1%] for a maximum aggregate size of three-eight inch (3/8") or one-half
inch (1/2").
C. Normal set or retarded set water reducing admixture shall comply with ASTM C 494.
D. No calcium chloride shall be added to the concrete mix.
E. Matching integral color shall be used as a supplement, but not as a color hardener.
F. Color hardener; Specially formulated for installation of pattern concrete, grade
"Heavy Duty". Color shall be as noted on the accepted drawings or as approved by
the Town Engineer.
G. Color curing compound shall comply with ASTM C 309 and with all applicable air
pollution regulations.
When approved by the Town Engineer, reinforcing fibers may be used in the mix design. The fibers
must comply with Section 441.00 of these STANDARDS AND SPECIFICATIONS.
428.00 Flowfill Concrete
The following is the specification of the flowfill concrete as directed by the Town Engineer:
Mix Specifications:
Material ASTM Specification Weight
Cement ASTM C-150 42 to 50 lbs
Sand ASTM C-33 1845 to 1850 lbs
Aggregate ASTM C-33 1700 to 1750 lbs
Air Entrainment ASTM C-260 5.0 ounces
Water ASTM C-94 39 gallons
* Slump shall be six (6) to eight (8) inches
430.00 MIXING
431.00 General
All concrete shall be thoroughly mixed in a batch mixer of an approved type and capacity for a period
of not less than two (2) minutes after all the materials, including the water, have been placed in the
drum. During the period of mixing, the drum shall be operated at the speed specified by the
manufacturer of the equipment. The entire contents of the mixer will be discharged before recharge,
and the mixer will be cleaned frequently. The concrete shall be mixed only in such quantities that are
required for immediate use. No re-tempering of concrete will be permitted. Hand-mixed concrete will
not be permitted except by written approval of the Town Engineer.
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-6
432.00 Design of the Mix
432.01 General
Concrete mix information shall be prepared and submitted in accordance with ACI 301 Section 4.2.
Proportions shall be submitted to the Town Engineer, along with at least two (2) sets of certified
twenty-eight (28) day test results, for review and acceptance. No concrete will be incorporated into
the work until the Town Engineer has accepted the proportions.
432.02 Classification
Concrete will conform to the following:
Minimum compressive strength - 28 days* 4000 psi
Minimum cement - sacks/cubic yard 6 = 564 lbs
Maximum water/cement ratio - by weight .45
Slump - inches 1-4
Air entrainment - % by volume 5-8
* When tested in accordance with ASTM C-31
433.00 Ready-Mixed Concrete
The use of ready-mixed concrete will in no way relieve the Contractor or Developer of the
responsibility for proportion, mix, delivery, or placement of concrete; all concrete must conform to all
requirements ASTM C-94. The information included on the delivery system should be in accordance
with ASTM C-94 section 16.
Concrete shall be continuously mixed or agitated from the time the water is added until the time of
use and will be completely discharged from the truck mixer or truck agitator within one and one-half
(1-1/2) hours after it comes in contact with the mixing water or with the aggregates. Retempered
concrete will not be allowed.
The Town will have free access to the mixing plant at all times. The organization supplying the
concrete will have sufficient plant and transportation facilities to assure continuous delivery of the
concrete at the required rate. (The contractor will collect delivery, or batch, tickets from the driver for
all concrete used on the project and deliver them to the Town Engineer). Batch tickets will provide
the following information in accordance with ASTM C-94:
A. Name of ready-mix batch plant
B. Serial number of ticket
C. Date
D. Truck number
E. Name of purchaser
F. Specific designation of job (name and location)
G. Specific class or designation of the concrete in conformance with that employed in
job specifications
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-7
H. Amount of concrete in cubic yards
I. Time loaded or of first mixing of cement and aggregates
J. Water added by receiver of concrete and his initials
K. Weights of fine and coarse aggregates
L. Type, brand, and amount of cement
M. Type, brand and amount of admixtures
N. Weight (in gallons) of water including surface water on aggregates
440.00 REINFORCING STEEL AND FORMS
The placing, fastening, splicing and supporting of reinforcing steel and wire mesh or bar mat
reinforcement shall be in accordance with the plans and the latest edition of “CRSI Recommended
Practice for Placing Reinforcing Bars”. All reinforcing steel shall be epoxy coated. Before being
positioned, all reinforcing steel shall be thoroughly cleaned of mill and rust scale and of coatings that
will destroy or reduce the bond. Where there is delay in depositing concrete, reinforcement will be
re-inspected and, if necessary, cleaned.
Reinforcement shall be carefully formed to the dimensions indicated on the accepted plans by the
cold bending method. Cold bends shall be made so that the inside diameter of the bend measured
on the inside of the bar shall be as follows:
Bar Size Grade 60
#3 through #8 6 bar dia.
#9, #10, and #11 8 bar dia.
#14 and #18 10 bar dia.
The inside diameter of bend for stirrups and ties shall not be less than four bar diameters for sizes
#5 and smaller, and five bar diameters for #6 and #8 inclusive. Reinforcement shall not be bent or
straightened in a manner that will injure the material. Bars with kinks or bends not shown on the
plans will not be used. Heating of reinforcement will not be permitted.
Reinforcing steel will be accurately placed and secured against displacement by using annealed iron
wire of not less than No. 18 gauge, or by suitable clips at intersections. Where necessary, reinforcing
steel will be supported by metal chairs, spacers, precast mortar blocks, or metal hangers. Splicing of
bars, except where shown on the plans, will not be permitted without approval of the Town Engineer.
Welded wire fabric for concrete reinforcement shall be of the gauge, spacing, dimensions, and form
specified on the plans or detailed drawings and will comply with "Specifications for Welded Steel
Wire Fabric for Concrete Reinforcement" (ASTM A-185) or "Specification for Welded Deformed Steel
Wire Fabric for Concrete Reinforcement" (ASTM A-497).
Contractor shall submit to the Town Engineer shop drawings of the reinforcement for his review and
acceptance. The Town Engineer' acceptance of shop drawings and bar schedules will not relieve
the Contractor of fulfilling his responsibilities as outlined in the plans and specifications of the
contract.
Unless otherwise shown on the plans, the minimum clear cover for reinforcing steel will be the
following, which is specified in ACI 301, Sec. 5.5:
Bottom bars on soil bearing foundations & slabs ............................................................ 3 inches
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-8
Bars adjacent to surfaces exposed to weather on earth backfill:
For bars more than 3/4" in diameter ......................................................................... 2 inches
For bars 3/4" or less in diameter ......................................................................... 1-1/2 inches
Interior Surfaces: slabs, walls, joints with 1-3/8" diameter or smaller .......................... 3/4 inches
Whenever necessary, forms will be used to confine the concrete and shape it to the required lines.
Forms shall have sufficient strength to withstand, without deformation, the pressure resulting from
placement and vibration of the concrete. Forms shall be constructed so that the finished concrete
will conform to the shapes, lines, grades and dimensions indicated on the accepted plans. Any form
which is not clean and has had the surface prepared with a commercial form oil that will effectively
prevent bonding and that will stain or soften concrete surfaces must not be used.
Plywood forms, plastic coated plywood forms, or steel forms shall be used for all surfaces requiring
forming which are exposed to view, whether inside or outside any structure. Surfaces against
backfilled earth, interior surfaces of covered channels, or other places permanently obscured from
view, may be formed with forms having sub-standard surfaces.
Forms will not be disturbed until the concrete has hardened sufficiently to permit their removal without
damaging the concrete or until the forms are not required to protect the concrete from mechanical
damage. Minimum time before removal of forms after placing concrete will be one (1) day for footings
and two (2) days for all other concrete except in curbs, gutters, and sidewalks.
441.00 Fibrous Reinforcing
When shown on the accepted plans or approved by the Town Engineer, fibrous reinforcing may be
utilized. Fibrous concrete reinforcement shall be one hundred percent (100%) virgin polypropylene
fibrillated fibers specifically manufactured for use as concrete reinforcement, containing no
reprocessed olefin materials. The fibers shall have the following physical characteristics:
A. Specific gravity - 0.91
B. Tensile strength - 70,000 to 110,000 psi
C. Fiber length - per manufacturer's recommendation for specific use (three quarters
inch [3/4"] for sidewalks)
Add fibrous concrete reinforcement to concrete materials at the time the concrete is batched in the
amounts recommended by the manufacturer (1.5 lb./cubic yard for sidewalks) or as indicated on the
accepted plans.
Concrete shall be mixed in strict accord with the fibrous concrete reinforcement manufacturer's
instructions and recommendations to assure uniform and complete dispersion.
450.00 PLACING CONCRETE
451.00 General
Before depositing concrete, debris will be removed from the space to be occupied by the concrete
and the forms, including any existing concrete surfaces, shall be thoroughly wetted. Concrete shall
not be placed until all forms and reinforcing steel have been inspected and accepted by the Town
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-9
Engineer. Concrete shall be handled from the mixer to the place of final deposit as rapidly as possible
by methods that prevent separation or loss of ingredients. The concrete shall be deposited in the
forms as nearly as practicable in its final position to avoid rehandling.
It will be deposited in continuous layers, the thickness of which generally will not exceed twelve (12)
inches. Concrete shall be placed in a manner that will avoid segregation and will not be dropped
freely more than five (5) feet. If segregation occurs, the Town Engineer may require the concrete to
be removed and replaced at the Contractor's expense. Concrete will be placed in one continuous
operation, except where keyed construction joints are shown on the plans or as approved by the
Town Engineer. Delays in excess of thirty- (30) minutes may require removal and replacement of
that pour, as determined by the Town Engineer.
452.00 Vibrating
Concrete shall be thoroughly compacted or vibrated. All concrete will be compacted by internal
vibration using mechanical vibrating equipment, except that concrete in floor slabs, sidewalks, or
curb and gutter, not poured against form linings, will be either tamped or vibrated. Care must be
taken in vibrating the concrete to vibrate only long enough to bring a continuous film of mortar to the
surface. Vibration will stop before any segregation of the concrete occurs. Mechanical vibrators will
be an approved type as specified in ACI Publication 309, Chapter 5. Vibrators shall not be used to
move or spread the concrete.
Any evidence of lack of consolidation or over-consolidation will be regarded as sufficient reason to
require the removal of the section involved and its replacement with new concrete at the Contractor's
expense. The Contractor shall be responsible for any defects in the quality and appearance of the
completed work.
453.00 Workability
The consistency of concrete will be kept uniform for each class of work and will be checked by means
of slump tests. The workability of the concrete will be varied as directed by the Town Engineer. At all
times concrete will have a consistency such that it can be worked into corners and angles of the
forms and around joints, dowels and tie-bars by the construction methods which are being used
without excessive spading, segregation or undue accumulation of water or laitance on the surface.
If, through accident, intention, or error in mixing, any concrete fails to conform to the proportions of
the approved mix design, such concrete will not be incorporated in the work but shall be discarded
off the project site as waste material at the Contractor's expense. If approval is obtained and water
is added at the job site, slump tests will be run and test cylinders cast following the addition of the
water. Any expense incurred in excess of ordinary tests will be borne by the Contractor.
454.00 Colored Patterned Concrete
Special concrete mix with integral color shall be placed and screeded to the proper grade, and floated
to a uniform surface in the normal manner for slabs on grade.
While the concrete is still plastic, the imprinting tools shall be applied to make the desired patterned
surface. The pattern shall be matched at imprint edges and joints.
Color Curing Compound, thinned in the proportion of one (1) part cure to one (1) part mineral spirits
(paint thinner), shall then be applied uniformly with a roller or sprayer. The coverage shall be
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-10
approximately six hundred (600) to six hundred fifty (650) square feet per gallon of un-thinned curing
compound. At times when the air temperature is at or near freezing, the slab shall instead be cured
using a suitable curing blanket and, if possible, the slab shall later be sealed with the Color Curing
Compound at such time as the air temperature is above freezing.
Use blankets and/or heaters as may be necessary to maintain the concrete at or above fifty -(50)
degrees Fahrenheit for three (3) days after placement.
The surface shall be cleaned to remove any residual materials.
460.00 JOINTS
461.00 Materials
Joint materials will conform to AASHTO Specifications according to type as follows:
Concrete joint sealer, hot-poured elastic ................................................................................... M 173
Preformed expansion joint filler (Bituminous Type) ..................................................................... M 33
Preformed sponge rubber and cork expansion joint fillers ........................................................ M 153
Preformed expansion joint fillers - non-extruding & resilient bitum. ........................................... M 213
Non-bituminous types shall be placed in widths shown on the accepted plans or three-eighths inch
(3/8") when not specified. Bituminous type shall be used for concrete paving and structural
construction where joint sealers are not called for.
462.00 Spacing
462.01 Expansion Joints
Expansion joint material will be provided at the following locations and will be in place prior to the
placing of concrete:
A. at each end of curb return;
B. between back of sidewalk and driveway slab or service walk;
C. between new concrete and existing masonry buildings;
D. as shown on the drawings;
E. as directed by the Town Engineer;
F. between new and existing concrete.
462.02 Contraction Joints
For Curb, Gutter & Sidewalks: Transverse joints will be placed at maximum intervals of ten (10)
feet to control random cracking; joints will be sawed or tooled to minimum depth of one-fourth
(1/4) of the total thickness (no less than one and one-half [1 ½] inches).
For Concrete Trails greater than 5’ (feet): Transverse joints will be placed at maximum intervals
of ten (10) feet to control random cracking; joints will be sawed to minimum depth of one-fourth
(1/4) of the total thickness (no less than one and one-half [1 ½] inches).
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-11
462.03 Tool or Saw Joints
Tool or saw joints will be spaced as follows:
A. Not more than ten (10) feet nor less than five (5) feet apart in curb and gutter and
combination curb-walk
B. Not more than ten (10) feet nor less than five (5) feet apart in sidewalk
C. At least two joints, equally spaced at not greater than ten (10) foot intervals as
applicable in driveways
D. As directed by the Town Engineer
470.00 FINISHING AND CURING
Exposed faces of curbs and sidewalks shall be finished to true-line and grade as shown on the plans.
Surface will be floated to a smooth but not slippery finish. Sidewalk and curb will be broomed or
combed and edged, unless otherwise indicated by the Town Engineer. After completion of
brooming and before concrete has taken its initial set, all edges in contact with the forms will be
tooled with an edger having a three-eighths inch (3/8") radius.
No dusting or topping of the surface to facilitate finishing will be permitted.
Immediately following the removal of the forms, all fins and irregular projections will be removed from
all surfaces except from those that are not to be exposed or are not to be waterproofed. On all
surfaces, the cavities produced by form ties, honeycomb spots, broken corners or edges, and other
defects, shall be thoroughly cleaned, moistened with water and carefully pointed and trued with a
mortar consisting of cement and fine aggregate. The surface must be left sound, smooth, even, and
uniform in color. Mortar used in pointing will not be more than thirty -(30) minutes old. All construction
and expansion joints in the completed work shall be left carefully tooled and free of all mortar and
concrete. The joint filler shall be left exposed for its full length with clean and true edges.
Fresh concrete shall be adequately protected from weather damage and mechanical injury during
the curing periods. Curing processes described herein may be used at the option of the Town
Engineer. The selected curing process shall be started as soon as it can be done without injury to
the concrete surface. The use of a membrane-curing compound is recommended. The following
curing procedures may be used subject to the approval of the Town Engineer:
A. ponding (for slabs or footings)
B. spraying
C. wet burlap, earth, or cotton mats
D. waterproof paper or polyethylene plastic cover
Membrane curing compound will not be used when the concrete surface will be painted. The type of
membrane curing compound chosen shall not permanently discolor the concrete surface. Where
membrane-curing compound is not used, the curing process will be carefully adhered to as follows:
A. Surfaces being wetted by ponding, spraying, or wetted material will be kept
completely wetted, with an excess of free water on the surface, at all times for the
first seventy-two (72) hours. After this period, but for the remaining four (4) days, a
wetting schedule will be followed whereby the concrete is wetted on a schedule
approved by the Town Engineer.
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-12
B. Surfaces being protected by waterproof paper or polyethylene plastic cover will
receive special attention during the first seventy-two (72) hours to insure there is
actually free moisture on the surface of the concrete under the waterproof surface.
The Town Engineer may require the removal of the cover and a wetting of the surface
when, in his judgment, there is insufficient moisture for curing. After the first seventy-
two (72) hours the cover will be kept tightly in place for the remainder of the curing
period.
480.00 PROTECTION
481.00 Cold Weather Concreting
During extreme weather conditions, placing of concrete will be permitted only when the temperature
of the concrete placed in the forms shall not be less than 50 degrees F nor more than 90 degrees F.
To maintain this temperature range, the Contractor shall provide acceptable heating apparatus for
heating the aggregates and the water. Cold weather placement of concrete shall follow the
requirements and recommendations of ACI Manual 306.
Concrete may be placed when the air temperature in the shade is 35 degrees F, and rising.
No concrete shall be placed, regardless of the present temperature, when the weather forecast
promises freezing weather before final set of the concrete unless special means of heating and
protection are used, which must be approved by the Town Engineer. Protection against freezing is
the Contractor's responsibility regardless of the weather forecast or climatic conditions at the time of
placing.
Small structures and slabs may be protected by completely covering fresh concrete with blankets.
Large structures or vertical walls will be protected against freezing by enclosing the structure and
heating with salamanders, heaters, or other devices capable of providing uniform and even heat
throughout the structure. Heaters must be vented so that combustion gases are exhausted outside
the enclosure in order to avoid carbonation of the fresh concrete.
Cold weather is defined as a period when, for more than three (3) consecutive days, the following
conditions exist:
A. The average air temperature is less than 40 degrees F, and
B. The air temperature is not greater than 50 degrees F for more than one half of any
24 hr. period.
Concrete placed in cold weather will be protected from extreme temperatures as follows:
A. A temperature of at least 50 degrees F for the first seventy-two (72) hours will be
maintained.
B. After the first seventy-two (72) hours and until the concrete is seven (7) days old; it
will be protected from freezing temperatures.
C. Concrete adjacent to heaters or salamanders will be insulated from direct heat of the
unit that may dry it out prior to being properly cured.
D. Temperatures will be measured by maximum and minimum thermometers furnished
by the Contractor and installed adjacent to the concrete.
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-13
Concrete slabs will not be placed, regardless of temperature conditions, if the supporting ground is
frozen or contains frost. Use of salt or other additives to prevent concrete from freezing is not allowed.
Concrete that has been frozen will be completely removed and replaced as directed by, and to the
satisfaction of, the Town Engineer.
482.00 Hot Weather Concreting
Except by written authorization, concrete will not be placed if the temperature of the plastic concrete
cannot be maintained at 90 degrees F or lower. The placement of concrete in hot weather shall
comply with ACI 305. Forms and reinforcing shall be cooled to a maximum of 90 degrees F or lower.
490.00 MISCELLANEOUS
491.00 Repairs
After stripping of the forms, if any concrete is found to be not formed as shown on the accepted plans
or is out of alignment or level, or shows a defective surface, it will be considered as not conforming
with the intent of these STANDARDS AND SPECIFICATIONS and will be removed and replaced by
the Contractor at his expense unless the Town Engineer gives written permission to patch the
defective area. In this case, patching shall be done as described in the following paragraphs. Defects
that require replacement or repair are those that contain honeycomb, damage due to stripping of
forms, loose pieces of concrete, bolt-holes, tie-rod holes, uneven or excessive ridges at form joints,
and bulges due to movement of the forms. Ridges and bulges will be removed by grinding.
Honeycombed and other defective concrete that does not affect the integrity of the structure shall be
chipped out, and the vacated areas will be filled in a manner acceptable to the Town Engineer. The
repaired area shall be patched with a non-shrink, non-metallic grout with a minimum compressive
strength of five thousand (5,000) psi in twenty-eight (28) days. All repair areas treated with an epoxy-
bonding agent will have the approval of the Town Engineer before the repair filling is placed.
Bolt-holes, tie-rod holes, and minor imperfections as approved by the Town Engineer, will be filled
with dry-patching mortar composed of one (1) part Portland cement to two (2) parts of regular
concrete sand (volume measurement) and only enough water so that after the ingredients are mixed
thoroughly, the mortar will stick together on being molded. Mortar repairs will be placed in layers and
thoroughly compacted by suitable tools. Care will be taken in filling rod and bolt holes so that the
entire depth of the hole is completely filled with compacted mortar. The mortar mix proportions
described above are approximate.
An approved mix will be prepared by a commercial testing laboratory to insure that grout has a
twenty-eight (28) day compressive strength equal to that of the area on which it is placed. All costs
for mix design and the Contractor will pay testing. Those areas with excessive deficiencies as
determined by the Town Engineer will be removed and replaced at the Contractor's expense. Where
repairs are made in existing sidewalks, all edges of the old sidewalk allowed to remain will be sawcut
to a minimum depth of one half (½) the existing thickness of concrete. No rough edges will be
permitted where new construction joins the old section. Unless directed by the Town Engineer, no
section less than five (5) feet in length will be placed or left in place. Where new sidewalk construction
abuts existing sidewalks, the work will be accomplished so that there is no abrupt change in grade
between the old section and the new work.
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-14
492.00 Cleanup
The exposed surfaces of the concrete will be thoroughly cleaned upon completion of the work, and
the site will be left in a neat and orderly condition.
493.00 Backfilling
When side forms are removed and the concrete has gained sufficient strength, the space adjoining
the concrete shall be promptly backfilled with suitable material, properly compacted, and brought
flush with the surface of the concrete and adjoining ground surface. In embankments, the backfill will
be level with the top of the concrete for at least two (2) feet and then sloped as shown on the accepted
plans or as directed by the Town Engineer. The Contractor, at his expense, will repair existing
pavement that is damaged during construction. The first two (2) feet of patching to match existing
asphalt or concrete will be the Contractor's responsibility.
494.00 Testing
494.01 General
The requirements of this section will apply to testing services for all concrete curb and gutter,
sidewalk, pavement, slope paving, retaining walls, structures, and for all miscellaneous concrete
testing.
Concrete materials and operations will be tested as directed by the Town Engineer and as herein
stipulated. The required testing services will be performed by a designated testing agency
acceptable to the Town Engineer and all testing agencies will meet the requirements of ASTM E329.
A representative of the testing agency will inspect, sample, and test material and production of
concrete as required by the Town Engineer. When it appears that any material furnished or work
performed by the Contractor fails to fulfill specification requirements, the testing agency will report
such deficiency to the Town Engineer and the Contractor.
The testing agency shall report all test and inspection results to the Town Engineer and Contractor
immediately after they are performed. All test reports will include the exact location of the work at
which the batch represented by a test was deposited. The report of the strength test will include
detailed information on storage and curing of specimen prior to testing, the project number, and the
location of the concrete (curb, manhole, inlet, sidewalk, paving, etc.).
The testing agency or its representative is not authorized to revoke, alter, relax, enlarge or release
any requirements of these STANDARDS AND SPECIFICATIONS, nor approve or accept any portion
of the work.
494.02 Tests Provided by the Contractor
The following services shall be performed by the designated testing agency at the expense of the
Contractor or Developer:
A. Conduct strength test of the concrete during construction in accordance with the
following procedure: Secure composite samples in accordance with AASHTO T141;
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-15
mold and cure specimens from each sample in accordance with AASHTO T23. The
maximum time between sampling and casting the cylinders or beams shall be forty-
five (45) minutes. If they cannot be returned to the laboratory and cast within the forty-
five (45) minutes, they will be cast in the field and transported to the laboratory in
twelve (12) to twenty-four (24) hours. One test series will be taken per fifty (50) cubic
yards (or fraction thereof) of the concrete placed per day, or as directed by the Town
Engineer.
1. Field cured test series:
Four (4) cylinders; one (1) to be broken at seven (7) days; one (1) to be
broken at fourteen (l4) days; one (1) to be broken at twenty-eight (28) days;
one (1) to be held or as directed by the Town Engineer.
2. Lab cured test series:
Four (4) cylinders; One (1) to be broken at seven (7) days; two (2) to be
broken at twenty-eight (28) days*; one (1) to be broken at fifty-six (56) days
if necessary.
*If the specified strength is not obtained at twenty-eight (28) days, one (1)
cylinder is to be broken at fifty-six (56) days.
B. Determine slump of the concrete sample of each strength test whenever consistency
of concrete appears to vary, or when directed by the Town Engineer, in accordance
with AASHTO T119.
C. Determine air content of the concrete sample for each strength test in accordance
with AASHTO T152 (pressure method), T196 (volumetric method), or T121
(gravimetric method).
D. Sample additional concrete at point of placement, and perform other testing or
inspection service as required.
E. When required by the Town Engineer, the Contractor or Developer will provide
concrete mix designs, the results of which will be immediately reported to the Town
Engineer. When pumped concrete is to be used, a separate mix design will be
required. Mix designs will be in accordance with ACI 211 and 304, as applicable.
F. Additional testing and inspection required because of changes in materials or
proportions.
G. If the work fails to pass inspection or previous tests fail to meet specifications,
additional tests will be taken as directed by the Town Engineer.
H. Core samples will be obtained and tested when samples of fresh concrete were not
obtained and tested in accordance with the provisions of these STANDARDS AND
SPECIFICATIONS. Obtaining and testing cores will be in accordance with ASTM
C42. Concrete in the area represented by a core test will be considered adequate if
the average strength of the cores is equal to at least eighty-five percent (85%) of the
specified strength f'c, and if no single core is less than seventy-five percent (75%) of
the specified strength. Core holes will be filled with low slump concrete or mortar.
Cores may be tested in the dry condition in accordance with ACI 301.
I. Failure of the Contractor to furnish testing as herein described will be sufficient cause
for rejection of the work in question.
494.03 Test Result Submittals
The testing agency shall submit field and laboratory test results to the contractor upon completion
of sampling and testing. Any failing or sub-standard results shall be submitted to the Town
CONCRETE WORK SECTION 400
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 400-16
Inspector immediately. All results shall be submitted to the Town of Firestone Town Engineer
prior to Initial Acceptance.
494.04 Responsibility and Duties of the Contractor
The Contractor will provide the testing agency with the following:
A. Any labor necessary to assist the designated testing agency in obtaining and
handling samples at the project or from other sources of material.
B. Provide and maintain for the sole use of the testing agency adequate facilities for safe
storage and proper curing of concrete test specimens on the project site as required
by AASHTO T23.
The use of testing services shall not relieve the Contractor of the responsibility to furnish material
and construct in full compliance with these STANDARDS AND SPECIFICATIONS.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-1
SECTION 500 ROADWAY & ASHPALT DESIGN
SECTION PAGE
510.00 GENERAL .......................................................................................................... 4
511.00 Applicability ...................................................................................................... 4
511.01 Situation Variances ......................................................................................... 4
512.00 Private Street Systems ..................................................................................... 4
513.00 Town Capital Improvement Projects ............................................................... 4
514.00 Final Overlay ..................................................................................................... 4
515.00 Traffic Control Plan ........................................................................................... 5
520.00 DESIGN CRITERIA ............................................................................................ 5
521.00 Geometric Cross Sections, Intersections and Street Layout ......................... 5
521.01 Alleys .............................................................................................................. 5
521.02 Emergency Access ......................................................................................... 6
521.03 Intersection Design Guide ............................................................................... 6
521.04 Medians ........................................................................................................ 11
522.00 Half Streets ...................................................................................................... 11
523.00 Structural Sections ......................................................................................... 12
523.01 Structural Sections for Streets ....................................................................... 12
524.00 Horizontal Alignment ...................................................................................... 12
525.00 Vertical Alignment .......................................................................................... 13
525.01 Roadway Functional Classification ................................................................ 13
525.02 Vertical Curve ............................................................................................... 13
525.03 Crest Vertical Curves .................................................................................... 13
525.04 Sag Vertical Curves ...................................................................................... 15
526.00 Cul-de-sacs ..................................................................................................... 15
527.00 Major Structures ............................................................................................. 16
528.00 Design Element Coordination ........................................................................ 16
529.00 Requirements of Other Jurisdictions ............................................................ 16
530.00 SITE WORK AND EARTHWORK..................................................................... 16
531.00 General ............................................................................................................ 16
532.00 Clearing ........................................................................................................... 17
533.00 Demolition and Removal of Structures ......................................................... 17
533.01 Salvage ......................................................................................................... 17
533.02 Disposal ........................................................................................................ 17
533.03 Backfill .......................................................................................................... 17
534.00 Protection of Existing Structures and Utilities ............................................. 17
535.00 Protection of Public and Private Installations............................................... 17
536.00 Excavation and Embankment ........................................................................ 18
537.00 Borrow ............................................................................................................. 18
538.00 Subgrade ......................................................................................................... 18
538.01 Subexcavation for Expansive Soils ............................................................... 18
539.00 Subgrade Construction .................................................................................. 19
539.01 Materials ....................................................................................................... 19
539.02 Construction .................................................................................................. 19
539.03 Underdrain .................................................................................................... 20
540.00 BITUMINOUS CONSTRUCTION ...................................................................... 20
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-2
541.00 General ............................................................................................................ 20
542.00 Base Course .................................................................................................... 20
543.00 Prime Coat ....................................................................................................... 21
544.00 Hot Bituminous Pavement.............................................................................. 21
544.01 Asphalt/Polymer Combinations ..................................................................... 22
544.02 Weather Limitations ...................................................................................... 23
545.00 Tack Coat......................................................................................................... 23
546.00 Seal Coat ......................................................................................................... 23
547.00 Rejuvenating Agent ........................................................................................ 23
548.00 Heating and Scarifying ................................................................................... 23
549.00 Grinding ........................................................................................................... 24
550.00 CONCRETE PAVEMENT ................................................................................. 24
550.01 Lime Treated Subgrade ................................................................................ 25
560.00 APPURTENANT CONCRETE STRUCTURES ................................................. 25
561.00 General ............................................................................................................ 25
562.00 Materials .......................................................................................................... 25
562.01 Cement Concrete .......................................................................................... 25
562.02 Forms ............................................................................................................ 25
563.00 General Requirements .................................................................................... 25
563.01 Curb and Gutter Section................................................................................ 25
563.02 Sidewalks ...................................................................................................... 25
563.03 Crosspans and Curb Return Fillets ............................................................... 26
563.04 Curb Cuts and Driveways .............................................................................. 26
563.05 Curb Ramps .................................................................................................. 26
563.06 Sidewalk Chase Drains ................................................................................. 26
564.00 Construction Requirements ........................................................................... 26
564.01 Staking and Grade Control ............................................................................ 26
564.02 Excavation and Embankment ........................................................................ 27
564.03 Form Setting ................................................................................................. 27
564.04 Concrete Placement ...................................................................................... 27
564.05 Joints ............................................................................................................ 28
564.06 Finishing ....................................................................................................... 28
564.07 Marking ......................................................................................................... 29
564.08 Curing ........................................................................................................... 29
564.09 Protection Against Vandalism ....................................................................... 29
564.10 Cleanup ........................................................................................................ 29
564.11 Concrete Testing ........................................................................................... 29
570.00 INSPECTION .................................................................................................... 29
571.00 General ............................................................................................................ 29
572.00 Required Inspections....................................................................................... 30
573.00 Required Testing ............................................................................................. 30
574.00 Utility Installations .......................................................................................... 30
575.00 Street Lighting................................................................................................. 30
580.00 STREET LANDSCAPING ................................................................................. 30
581.00 Installation ....................................................................................................... 30
582.00 Maintenance .................................................................................................... 31
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-3
590.00 TRAFFIC CONTROL DEVICES ............................................................................... 31
591.00 GENERAL ........................................................................................................ 31
592.00 SIGNS .............................................................................................................. 31
592.01 Street Name Signs ............................................................................................ 31
592.02 Illuminated Signs............................................................................................... 32
592.03 Stop Signs ........................................................................................................ 33
592.04 Other Signs ....................................................................................................... 33
592.05 Private Street Signs .......................................................................................... 33
593.00 STRIPING ......................................................................................................... 33
594.00 SIGN SUPPORTS ............................................................................................. 34
595.00 STREET LIGHTING PROCEDURE TO A HIGH SOURCE ............................... 34
595.01 Residential Street Lighting ................................................................................ 35
595.02 Collector Street Lighting .................................................................................... 35
595.03 Arterial Street Lighting....................................................................................... 35
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-4
SECTION 500 ROADWAY & ASHPALT DESIGN
510.00 GENERAL
511.00 Applicability
This Section contains design and testing criteria that must be met on all newly designed and
constructed streets and parking lots (public or private) in the Town.
511.01 Situation Variances
Where any particular requirements contained in this Section of these STANDARDS AND
SPECIFICATIONS can be shown to be inappropriate when applied to an out-of-the-ordinary
situation, variances to said minimum requirements will be considered and may be authorized by the
Town Engineer. The proposed variance in the requirements must result in a level of safety, service,
and quality equal to or greater than that intended by the application of said requirements.
512.00 Private Street Systems
Private street systems will be subject to all requirements of these STANDARDS AND
SPECIFICATIONS. The Town Engineer, as provided for in Section 511.01 of these STANDARDS
AND SPECIFICATIONS, may allow variances, subject to the review and acceptance.
513.00 Town Capital Improvement Projects
It is recognized that the requirements contained in these STANDARDS AND SPECIFICATIONS are
not necessarily sufficient for plans, specifications, and contract administration purposes for Town
administered street capital improvement projects. Accordingly, the Town Engineer is authorized to
develop and/or approve such additional requirements and procedures necessary for bidding, award,
and construction administration for such projects. Additional said requirements and procedures must
be consistent with these STANDARDS AND SPECIFICATIONS and all applicable provisions of other
Town codes.
514.00 Final Overlay
Final Overlay shall not be scheduled until 2 years have expired since the initial construction
surface was installed, at 100% built out, or as approved by the Town Engineer.
When determined necessary by the Town Engineer, prior to installation of the final bituminous
surface course, the developer will furnish the Town Engineer with two (2) copies of a report, prepared
by a Registered Professional Engineer licensed to practice in Colorado, utilizing non-destructive
deflection testing to assess and predict the performance of the pavement.
The Professional Engineer will have a past history and knowledge in performing these tests.
Qualifications of Professional Engineer must be submitted to the Town Engineer for acceptance
before the start of work.
The pavement evaluation will be performed in accordance with good engineering practices. The
report will generally embody the following testing and pavement evaluation techniques:
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-5
A. Environmental study (frost cycle, drainage, etc.)
B. Pavement surface evaluation
C. Soil borings in areas of high deflections
D. Pavement deflection analysis (Dynaflex, Benkelman Beam, etc.)
The report will evaluate the existing condition of the base and binder course by performance of
deflection tests at a minimum of one hundred foot (100’) spacing per traffic lane. The report will
determine the thickness of the final lift to ensure that the pavement section will meet a twenty (20)
year (or greater) pavement life.
The Pavement Evaluation Report will not be considered valid unless the wearing surface is applied
during the same construction season as the testing was done.
515.00 Traffic Control Plan
Contractor will be responsible for submitting a traffic control plan that was designed and approved
by a certified TCS (Traffic Control Supervisor) for review and acceptance prior to construction.
The Traffic Control Plan must be in conformance with Section 141.08, Traffic Control, Barricades
and Warning Signs, of these STANDARDS AND SPECIFICATIONS.
520.00 DESIGN CRITERIA
Street design, construction and right of way requirements will conform to the provisions of these
STANDARDS AND SPECIFICATIONS. Street design criteria for various street types are listed
in Table 500-3, Section 525.00 Vertical Alignment, and the Standard Details. The requirements
of the Town’s Municipal Code and Comprehensive Master Plan will be met. Throughout this
Section reference to a “Qualified Soils Engineer” shall mean a soils engineer who is a Registered
Professional Engineer licensed to practice in Colorado.
521.00 Geometric Cross Sections, Intersections and Street Layout
Street cross sectional elements will conform to the Town of Firestone’s Transportation Master
Plan. Generally, local residential cross sections will be used in areas where average daily traffic
(ADT) is not likely to exceed one thousand (1,500) vehicles per day. Collector and arterial streets
will be constructed whenever the alignment of the proposed street is generally the same as the
collector and arterial streets shown on the Transportation Master Plan, and whenever a traffic
engineering analysis of the future traffic volumes indicates the need of a cross section greater
than that of a local service street.
Additional right of way may be required to satisfy other criteria contained in these STANDARDS
AND SPECIFICATIONS. Areas outside the Right of Way will be graded, compacted, and sloped,
as required for proper drainage, soil stability, and maintenance accessibility. Cuts and fills
proposed on slopes greater than four horizontal to vertical (4:1) will require supporting calculations
done by a qualified soils engineer based on a soils analysis.
521.01 Alleys
All alleys, when permitted by the Town Engineer, shall be paved to a full width and shall provide
paved access to a paved street at both ends. Minimum right-of-way widths are 16’ without utilities
and 30’ with utilities. Pavement minimum width is 12’. Dead end alleys shall be 150’ maximum length
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-6
and alleys greater than 600’ in length shall have a secondary access to a residential street. Any
more restrictive requirements by the Fire Department shall supersede these standards.
521.02 Emergency Access
Emergency access roads shall have a minimum of right-of-way width of 20’ and a minimum roadway
width of 18’.
521.03 Intersection Design Guide
The purpose of this document is to identify the mandatory requirements and to provide guidelines
for choice where alternatives exist. The guidelines represent a combination of material from
authoritative references and research reports combined with the consensus of a broad based
Technical Advisory Committee of transportation professionals.
521.03.01 Requirements and Objectives
The guidelines presented in this document are based on the premise that the design of an
intersection must conform in all respects to the provisions of the Colorado Statutes and rules, plus
all authoritative references that have been adopted as standards by Colorado Department of
Transportation (CDOT).
In addition, the design should be such that it provides:
• Safe and convenient operation for all road users, including cyclists and pedestrians;
• Proper accessibility for pedestrians with special needs;
• Adequate capacity for peak-hour demand on all movements;
• Adequate maneuvering space for design vehicles;
• Resolution of conflicts between competing movements;
• Reasonable delineation of vehicle paths;
• Adequate visibility of conflicting traffic;
• Storage for normal queuing of vehicles;
• Appropriate access management application;
• Minimum delay and disutility to all road users;
• Proper drainage of storm water;
• Accommodation for all utilities, both above and below the ground;
• Necessary regulatory, warning and informational messages for all road users;
• Suitable advance warning of all hazards;
• Uniformity of treatment with similar locations;
521.03.02 Intersection Geometric Design Guide
General Design Analysis
Geometric design involves the proportioning of the visible elements of highway facilities. It
includes the design of horizontal alignment, vertical alignment, and cross section elements such
as shoulder, median, curb, barrier, sidewalk, etc. These elements provide the framework for the
design of other highway elements including traffic control devices, roadway lighting, pavement
design, drainage, and structural design.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-7
Although the design of an intersection may be influenced by constraints unique to its particular
location or situation, it conforms generally to the following design principles:
• The design of intersections along a given street or highway should be as consistent as
possible.
• The layout of the intersection should be as simple as is practical.
• The design of all intersection elements should be consistent with the approach design
speeds.
• The approach roadways should be free from steep grades or sharp horizontal or vertical
curves.
• Intersections should be as close to right angle as practical.
• Sight distance should be sufficient for crossing and turning maneuvers.
• The intersection layout should encourage smooth flow and discourage wrong way
movements.
• Auxiliary turn lanes should be provided on high-speed and/or high-volume facilities.
• Acceleration lanes are desirable for entrance maneuvers onto high-speed facilities.
• Design must give special attention to the provision of safe roadside clear zones and
horizontal clearance.
• The intersection arrangement should not require sudden and/or complex decisions.
• The layout of an intersection should be clear and understandable.
• Special consideration should be given to requirements for accommodating bicycle and
pedestrian movements.
521.03.03 Functional Classification
Functional classification is the assignment of roads into systems according to the character of
service they provide in relation to the total road network. The three main categories of roads are
arterials, collectors and locals. All roads on section lines shall be designed as arterial streets.
Collector streets are defined as having projected traffic volumes of 1,500 vehicles per day or
more. The design engineer shall consider existing and future traffic flows when designing streets
and determining classification.
521.03.04 Intersection Control
At-grade intersections on that are typically controlled by stop signs (i.e., stop controlled) or traffic
signals (i.e., signalized). The type of intersection control has a direct effect on a number of
geometric design features, including sight distance and storage length of auxiliary lanes.
Area type is typically classified as urban or rural. Each of these area types has fundamentally
different characteristics with regard to development and types of land use, density of street and
highway network, nature of travel patterns and ways in which these elements are related.
Consequently, the intersection design requirements for each of these areas vary.
Design speed is a principal design control that regulates the selection of many of the project
standards and criteria used to design a roadway project. It must be selected very early in the
design process. The selection of an appropriate design speed must consider many factors. The
AASHTO Green Book has a thorough discussion on design speed and these factors.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-8
521.03.05 Intersection Vertical Alignment Grade Considerations
The profile grade line defines the vertical alignment for roadway and bridge construction. As with
other design elements, the characteristics of vertical alignment are influenced greatly by basic
controls related to design speed, traffic volumes, and functional classification, drainage, and
terrain conditions. Within these basic controls, several general criteria must be considered,
including minimum and maximum grades, vertical curvature, and maximum change in grade
without vertical curves, vertical clearance, and design high water.
As a rule, the alignment and grades are subject to greater constraints at or near intersections than
on the open road. Their combination at or near the intersection should produce traffic lanes that
are clearly visible to drivers at all times and clearly understandable for any desired direction of
travel, free from sudden appearance of potential conflicts and consistent in design with the
portions of the highway just traveled.
Combinations of grade lines that make vehicle control difficult should be avoided at intersections.
Substantial grade changes should be avoided at intersections. Adequate sight distance should
be provided along both intersecting roads and across their included corners, even where one or
both intersecting roads are on vertical curves. The gradients of intersecting roads should be as
flat as practical on those sections that are to be used for storage of stopped vehicles.
Most drivers are unable to judge the increase and decrease in stopping or accelerating distance
that is necessary because of steep grades, grades listed in Section 500 Town Street Construction
should be used on intersecting roads in the vicinity of the intersection.
The profile grade lines and cross sections on the intersection legs should be adjusted for a
distance back from the intersection proper to provide a smooth junction and proper drainage.
Normally, the grade line of the major road should be carried through the intersection and that of
the minor road should be adjusted to it. This design involves a transition in the crown of the minor
road to an inclined cross section at its junction with the major road, as demonstrated in the
following figure.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-9
521.03.06 Special Intersection Profiles
To ensure a safe, efficient, well drained, and smooth roadway system, the profiles of some
roadway elements requiring special analysis must be provided. These elements include pavement
edges or gutter flow line at street intersections, profile grade line, intersection plateau, curb returns
and roadway sections requiring special super elevation details. The special profiles shall include
details at close intervals and at a scale large enough to clearly identify all construction details of
these elements.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-10
521.03.07 Intersection Plateau
The profile of the major highway generally takes precedence over the minor cross street. This
results in a hump for the cross street profile which is particularly undesirable for signalized
intersections where the cross street traffic may enter the intersections without stopping. In some
instances the designer may determine that the cross street should receive the same profile
considerations as the major highway due to similar traffic demands. To provide this "equal
treatment", with respect to profile, a technique commonly known as intersection plateauing is
applied. Plateauing refers to the transitioning of the roadway profiles and cross slopes at the
approaches of an intersection.
521.03.08 Cross Slope
The rate of change in pavement cross slope, when warping side streets at intersections, shall not
exceed one (1) percent every twenty five (25) feet horizontally on local streets/roads, one (1)
percent every thirty seven and one half (37.5) feet horizontally on collector streets/roads, or one
(1) percent every fifty six and one half (56.5) feet horizontally on arterial streets/roads to ensure
public travel safe transition.
521.03.09 Auxiliary Lanes
Auxiliary lanes provide for the safe acceleration or deceleration of turning traffic on and off
roadways and help reduce the accident potential of turning vehicles. All auxiliary lane
requirements are based on the Colorado Department of Transportation’s (CDOT) State Highway
Access Code and the Town’s Street Design Criteria found in Table 500-3 at the end of Section
500. Background traffic from adjoining developments must be considered to anticipate future
street system use. The developer shall be responsible for the cost of all additional auxiliary lanes
needed to comply with the Town of Firestone access code.
Right-turn Deceleration Lane
Minimum Right-Turns
to Require
Deceleration Lane
(vph)
Deceleration Lane and
Taper Length (ft) Taper Rate
Principal Arterial
(CDOT NR-A) 25 435 13.5:1
Minor Arterial
(CDOT NR-B) 25 370 12:1
Collector (CDOT NR-
C) 50 310 10:1
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-11
Left-turn Deceleration Lane
Minimum Left-Turns
to Require
Deceleration Lane
(vph)
Deceleration Lane
Including Taper Length
(ft) Taper Rate
Principal Arterial
(CDOT NR-A) 10 435 + Storage 13.5:1
Minor Arterial
(CDOT NR-B) 10 Storage + Taper 12:1
Collector (CDOT NR-
C) 25 Storage + Taper 10:1
Storage Lengths
Turning Vehicles Per
Hour
< 30 30-59 60-99 100-
199
200-
299
>300
Storage Length (ft) 25 40 50 100 200 300
Right-turn Acceleration Lane
Minimum Right-Turns
to Require
Acceleration Lane
(vph)
Acceleration Lane
Including Taper Length
(ft) Taper Rate
Principal Arterial
(CDOT NR-A) 50 550 13.5:1
Minor Arterial
(CDOT NR-B) N/A -- --
Collector (CDOT NR-
C) N/A -- --
521.04 Medians
All medians shall be designed so that there is no interference with traffic flow. The nose of
medians shall be a minimum of 10 feet behind the flowline of the intersected street. The minimum
radius shall be 2 feet to flowline. Only spill curb & gutter should be used to construct all medians
unless otherwise approved by the Town Engineer.
522.00 Half Streets
Where half streets are allowed, sufficient additional right of way will be dedicated and additional width
will be constructed to allow sufficient paved width to accommodate two directions of traffic and
emergency parking by offsetting the geometric cross section.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-12
523.00 Structural Sections
523.01 Structural Sections for Streets
Structural sections for streets shall be composite sections of base and asphalt.
Structural sections for streets shall be designed by a qualified soils engineer based on the Equivalent
(18 Kip) Daily Load Applications (EDLA) for a twenty (20) year service life and the subgrade support
analysis. The soils analysis shall be performed in accordance with AASHTO standard methods of
surveying and sampling Soils. The field investigation shall consist of boring subgrade soils to a depth
of at least four feet below proposed subgrade elevation (nine (9) feet below proposed subgrade on
arterial roadways), at spacing of not more than two hundred fifty (250) feet, or a minimum of one
boring for each section of street. The Hveem Stabilometer design method will be used for arterial
streets, and either the Hveem Stabilometer or the California Bearing Ratio (CBR) design method will
be used for all other streets. The preliminary structural section will be a twenty (20) year design
section with a temporary cross slope of 1.2% - 1.6% from flow line to centerline as shown in the
Standard Drawings. The following standards provide the minimum acceptable pavement sections
for public roadways in the Town of Firestone. These pavement thicknesses may be used for
preliminary planning purposes. Final pavement designs must be based on a geotechnical pavement
design.
EDLA Composite Section
Base Asphalt
Local Residential
< 50 D.U. 8 8” 4”
> 50 D.U. 10 8” 4”
Collector
70’ Right-of-way Width 30 8” 4”
80’ Right-of-way Width 100 9” 6”
Minor Arterial 200 9” 6”
Principal Arterial 200 12” 8”
Portland Cement concrete pavement designs may be allowed with Town Engineer approval of the
design thickness.
524.00 Horizontal Alignment
Streets shall generally be aligned to bear a reasonable relationship to topography. Horizontal curves
will conform to the street design criteria listed in Table 500-3 and Section 525.00 Vertical Alignment.
Minimum spacing between intersection centerlines will be as follows:
Street Type Spacing
Local Residential 150’
Collector 400’
Arterial 1000’
Where the minimum centerline radius, noted in Table 500-3 and Section 525.00 Vertical Alignment,
for through local residential streets cannot be achieved due to difficult parcel configurations and other
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-13
constraints, a lesser centerline radius with a bulb on the outside of the curve as shown in the
Standard Drawings will be allowed. The minimum centerline radii noted in Table 500-3 and Section
525.00 Vertical Alignment are permitted only where sufficient sight distance to the intersection is
provided to enable the driver entering the curve and approaching the intersection to perceive that a
stop condition exists, warranting at least a voluntary 10 m.p.h. reduction in speed before entering the
curve.
Angles of intersection should, wherever possible, be maintained at ninety- (90) degrees. Horizontal
and vertical alignment and right of way limits will be coordinated so as not to obstruct sight distance
at intersections, in accordance with the Standard Drawings. Curb return radii will be as shown on
Table 500-3 and Section 525.00 Vertical Alignment. Where two different street types connect, the
larger curb return radius will apply.
525.00 Vertical Alignment
Street centerline profile grades will be as shown on Table 500-3 and Section 525.00 Vertical
Alignment. Where a street is curved and minimum profile grade is desired, the centerline grade
will be adjusted so that the curb line grade on the outside of the radius will be no less than the
minimum street grade specified on Table 500-3 and Section 525.00 Vertical Alignment. Safe
stopping sight distances are illustrated in the Standard Drawings.
Centerline profile grades will not exceed four percent (4%) for a distance of at least one hundred
feet (100’) either side of an intersecting centerline. Gutter flow line grades will be no less than
eight-tenths percent (0.8%) along curb returns, in cul-de-sacs and bulb areas, and other areas
where gutter flow line grades do not directly parallel centerline profile grades.
525.01 Roadway Functional Classification
See Section 521.03.03 for definitions.
525.02 Vertical Curve
Vertical curves to effect gradual changes between tangent grades may be any one of the crest or
sag types. Vertical curves should be simple in application and should result in a design that is
safe and comfortable in operation, pleasing in appearance, and adequate for drainage. The major
control for safe operation on crest vertical curves is the provision of ample sight distances for the
design speed selected. It is recommended that all vertical curves should be designed to provide
at least the stopping sight distances shown in the approved tables within this document.
525.03 Crest Vertical Curves
Minimum lengths of crest vertical curves based on sight distance criteria generally are satisfactory
from the standpoint of safety, comfort, and appearance. Computations are based on
3.5 feet for height of eye in passing sight situations and 2 feet for height of object for stopping
sight situations.
The minimum lengths of vertical curves for different values of A (algebraic difference) to provide
the minimum stopping sight distance for each design speed are listed below in the table.
K values are based on the following formula V = K * A (V – Vertical Curve Length; K – rate of
vertical curvature; A – Algebraic Difference) and the designer should solve for K, to evaluate and
compare to the table listed below.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-14
For example: A design speed of 25 mph requires a minimum K value of 15 and anything less than
15 would not satisfy the required 25 mph speed limit for safety and stopping sight distance based
on AASHTO criteria.
Design Controls for Stopping Sight Distance and for Crest Vertical Curves
Design Speed (mph) Stopping Sight Distance (feet) Rate of Vertical Curvature (K)
15 80 5
20 115 10
25 155 15
30 200 20
35 250 30
40 305 45
45 360 65
50 425 85
55 495 115
For minimum passing sight distances the lengths of crest vertical curves are substantially longer
than those for stopping sight distances. Generally it is impractical to design crest vertical curves
to provide for passing sight distance because of high cost. Passing sight distance on crest vertical
curves may be practical on roads with unusual combinations of low design speeds and gentle
grades or higher design speeds with very small algebraic differences in grades.
The minimum lengths of vertical curves for different values of A (algebraic difference) to provide
the minimum passing sight distance for each design speed are listed below in the table.
Design Controls for Crest Vertical Curves Based on Passing Sight Distance
Design Speed (mph) Stopping Sight Distance (feet) Rate of Vertical Curvature (K)
20 710 180
25 900 290
30 1090 425
35 1280 585
40 1470 775
45 1625 945
50 1835 1205
55 1985 1410
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-15
525.04 Sag Vertical Curves
There are at least four different criteria for establishing lengths of sag vertical curves recognized
to some extent. They are headlight sight distance, passenger comfort, drainage control, and
general appearance. For overall safety a sag vertical curve should be long enough that the light
beam distance is nearly the same as the stopping sight distance.
Drainage affects design of vertical curves in a sag condition especially in a curbed roadway
section. Given a length of curve that is relatively flat with a “K” value of 51 or greater can
drastically change the actual low spot in relation to the sag curve PVI.
The minimum lengths of vertical curves for different values of A (algebraic difference) to provide
the minimum stopping sight distance for each design speed are listed below in the table.
K values are based on the following formula V = K * A (V – Vertical Curve Length; K – rate of
vertical curvature; A – Algebraic Difference) and the designer should solve for K, to evaluate and
compare to the table listed below.
For example: A design speed of 25 mph requires a minimum K value of 15 and anything less than
15 would not satisfy the required 25 mph speed limit for safety and stopping sight distance based
on AASHTO criteria.
Design Controls for Sag Vertical Curves
Design Speed (mph) Stopping Sight Distance (feet) Rate of Vertical Curvature (K)
15 80 10
20 115 20
25 155 30
30 200 40
35 250 50
40 305 65
45 360 80
50 425 100
55 495 115
The designer should further explore the narrative under “Combinations of Horizontal and Vertical
Alignment” and “Other Elements Affecting Geometric Design” that is found within the AASHTO
Green book starting on Page 283.
526.00 Cul-de-sacs
Cul-de-sacs will conform to the Standard Drawings. Lengths of cul-de-sacs are recommended to
be between one hundred forty feet (140’) and seven hundred and fifty feet (750’). Cul-de-sacs
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-16
that are proposed outside this range must be fully justified, based on the following considerations
and others that may arise in the course of review:
A. Intersection vehicular traffic capacity
B. Emergency vehicle response time
C. Pedestrian trip time to bus routes
D. Reduction of double travel distances for service and patrol vehicles
E. Utility systems, drainage, and open space access
Surface drainage shall be directed toward the intersecting street, or if this is not reasonably practical,
a drainage structure and easement will be provided at the end of the cul-de-sac. Specially designed
temporary cul-de-sacs may be allowed when approved by the Town Engineer.
527.00 Major Structures
Major structures, such as retaining walls, box culverts and bridges, that are appurtenant to
proposed street and/or parking lot construction, will conform to the structural design and loading
requirements of the Colorado Department of Transportation Standard Specifications for Road
Bridge Construction and the geometric and drainage requirements of the Town Engineer. Plans
and supporting calculations for a qualified structural engineer who is a Registered Professional
Engineer licensed to practice in Colorado must prepare major structures.
528.00 Design Element Coordination
Horizontal and vertical alignment continuity will be provided between new and existing streets to
achieve safe and aesthetically pleasing transitions. Sufficient data on existing facilities will be
depicted on plans, and limits of construction will be designated so as to assure that the desired
continuity will be achieved. Drainage and utility facilities are to comply with all applicable sections
of these STANDARDS AND SPECIFICATIONS and are to be fully coordinated with the street
design and proposed construction. These facilities will be staged to eliminate grade and alignment
conflicts and unnecessary damage to existing or newly constructed facilities.
529.00 Requirements of Other Jurisdictions
Where proposed street construction will affect other agencies such as the Colorado Department
of Transportation, adjacent cities and counties, utility companies or ditch companies, said
construction will be subject to the review of said agencies. A copy of the governing agencies
review report shall be submitted to the Town Engineer prior to Final Plat approval or the issuance
of a permit. Generally, where more than one requirement is imposed, the more restrictive
requirement will govern. The Town Engineer must authorize exceptions in writing.
530.00 SITE WORK AND EARTHWORK
531.00 General
Refer to Section 330.00, Site Preparation Work, and Section 340.00, Earthwork, of these
STANDARDS AND SPECIFICATIONS.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-17
All workmanship and materials will be in accordance with the requirements of these STANDARDS
AND SPECIFICATIONS and in conformity with the lines, grades, quantities, and the typical cross
section shown on the plans, or as directed by the Town Engineer.
532.00 Clearing
Refer to Section 331.00, Clearing, of these STANDARDS AND SPECIFICATIONS.
533.00 Demolition and Removal of Structures
Refer to Section 320.00, Demolition and Removal of Structures and Obstructions, of these
STANDARDS AND SPECIFICATIONS.
533.01 Salvage
All salvageable material shown on the accepted plans will be removed without unnecessary damage
in sections or pieces, which may be readily transported and will be stored by the Contractor in
locations approved by the Town Engineer. The Contractor will be required to replace any materials
lost from improper storage methods or damaged by negligence.
533.02 Disposal
Refer to Section 333.00, Disposal, of these STANDARDS AND SPECIFICATIONS.
533.03 Backfill
Refer to Section 345.00, Embankment Fill, of these STANDARDS AND SPECIFICATIONS.
534.00 Protection of Existing Structures and Utilities
Refer to Section 342.00, Protection of Existing Structures and Utilities, of these STANDARDS AND
SPECIFICATIONS.
535.00 Protection of Public and Private Installations
Refer to Section 141.00, Protection of Public and Utility Interests, of these STANDARDS AND
SPECIFICATIONS.
The Contractor will take proper precautions at all times for the protection of and replacement or
restoration of driveway culverts, street intersection culverts or aprons, storm drains or inlets, fences,
irrigation ditches, crossings and diversion boxes, mail boxes, shrubbery, flowers, ornamental trees,
driveway approaches, and all other public and private installations that may be encountered during
construction. The Contractor will have the responsibility of providing each property with access to
and from the property during the time of construction. Existing driveways will be cut, filled, and graded
as required and as directed by the Town Engineer to provide permanent access. Existing driveways
will be resurfaced with the presently existing type of surfacing whenever the existing surface is
destroyed.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-18
536.00 Excavation and Embankment
Refer to Section 340.00, Earthwork, of these STANDARDS AND SPECIFICATIONS.
537.00 Borrow
Refer to Section 348.00, Borrow, of these STANDARDS AND SPECIFICATIONS.
538.00 Subgrade
The bottom of the excavation for the pavement, or top of the fill, will be known as the pavement
subgrade and will conform to the lines, grades, and cross sections shown on the accepted plans.
All applicable portions of Section 345.02, Roadway Excavation, Backfill and Compaction, of these
STANDARDS AND SPECIFICATIONS, shall apply.
Prior to the street being excavated, all service cuts will be checked to confirm the backfill meets
density requirements. If deficient, they will be re-compacted and brought up to specified density.
After excavation and embankment is completed and the subgrade brought to final grade, it will be
rolled with a rubber-tired roller which is a minimum size of eight (8) to twelve (12) tons and other
compaction equipment as required to bring the subgrade to the required density and stability. The
following standards will be in effect: Soils meeting AASHTO M-145 Soil Classifications of A-1, A-
2-4, A-2-5, and A-3 will be compacted to a minimum of one-hundred (100) percent of maximum
dry density as determined by AASHTO T-99. All other soil classifications will be compacted to a
minimum of ninety-five percent (95%) of maximum dry density as determined by AASHTO T-99.
The moisture content will be maintained within +/- two percent (2%) of optimum moisture for A-1
through A-5 mtaerials and optimum to two percent (2%) above for A-6 and A-7-6 materials during
compaction. Additional wetting may be required when the minimum water requirement is not
sufficient to produce a stable condition in the subgrade soil. The maximum length of any road
section being worked at any one time shall not exceed three hundred feet (300’) without the
approval of the Town Engineer.
No paving, subgrade, or base will be placed on soft, spongy, frozen unstable subgrade, which is
considered unsuitable by the Town Engineer.
Proof rolling shall be completed in accordance with Section 344.00.
Soft and yielding material and portions of the subgrade which show deflection will be scarified
and re-rolled or will be removed and replaced with subgrade course material, then placed and
compacted as specified herein. Subgrade will not be approved for base course construction until
it is uniformly stable.
538.01 Subexcavation for Expansive Soils
Soils with a Plasticity Index (P.I.) over ten (10) and less than thirty- (30) shall be sub excavated
and recompacted per the soils reports and as approved by the Town Engineer.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-19
539.00 Subgrade Construction
539.01 Materials
Subgrade material will be composed of granular material consisting, essentially, of sand, gravel,
rock, slag, disintegrated granite or a combination of such materials. The coarse portions of the
material will be sound fragments of the crushed or uncrushed materials enumerated above. Supplied
material will be a well-graded mixture containing sufficient soil mortar, crushed dust, or other proper
quality binding material which, when placed and compacted in the roadway structure, will result in a
firm, stable foundation.
Material composed of uniform size particles, or which contains pockets of excessively fine or
excessively coarse material, will not be acceptable for use.
This material need not be crushed but will be graded within the following limits:
Standard-Size of Sieve % By Weight Passing Sieve
2-1/2 inch 100
2 inch 95 - 100
No. 4 30 - 60
No. 200 5 - 15
Liquid Limit 35 Maximum
Plasticity Index 6 Maximum
539.02 Construction
The construction of subgrade will consist of preparing the approved subgrade material to form a
stable foundation on which to construct base course, in conformity with the lines, grades and typical
cross sections shown on the plans, and as staked by the developer’s engineer. In addition, subgrade
material will be used to replace unsuitable foundation materials at locations shown on the plans, or
as directed by the Town Engineer.
Each layer of material will be placed and spread so that after compaction it will conform to the width
and crown of the typical cross sections. The wetting of subgrade layers will be done with sprinkling
equipment of a type, which insures uniform and controlled distribution of the water. All wetting will be
done by uniformly sprinkling each layer of material being placed with only that amount of water
needed to obtain maximum density of the material.
Travel may be allowed over subgrade to assist in compaction of the material. Mixing and blading of
the subgrade material on the street will be required if the material is spotty and non-uniform.
However, blading will be held to a minimum in order to avoid the floating of the heavier rock particles
to the surface.
Concurrently with the wetting operations, the material will be uniformly compacted by rolling. Rolling
equipment will consist of one or more of the following: rubber tired roller, sheep foot roller and flat
wheel steel roller.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-20
539.03 Underdrain
Landscape medians and landscaping next to curb and gutter shall be provided with underdrain to
handle sprinkler runoff and nuisance flows. All roads with detached sidewalk and landscaped tree
lawns will require curb underdrains. See Standard Details ST 17 and ST 18.
540.00 BITUMINOUS CONSTRUCTION
541.00 General
The intent of this section is to specify materials and methods to be used for the construction,
overlaying, seal coating and pavement rejuvenating of streets, parking lots, walks, drain ways, and
other miscellaneous work requiring the use of aggregates. The work covered will include general
requirements that are applicable to aggregate base course, bituminous base and pavements of the
plant mix type, bituminous prime coat, bituminous tack coat, rejuvenating applications, and asphalt
concrete overlay. All workmanship and material will be in accordance with requirements of these
STANDARDS AND SPECIFICATIONS and in conformity with the lines, grades, depths, quantity
requirements, and the typical cross section shown on the plans or as directed by the Town Engineer.
542.00 Base Course
This item shall consist of a foundation course composed of crushed recycled concrete and filler,
constructed on the prepared subgrade. Crushed gravel or crushed stone may be used with
approval of the Town Engineer. Materials and construction will be in accordance with the
requirements of Section 703.03, Table 703-2, of the Colorado Department of Transportation
Standard Specifications for Road and Bridge Construction. Gradation will be Class 5 (1-1/2”
maximum) or Class 6 (3/4” maximum).
The base course material shall be placed on the previously prepared subgrade at the locations
and in the proper quantities to conform to the typical cross sections as shown on the accepted
plans and as directed by the Town Engineer. Base course shall be placed under curb, gutter, and
attached sidewalk. Placing and spreading will be done by means of a spreader machine, moving
vehicle, motor grader, or by other approved equipment methods. The material will be placed
without segregation. Any segregated areas will be removed and replaced with uniformly graded
material at the Contractor’s expense.
The base material may be placed in lifts of up to six inches (6”), providing that after compaction,
uniform density is obtained throughout the entire depth of the lift. If the required depth exceeds
six inches (6”), it will be placed in two or more lifts of approximate equal thickness. If uniform
density cannot be obtained by six-inch (6”) lifts, the maximum lift will not exceed four inches (4”)
in final thickness.
Base material shall not be placed on a foundation that is soft or spongy or one that is covered by
ice or snow. Base material will not be placed on a dry or dusty foundation where the existing
condition would cause rapid dissipation of moisture from the base material and hinder or preclude
its proper compaction. Such dry foundations will have water applied to them and will be reworked
or recompacted.
Rolling will be continuous until the base material has been compacted thoroughly in accordance
with Section 304 of the Colorado Department of Transportation Standard Specifications for Road
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STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-21
and Bridge Construction. Water will be uniformly applied as needed during compaction to obtain
optimum moisture content and to aid in consolidation. The surface of each layer shall be
maintained during the compaction operations in such a manner that a uniform texture is produced
and the aggregates are firmly placed.
The finished base course surface shall be smooth and free of ruts and irregularities, and will be
true to grade and crown as shown on the plans or as directed by the Town Engineer. The base
course will be maintained in this condition by watering, drying, rolling, or blading or as the Town
Engineer may direct until the surfacing is placed.
543.00 Prime Coat
(Left Blank Intentionally)
544.00 Hot Bituminous Pavement
All pavements shall be hot bituminous pavement of the plant mix type unless otherwise approved in
writing by the Town Engineer. Materials and construction will be in accordance with Section 403 of
the Colorado Department of Transportation Standard Specifications for Road and Bridge
Construction, and the following requirements:
A. The asphalt cement shall be a Superpave Performance graded (PG) binder and
content determined by the mix design. Superpave PG asphalt binders shall comply
with CDOT Standard Specifications for Road and Bridge Construction. The asphalt
contractor shall furnish certified test results from an independent asphalt testing
laboratory to show compliance of the proposed Superpave PG asphalt binder with
the Superpave requirements for that mix.
B. The gradation of the mineral aggregate will be grading SG (1 1/2" nominal), or S (3/4”
nominal) for new street construction. Grading SX (1/2” nominal) shall be used for top
lifts and overlays or in special cases as required on the accepted plans or authorized
in writing by the Town Engineer.
C. All mixes shall be designed with 1% lime.
D. A maximum of twenty percent (20%) Reclaimed Asphalt Pavement (RAP) will be
allowed in (non-polymer or non-rubberized) mixes, provided that all the requirements
for hot bituminous pavement are met.
E. The mix will conform to the job mix formula specified by the Town Engineer for the
pit-supplied materials, if a current job mix formula is available. A copy of the mix
formula will be submitted to the Town Engineer for review and approval at least seven
(7) days prior to starting paving work.
All testing done throughout this construction period, which is necessary to assure conformance of
materials and workmanship to the specifications, will be at the Contractor’s expense. Two copies of
all test reports will be submitted directly to the Town Engineer.
In the event that a current job mix formula is not available for the materials proposed for use, the
Contractor will submit a job mix formula prepared by a recognized testing laboratory for review and
acceptance by the Town Engineer. A report giving the properties of the materials and certifying their
conformance to or deviations from the requirements of the specifications will accompany the job mix
formula.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-22
When tested in accordance with the requirements of ASTM D-1559, the mixture will conform to the
following limits:
TABLE 500-1
MIX DESIGN PROPERTIES
Low EDLA ≤ 40
Marshall Stability (minimum) 1 1800 lb./ S 37
Marshall Flow (minimum) hundredths of an inch 8
Flow (maximum) hundredths of an inch 18
Air voids, total mix, % 3 to 5
VMA3 12-13-14
Percent voids filled with bitumen 65-75
High EDLA ≥ 40
Marshall Stability (minimum) 2 2000 lb./ S 39
Marshall Flow (minimum) hundredths of an inch 8
Marshall Flow (maximum) hundredths of an inch 16
Air voids, total mix, % 3 to 5
VMA3 12-13-14
Percent voids filled with bitumen 65-75
1 - Marshall Stability (50 Blow)/Hveem Stability
2 - Marshall Stability (75 Blow)/Hveem Stability3 - Refer to Table 500-2
TABLE 500-2
VOIDS IN THE MINERAL AGGREGATE1
Nominal Maximum
Particle Size
Mix Air Voids, Percent
3.0 4.0 5.0
3/4” 12.0 13.0 14.0
1/2” 13.0 14.0 15.0
1 - Interpolate minimum voids in the mineral aggregate (VMA) for design air void values
between those listed.
Determination of the effect of water on the cohesion of the bituminous mixture will be made in
accordance with AASHTO T-283 (Lottman). Retained strength will be a minimum of eighty percent
(80%). The use of an “anti-stripping” admixture to improve the retained strength characteristics will
be permitted only by written permission of the Town Engineer. The cost of admixtures will be borne
by the Contractor.
All commercial testing and laboratory work necessary to establish the job mix formula and all testing
necessary to assure conformance of materials and workmanship to the requirements of the
specifications throughout the construction period will be performed at the Contractor’s expense. Two
copies of all test reports will be submitted directly to the Town Engineer.
544.01 Asphalt/Polymer Combinations
The Contractor may submit to the Town Engineer for his review and acceptance a design for the
upper three inches (3”) of the pavement section utilizing a polymer modified pavement design. These
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-23
designs will be reviewed on an individual project basis and must be accepted by the Town Engineer
prior to construction.
544.02 Weather Limitations
Bituminous plant mix shall be placed only on properly constructed and accepted layers that are free
from water, snow, or ice. The bituminous mixtures shall be placed only when weather conditions
permit the pavement to be properly placed and finished as determined by the Town Engineer. The
bituminous mixtures shall be placed in accordance with Table 401-3, Placement Temperature
Limitations, of the Colorado Department of Transportation Standards and Specifications for Road
and Bridge Construction.
Air temperature is taken in the shade. Surface is defined as the existing base on which the new
pavement is to be placed.
Under certain circumstances, the Town Engineer may waive minimum temperature requirements for
placing prime coats and layers of bituminous mixtures below the top layer of the completed
pavement.
545.00 Tack Coat
When tack coat is specified on the accepted plans or required by the Town Engineer, all materials
and construction shall be in accordance with the requirements of Section 407 of the Colorado
Department of Transportation Standard Specifications for Road and Bridge Construction. Bituminous
material will be SS-1 emulsion, diluted by mixing one (1) gallon of SS-1 emulsion with one gallon of
clean water, applied at the rate of five one-hundredths (0.05) to fifteen one-hundredths (0.15) gallons
per square yard.
546.00 Seal Coat
When seal coat is required, all materials and construction shall be in accordance with the
requirements of Section 409 of the Colorado Department of Transportation Standard Specifications
for Road and Bridge Construction. The type of bituminous material, cover aggregate, and rates of
application will be as shown on the accepted plans.
547.00 Rejuvenating Agent
When a rejuvenating agent is specified on the accepted plans or required by the Town Engineer, all
materials and construction will be in accordance with the requirements of Section 407 of the Colorado
Department of Transportation Standard Specifications for Road and Bridge Construction.
548.00 Heating and Scarifying
When heating and scarifying treatment is specified on the accepted plans or required by the Town
Engineer, all materials and construction shall be in accordance with requirements of Section 405
of the Colorado Department of Transportation Standard Specifications for Road and Bridge
Construction.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-24
549.00 Grinding
Grinding will consist of “milling”, “grinding”, or “cold planning” the existing pavement surface to
establish a new surface profile and cross section in preparation for a bituminous overlay. After
grinding, the surface will have a grooved or ridged finish, uniform and resistant to raveling or traffic
displacement. This textured surface will have grooves of one-quarter inch (1/4”) ± one-eighth inch
(1/8”). The existing surface to be ground will include bituminous pavement, concrete utility
patches, and a very small amount of concrete pavement.
“Wedge cut” grinding will consist of grinding the existing pavement surface a minimum of six feet
(6’) wide at the existing concrete gutter. The edge of the gutter, end of the finished wedge cut will
be one and one-half (1-1/2) inches below the edge of the existing concrete gutter. The centerline
of street edge of the wedge cut will be cut one-eighth inch (1/8”). The depth of cut will be
determined by measuring to the top of the ridges by placing a five-foot (5’) straight edge
perpendicular to the grooving pattern. “Full width” grinding will consist of grinding the existing
pavement surface from edge of gutter to a minimum depth of two inches (2”) unless otherwise
specified in the contract or directed by the Town Engineer.
Grinding around utility castings to the depth of cut before and after encountering the castings will
be included in the area of the pavement surface ground. The Contractor may choose to remove
the entire existing bituminous pavement around the castings where grinding is not completed,
and replace it with bituminous surface course placed and compacted in three inch (3”) lifts. The
Contractor will vertically cut the limits of the area to be patched, mechanically compact the existing
base course, and prime the bottom and vertical edges before backfilling.
The Contractor will remove the cuttings immediately behind the grind machine by belt loader, end
loader, power sweeper and/or by hand. The removed material will be disposed of as approved
by the Town Engineer.
The grinding machine shall be a power operated, self-propelled machine, having a cutting drum
with lacing patterns that will attain a grooved surface and produce grinding chips of less than one
inch (1”) in size. The grinding machine will be equipped with a pressurized watering system for
dust control. The equipment will be a type that has successfully performed similar work.
The cleaning equipment shall be a type, which will efficiently remove all loosened material and
load into trucks for hauling and spreading. Because of the nature of the streets to be ground and
the traffic restrictions, a belt loader followed by a power sweeper and manual sweeper is the most
desirable method. FLUSHING INTO THE TOWN’S STORM SEWER SYSTEM AS A MEANS OF
CLEANUP IS PROHIBITED.
550.00 CONCRETE PAVEMENT
The installation of concrete pavement, including materials, equipment, foundation and construction
methods must be in conformance with Section 412, “Portland Cement, Concrete Pavement” of the
Colorado Department of Transportation Highways Standard Specifications for Road and Bridge
Construction, except as modified herein or as modified with the approval of the Town Engineer.
Specifications for concrete work, Section 400, Concrete Work, of these STANDARDS AND
SPECIFICATIONS, must be followed. Concrete pavements will be installed as shown on the
accepted plans or as approved by the Town Engineer. When concrete pavement is constructed on
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STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-25
a curve, flexible forms will be used having a radius of two hundred feet (200’) or less, unless
otherwise directed by the Town Engineer. The Contractor will furnish steel pins to use in setting
grades for concrete pavement.
550.01 Lime Treated Subgrade
In those instances where deemed necessary by a qualified Soils Engineer and accepted by the Town
Engineer, Portland Cement treated base may be required. When required, this base shall comply
with Section 307, Lime Treated Subgrade, of the Colorado Department of Transportation Standard
Specifications for Roads and Bridge Construction.
560.00 APPURTENANT CONCRETE STRUCTURES
561.00 General
Curb, curb ramps, gutter, sidewalk, cross pan, and driveway construction will conform to all
applicable provisions of these STANDARDS AND SPECIFICATIONS and the Standard Drawings.
562.00 Materials
562.01 Cement Concrete
All cement concrete materials, reinforcing steel, and concrete work will conform to the requirements
of Section 400, Concrete Work, of these STANDARDS AND SPECIFICATIONS.
562.02 Forms
Forms may be wood or metal and will have a depth equal to or greater than the slab thickness. The
face of curbs will be formed, unless otherwise permitted by the Town Engineer. Forms will have a
cross section and strength and be secured so as to resist the pressure of the poured concrete without
springing or settlement. The connection between sections will be performed by a method in which
the joint thus formed will be free from movement in any direction. Each section of form will be straight
and free from warps or bends. The maximum deviation of the top surface will not exceed one-eighth
inch (1/8”) inside face not more than one-fourth inch (1/4”) from a straight line in ten feet (10’).
Approved flexible forms will be used for construction where the radius is one hundred fifty feet (150’)
or less.
563.00 General Requirements
563.01 Curb and Gutter Section
The section to be constructed will be as identified on the approved plans or as shown on the
Standard Drawings.
563.02 Sidewalks
Sidewalks will be six inches (6”) thick where detached or attached, unless noted otherwise on the
accepted plans, and shall be constructed to the dimensions shown on the accepted plans. All areas
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STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-26
of sidewalk that will be constructed in parks, open spaces or greenbelts as indicated on the accepted
plans or required by the Town Engineer will be constructed with six inch (6”) thick concrete. Six-inch
(6”) thick sidewalks shall be constructed to the dimensions shown on the accepted plans or as
required by the Town Engineer.
563.03 Crosspans and Curb Return Fillets
Crosspans and curb return fillets will be constructed eight inches (8”) thick with #4 rebar (place at
18” centers, each way) or ten inches (10") without rebar in residential, commercial and industrial
areas. Typical crosspan sections are shown in the Standard Drawing. Where unusual conditions
prevail, additional reinforcing steel and special joints may be required by the Town Engineer.
563.04 Curb Cuts and Driveways
Curb cuts in six-inch (6”) vertical curbs will be provided at all driveway locations and at additional
locations, as shown on the accepted plans for residential lots. Commercial lots shall be eight-inch
(8”). Construction of curb cuts will be as shown in the Standard Drawings. Spacing will be as shown
in the Standard Drawings.
563.05 Curb Ramps
Curb ramps for the handicapped will be installed at locations designated by the Town Engineer. Curb
ramps will be constructed as shown in the Standard Drawings.
563.06 Sidewalk Chase Drains
Where three or more lots drain to a shared lot line swale, a sidewalk chase drain will be installed to
convey drainage through the sidewalk to the gutter. In areas with detached sidewalk and trees lawns,
the chase will continue through the tree lawn and curb to the gutter.
564.00 Construction Requirements
564.01 Staking and Grade Control
Control and construction stakes will be set by field parties under the supervision of a Registered
Professional Engineer or a Registered Land Surveyor licensed to practice in Colorado who shall
be paid by the Contractor. These field parties will be available to check field control and to provide
assistance to the Contractor. The Contractor will keep a set of accepted plans on the job site at
all times.
It will be the responsibility of the Contractor to maintain the grade and alignment as shown on the
accepted plans. The alignment and grade elevation of forms will be checked, and any necessary
corrections will be made before placing the concrete. When any form has been disturbed or any
subgrade there under has become unstable, the form will be reset and rechecked after the
subgrade has been replaced or recompacted.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-27
564.02 Excavation and Embankment
Excavation or fill will be made to the required grade, and the base on which the curbing section is to
be set will be compacted to a smooth, even surface. All material placed in fill and the top six inches
(6”) of the subgrade in cut sections will be compacted to at least ninety-five percent (95%) of
maximum dry density as determined by ASTM D-698. Where spongy or unsuitable materials are
encountered which will not provide a stable subgrade. The material will be removed and replaced
with suitable material and compacted to the specified density.
The subgrade will be compacted within the forms by a vibratory compactor or other approved method
whenever any loose subgrade material is present. Immediately prior to placing the concrete, the
subgrade will be tested for conformity to the specified cross section. Materials will be removed or
added to bring all portions of the subgrade to the correct elevation. The subgrade will be thoroughly
compacted and again tested for proper cross section. Concrete will not be placed on any portion of
the subgrade that has not been inspected by the Town Engineer for correct elevation and proper
compaction. The subgrade will also be cleared of any loose material that may have fallen on it.
The subgrade will be in a moist condition to a depth of six inches (6”) at the time the concrete is
placed. It will be thoroughly wetted a sufficient amount of time in advance of the placing of the
concrete to insure that there will be no puddles or pockets of mud when the concrete is placed.
564.03 Form Setting
Forms that have become worn, bent, or broken will not be used. The Contractor will have set and
graded a minimum length of three hundred feet (300’) of forms prior to placing concrete. In cases
where the length of one run is less than three hundred feet (300’), the Contractor will set and grade
forms for the entire run.
On curves with radii of one hundred fifty feet (150’) or less, flexible forms, which can be readily formed
to the desired radius, will be used. Face forms will be preformed to the proper radius. In any case,
care will be exercised to insure the maintenance of the required cross section around the entire
radius.
The Contractor will provide an approved metal straight edge, ten feet (10’) in length, to check the
alignment of the forms prior to placing the concrete and also to check the concrete surface during
the finishing operation.
Forms, except for curb face, will remain in place at least twelve (12) hours after concrete has been
placed against them, or for a longer period if so directed by the Town Engineer. Crowbars or other
heavy tools will not be used against green concrete in removing the forms. Forms will be thoroughly
cleaned before re-oiling and reuse.
564.04 Concrete Placement
When placed in the forms the concrete will be properly graded with the forms and will at no time
deviate more than one-quarter inch (1/4”) from an accurate straight edge ten feet (10’) in length. The
concrete will be placed on damp but not wet or muddy subgrade. The operation of depositing and
compacting the concrete will be conducted so that the concrete will be smooth and dense, free from
honeycomb and free from pockets of segregated aggregate. Sections of segregation or honeycomb
revealed by removal of the forms will be removed and replaced or otherwise repaired to the
satisfaction of the Town Engineer. At the end of the day, or in case of an unavoidable interruption of
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-28
more than thirty- (30) minutes, a transverse construction joint will be placed at the point of stopping
work, provided that the section on which work has been suspended will not be less than five feet (5’).
Sections less than five feet (5’) in length will be removed. Concrete will not be placed when the
weather is stormy, dusty, or otherwise inclement to the point that it precludes good workmanship.
564.05 Joints
All joints will be constructed straight and plumb and will extend through the entire section from edge
to back and to the depths specified herein.
A. Expansion Joints: Expansion joint filler, which is one-half inch (1/2”) thick, preformed,
non-extruding bituminous-treated fiberboard conforming to AASHTO Specification
M-213, will be used to form transverse expansion joints. Expansion joints will be
constructed as directed by the Town Engineer. Expansion joints will be formed at the
contact of the new construction with concrete driveways, intersecting sidewalks or
other unyielding structures unless otherwise directed.
B. Block Joints: The curb and gutter or curb walk will be divided into blocks not less than
six feet (6’) nor more than ten feet (10’) long using metal templates not less than one-
sixteenth inch (1/16”) nor more than one-quarter inch (1/4”) thick. Templates will be
a minimum of four inches (4”) deep. The block length to be used will be approved by
the Town Engineer prior to starting construction and will be maintained constant
throughout the project. The templates will be designed to attach securely to the forms
in such a manner as to prevent movement while the concrete is being placed and
consolidated. Templates will be removed prior to the concrete taking its initial set.
C. If curbing machine or other methods not requiring the use of templates is approved,
dummy joints formed by a jointing tool or other acceptable means will be used.
Dummy joints will extend into the concrete for at least one-third (1/3) of the depth (no
less than two inches [2”]) and will be approximately one-eighth inch (1/8”) wide.
D. Construction Joints: As required at the end of a day’s run, construction joints will be
made at right angles to the longitudinal axis of the curb and gutter and will be located
at the regular spacing designated for block joints unless otherwise specifically
permitted by the Town Engineer. In no case will any length of curb and gutter be less
than five feet between (5’) joints. Construction joints will be formed by use of a
bulkhead or divider, which will be removed before continuing with the next run. The
construction joints will be edged to form a recess for sealing compound similar to that
for expansion joints.
564.06 Finishing
Where applicable, finishing will be done with a metal screed designed to give proper shape to the
section as detailed. Particular care will be used to finish the gutter flowline to a true, uniform grade.
When using face forms, they will be left in place until the concrete has hardened sufficiently so that
they can be removed without injury to the curb.
The Contractor will use at all times, a ten-foot (10”) straightedge for finishing curb and gutter sections.
When irregularities are discovered, they will be corrected by adding or removing concrete. All
disturbed places will be floated with a wooden or metal float, which is not less than three feet (3’)
long and not less than six inches (6”) wide, and again straightened. No water or cement will be added
to the surface of the concrete to aid in finishing. Before final finishing is complete and the concrete
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-29
has taken its initial set, edges of the concrete and joints will be carefully finished with an edger having
a one-eighth inch (1/8”) radius. Concrete will be finally finished with a wood float and lightly broomed
to a slightly roughened surface. On grades less than one percent (1%), the Contractor will check for
depressions before final finish so that no water holes exist. Any water holes or “bird baths” larger
than one square foot and deeper than three-eighths inch (3/8”) will be cause for removal and
replacement of the defective sections of concrete.
564.07 Marking
Sidewalks shall have the name of the contractor and the year of construction impressed therein,
using block letters not less than one inch (1”) high and three-eighths inch (3/8”) deep. Impressions
will be made in sidewalks at each end of each Town block, or at the end of construction if other than
at the end of the block.
564.08 Curing
Curing will be accomplished in accordance with Section 400, Concrete Work, of these STANDARDS
AND SPECIFICATIONS.
564.09 Protection Against Vandalism
It will be the responsibility of the Contractor to protect all concrete work against damage or vandalism.
When required, a guard will be stationed over fresh work until the concrete is sufficiently set to
prevent its being marked by plastic deformation of the exposed surface of the concrete. Expense of
the guard will be borne by the Contractor. Concrete damaged in any way by vandals will be removed
and replaced at the Contractor’s expense.
564.10 Cleanup
Within forty-eight (48) hours after forms are removed, the area behind and in front of the sidewalk or
curb will be cleaned, backfilled and graded to provide a smooth even surface.
564.11 Concrete Testing
Routine testing will be accomplished in accordance with Section 400.00, Concrete Work, of these
STANDARDS AND SPECIFICATIONS. In the case of questionable concrete materials or work, the
Town Engineer may direct that core tests be made on all questionable concrete placement. The
expense of the tests will be borne by the Contractor. If the concrete tested shows inadequate strength
or other deficiencies, it will be removed and replaced by the Contractor at his expense. If any core
shows a deficiency of thickness greater than one-half inch (1/2”), exploratory cores will be taken in
five-foot (5’) increments, and all concrete deficient more than one-half inch (1/2”) will be removed
and replaced by the Contractor at his expense.
570.00 INSPECTION
571.00 General
Refer to Section 154.00, Inspections, of these STANDARDS AND SPECIFICATIONS.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-30
572.00 Required Inspections
Adequate inspections assure compliance to Town requirements and are the basis for the Town’s
recommendation that said streets are accepted for maintenance and for release of performance
guarantees. It is the responsibility of the Contractor to contact the Town Engineer a minimum, of one
(1) working day in advance of the required inspections. Required inspections include:
A. Culverts - trenching, grade, bedding, installation, backfill and compaction. Inspection
to be requested when backfill is completed to one-half (1/2) the depth of the culvert.
B. Concrete - finished excavation, grade, forming, reinforcing steel.
C. Structures - concrete pour, surface finish, and test cylinders. Three inspections are
required: (1) prior to placing steel; (2) prior to concrete pour; and (3) during and after
final pour.
D. Street - four inspections are required; (1) subgrade; (2) base course; (3) prime &/or
tack, and (4) paving, all of which are required prior to proceeding with the next phase.
Locations of required samples for testing will be designated by the Town Engineer.
Non-destructive deflection testing, as specified in Section 514 of these STANDARDS
AND SPECIFICATIONS, will be performed.
E. Acceptance - a request for an inspection and Initial Acceptance for maintenance or
release from performance guarantee must be made only after all preceding
inspections have been passed. Acceptance procedures are outlined in Section 200,
Acceptance Procedures, of these STANDARDS AND SPECIFICATIONS.
573.00 Required Testing
When required by the Town Engineer, a Professional Engineer will certify the quality of materials or
construction. All testing will be by recognized methods as specified in these STANDARDS AND
SPECIFICATIONS and will be at the Contractor’s expense.
574.00 Utility Installations
Prior to the installation of street subgrade, base, paving and concrete materials, utility installations
will be made, service lines stubbed to the right-of-way line, and all trenches will be backfilled and
properly compacted.
575.00 Street Lighting
At the time of inspection, all street lights will be in place as shown on the approved plans and will be
operating as set forth in Section 925.00, Street Lighting Procedure, of these STANDARDS AND
SPECIFICATIONS.
580.00 STREET LANDSCAPING
581.00 Installation
All installation of landscaping and irrigation in Town Right-of-way must be done in accordance with
SECTION 1000 PARKS AND RECREATION of these STANDARD and SPECIFICATIONS.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-31
582.00 Maintenance
The maintenance of landscaping and irrigation located in and/or over Town right-of-way is the
responsibility of the adjoining property owner with the exception of landscape medians on Town
designated Arterial roadways which are the Town’s responsibility. All landscaping shall be
maintained in accordance with the follow requirements:
A. Tree branch growth shall be maintained at a height no lower than ten (10) feet over
a public sidewalk, walkway, or trail and no lower than fourteen (14) feet over the
travel lanes of a street or alley.
B. All woody plant growth lower than ten (10) feet shall not encroach upon the plane
of a public road, sidewalk, walkway, or trail and must be trimmed back within the
inside edge of all sidewalks, walkways, or trails.
C. Tree branch growth shall be maintained so that branches do not interfere with the
proper spread of light along the street from any street light.
D. Trees and other woody plants growth shall be maintained not to come within three
(3) feet of fire hydrants.
E. Visibility triangle distances shall be maintained to protect visual clearances for
motorists and pedestrians. No landscaping plant material shall be allowed within
the visibility triangle that exceeds over thirty-six (36) inches higher than the street
level in this triangle. Trees located within the visibility triangle must be trimmed at
the trunk to at least eight (8) feet above the level of the ground surface, provided
that such trees are spaced so that trunks do not obstruct the vision of motorists and
pedestrians.
590.00 TRAFFIC CONTROL DEVICES
591.00 General
The installation of traffic control devices and street lighting shall comply with all applicable portions,
as from time to time amended, of the CDOT Standard Specifications for Road and Bridge
Construction, the Manual on Uniform Traffic Control Devices (MUTCD) and the accepted plans.
These STANDARDS AND SPECIFICATIONS and any other requirements determined by the Town
Engineer shall apply to all materials supplied, methods and procedures of work. The Town Engineer
must approve a traffic control device, sign layout plan, and a street lighting layout plan.
592.00 Signs
592.01 Street Name Signs
Street name signs shall be bought by the Contractor or Developer and will be installed by the
Contractor or Developer. Sufficient signs and posts shall be provided to allow installation on two (2)
corners of each intersection in business district, on principal arterials and on one corner in the
residential areas, as directed by the Town Engineer. All letters shall be Federal Highway
Administration Series C2000. Please reference the Street Sign Detail of our Standards &
Specifications.
All street signs shall be aluminum 5052-H38 (Conversion coated) minimum thickness of .080.
Retroreflective sheeting for letters and background shall be required in accordance with the MUTCD.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-32
Unless directed otherwise by the Town Engineer, signs shall be installed on square stock tubing at
eighteen (18) inches behind the curbwalk or curb and gutter, whichever is closest to the street.
Anchors shall be galvanized (G90) 12GA steel with seven-sixteenths (7/16) inch diameter holes, one
(1) inch on center, two-one fourth (2 ¼) inch square and three (3) feet in length. During installation,
the anchors may only be between a minimum of four (4) and maximum of six (6) inches above the
ground. Posts shall be of galvanized (G90) 12GA steel with seven-sixteenths (7/16) inch diameter
holes, one (1) inch on center, two (2) inches square and to length to meet mounting requirements
set forth in the M.U.T.C.D. All posts and signs shall be affixed using the appropriate size of bolts,
washer and nuts (NO RIVETS).
4” diameter PVC pipe sleeves shall be placed in concrete where sign posts are to be installed to
accommodate sign post installation and replacement.
592.02 Illuminated Signs
Internally illuminated street name signs shall be furnished and installed by the Contractor or
Developer. Signs shall be installed on each traffic signal mast arm at each intersection. Sign lettering
shall be in the ten (10) inch uppercase. Suffixes are to be five- (5) inch uppercase letters. Lettering
for supplementary to indicate the type of street or section shall be at least four (4) inches where a
two-line application is desired or three (3) inches where a three-line application is desired.
592.02.01 Borders
Reserved.
592.02.02 Spacing
Interline spacing shall be approximately one half (1/2) to three-fourths (3/4) the average of uppercase
letter heights in adjacent lines of letters. The spacing to the top and bottom borders shall be equal.
The lateral spacing to the vertical edges shall be essentially the same as the height of the largest
letter. Spacing used in words, words and arrow, a letter and arrow, or a word and numeral in a line
copy should be approximately one (1) to one and one half (1 1/2) times the uppercase letter height
used in that line of copy.
592.02.03 Arrows
Arrows shall be in accordance to the MUTCD standards as illustrated in the Standard Highway Sign
Handbook.
592.02.04 Color
Letters and numbers are to be white on a green background face. When a “Town Logo” is required,
the Town approved logo shall be used.
592.02.05 Sign Housing
The street name sign shall be free swinging or limited swinging. Sign fixture and panels shall
withstand 90 mph wind loading, with structural requirements meeting AASHTO “Standard
Specifications for Structural Supports for Highway Signs, Luminars and Traffic Signals” latest edition.
Illuminated street name housing shall be constructed of extruded aluminum. The design shall be
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-33
rigidly constructed to resist torsional twist and warp. All ferrous parts shall be galvanized or cadmium
plated. The front and back sign panels of the cage shall be hinged, to provide access to
the lamps. Neoprene gaskets shall be installed between the sign panels frame and fixture housing
to prevent dust and water entrance. The latching devices can be either screw type or latch type to
provide a secured attachment of the sign face to the case. Screened weep holes are to be provided
on the housing bottom for drainage. The overall weight of the completed sign assembly, including
mounting brackets, shall not exceed 90 pounds.
592.02.06 Illumination Source
The entire surface of the sign panel shall be evenly illuminated. The illumination source shall be
fluorescent lamps, powered for low temperature operation. There shall be separate ballast for each
fluorescent lamp. Photoelectric controls are required and shall be the “hail resistant” type and of the
load intended. The reflectors shall have a minimum reflectance of 85%.
592.02.07 Final Layout
Final layout and lettering details are to be submitted to the Town prior to fabrication.
592.03 Stop Signs
Stop signs shall be installed at all approaches to streets designated by the Town as through streets.
Stop signs shall be mounted on the same support posts as street name signs where possible.
592.04 Other Signs
Twenty-five (25) MPH speed limit signs shall be installed at all subdivision entrances. Speed limit
signs, school signs, and crosswalk signs shall be installed at locations designated by the Town
Engineer.
592.05 Private Street Signs
All subdivisions with private streets shall install private street signs as shown in Standard Details-
Streets at all entrances to the private streets.
593.00 Striping
The Contractor shall submit a striping plan to the Town Engineer for acceptance prior to beginning
work. The striping plan shall meet the requirements for such work as outlined in the MUTCD.
Yellow centerline and lane line markings shall be applied to streets designated by the Town as
through streets. All temporary striping and markings of roadways shall consist of paint pavement
marking materials conforming to Section 713 of the CDOT Standard Specifications for Road and
Bridge Construction and installed per Section 627 of the CDOT Standard Specifications for Road
and Bridge Construction all striping and markings of roadways minus the top lift shall consist of
paint pavement marking materials conforming to Section 713 of the CDOT Standard
Specifications for Road and Bridge Construction and installed per Section 627 of the CDOT
Standard Specifications for Road and
Bridge Construction. All striping of the top-lifted roadways shall consist of epoxy pavement
marking material conforming to Section 713 of the CDOT Standard Specifications for Road and
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-34
Bridge Construction and installed per Section 627 of the CDOT Standard Specifications for Road
and Bridge Construction. All markings of the top-lifted roadways shall consist of preformed
thermoplastic marking material conforming to Section 713 of the CDOT Standard Specifications
for Road and Bridge Construction and installed per Section 627 of the CDOT Standard
Specifications for Road and Bridge Construction. Standard twelve (12) inch wide stop bars shall
be provided at all stop locations and intersections adjacent to schools, parks, commercial, and
other areas as determined by the Town. Crosswalks will be marked with two (2) foot by eight (8)
foot bars, and layout shall conform to CDOT M&S Standards, typical pavement markings,
Standard Plan No. S-627-1.
594.00 Sign Supports
All sign supports or posts shall conform to specifications for perforated square steel tubing and to
Standard Specifications for Cold Rolled Carbon Steel Sheets, Commercial Quality, ASTM
Designation A-366. The cross section will be square and consist of ten (10) gauge or twelve (12)
gauge steel (0.135” U.S.S. Gauge or 0.105” U.S.S. Gauge) carefully rolled to size and continuously
welded at the corner and will conform to CDOT M&S Standards, Mounting Data, Standard Plan No.
S-614-3. Sign sizes not included in this data shall be:
Total Sign Area Side Dimensions
Less than 800 sq. inches 2” x 2”
800 to 1000 sq. inches 2” x 2”
Over 1000 sq. inch CDOT S-614-3
The finished members shall be straight and have a smooth, uniform finish. It will be possible to
telescope consecutive sizes of tubes freely with a minimum amount of play. All holes and cut-off
ends shall be free from burrs. Seven-sixteenth (7/16) inch diameter holes shall be punched on one
(1) inch centers on all sides of the tube. All posts shall be weather protected by galvanizing. Posts
shall be formed from cold rolled steel strip that has been zinc coated and is commercial quality (1.25
oz.) conforming to ASTM Specification A-525.
595.00 Street Lighting Procedure To A High Source
The developer shall submit a written request for street light design to the electrical utility company
(United Power) along with three sets of street and utility plans and one copy of the plat map. The
electrical utility company shall submit the final design to the Town Engineer for review and
approval. Developer shall pay the electrical utility company the total costs of installation for all
street lighting within thirty (30) days of receipt of written notice.
The developer shall coordinate the location of the mail boxes and the street lighting with the United
States Postal Service to ensure adequate light is available at each mail box. Lighting shall conform
to the requirements of the United Postal Service.
All luminaries for street lighting must be LED and have written approval of the Director of Planning
and Development prior to installation.
The spacing and illumination which will be used is set forth in Table 900-1:
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-35
TABLE 500-1
Street Type Average
Foot Candles
Lamp
Lumens
Pole Spacing
Local Residential 0.15 9,500 300' ± *
Rural Residential 0.15 9,500 At Intersections
Collector 0.25 9,500 to
27,500
200' ± *
Arterial 0.50 27,500 150' ± *
* Poles shall be placed on alternating sides of the street.
595.01 Residential Street Lighting
All intersections and cul-de-sac bulbs shall have a minimum of one light. If a segment of street
between intersections is greater than 450 feet and less than 600 feet, a light shall be installed at
the center of the segment. A light shall also be placed at all community mailboxes and trail
crossings. Residential lighting shall be 25 feet in height unless otherwise approved by the Town.
595.02 Collector Street Lighting
Collector lighting shall be 250 watt equivalent luminaries on metal or fiberglass poles 25 feet in
height. The light fixture shall have a flat lens and the poles shall be dark in color unless otherwise
approved by the Town. A minimum of two lights shall be placed on diagonal corners at all
intersections and on all corners of a signalized locations. A light shall also be placed at all
community mailboxes and trail crossings. Collector lighting shall be 25 feet in height unless
otherwise approved by the Town.
595.03 Arterial Street Lighting
Arterial lighting shall be 250 watt equivalent luminaries on metal or fiberglass poles, 35 feet in
height. The light fixture shall be 35 feet in height, have a flat lens, and on 10-foot long mast arms
unless otherwise approved by the Town. The poles shall be dark in color unless otherwise
approved by the Town. A minimum of two lights shall be placed on diagonal corners at all
intersections and on all corners of signalized locations.
ROADWAY & ASPHALT DESIGN SECTION 500
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 500-36
TABLE 500-3
STREET DESIGN CRITERIA
Design Element Principal
Arterial
Minor
Arterial
Collector Residential
Collector
Local Street
Right-of-way Width 140’ 120’ 80’ 70’ 60’
Flow Line Curb Radius - Arterial 50 50 30 30 **
Flow Line Curb Radius - Collector 30 30 25 25 20
Flow Line Curb Radius - Local ** ** 20 20 15
Design Speed 55 mph 50 mph 45 mph 30 mph 25 mph
Typical Posted Speed Limit * 45 mph 40 mph 35 mph 25 mph 25 mph
Maximum Degree of Curve
(degrees)
6 7.4 12 32.7 32.7
Minimum Curve Radius (feet) 955 775 475 300 175
Cross Slope without Super
Elevation
Maximum 4% - Minimum 2%
Super Elevation Maximum 4% required Reverse
crown
Normal crown Normal crown Normal crown
Maximum Street Grade 5% 5% 6% 6% 6%
Minimum Street Grade 0.4%
Maximum Grade at Intersection 2% for 300’ 3% for 300’ 4% for 150’ 4% for 150’ 4% for 150’
Min. Approach Tangent @
Intersections
300’ 300’ 200’ 200’ 100’
Min. Tangent Between Vertical
Curves
50’
* Posted speeds limits may be changed from based on current engineering studies in accordance with the
current State of Colorado Model Traffic Code.
** Intersections of Local streets and Arterial streets are not allowed.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-1
SECTION 600 WATER SYSTEM
SECTION PAGE
610.00 DESIGN CRITERIA ............................................................................................. 600-4
610.01 General ......................................................................................................... 600-4
611.00 Design Flow Requirements ........................................................................... 600-4
612.00 Operating Pressure Requirements ............................................................... 600-5
613.00 Fire Hydrant Spacing ..................................................................................... 600-5
614.00 Fire Lines ........................................................................................................ 600-5
615.00 Distribution System Layout .......................................................................... 600-5
616.00 Valve Spacing and Marking ........................................................................... 600-5
617.00 Air Relief Valves ............................................................................................. 600-6
618.00 Temporary Blow-off Valves ........................................................................... 600-6
619.00 Pipe ................................................................................................................. 600-6
619.01 Hydraulic Design ........................................................................................... 600-6
619.02 Location (Typical) .......................................................................................... 600-6
619.03 Pipe Deflection .............................................................................................. 600-7
619.04 Minimum Depth ............................................................................................. 600-7
619.05 Service Connections ..................................................................................... 600-7
620.00 GENERAL PROVISIONS .................................................................................... 600-7
621.00 General ........................................................................................................... 600-7
622.00 Permits Required ........................................................................................... 600-7
623.00 Maintenance of Traffic ................................................................................... 600-7
624.00 Irrigation Rain Sensor ................................................................................... 600-8
630.00 WATER MAIN CONSTRUCTION ..................................................................... 600-8
631.00 Site Work and Earthwork .............................................................................. 600-8
631.01 Trenching, Backfilling and Compacting ......................................................... 600-8
631.02 Preservation of Monuments .......................................................................... 600-8
632.00 Materials ......................................................................................................... 600-8
632.01 General ......................................................................................................... 600-8
632.02 Pipe .............................................................................................................. 600-8
632.03 Polyethylene Wrap for Ductile Iron Pipe ........................................................ 600-9
632.04 Fittings .......................................................................................................... 600-9
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-2
632.05 Gate Valves .................................................................................................. 600-9
632.06 Butterfly Valves ........................................................................................... 600-10
632.07 Pressure Reducing Valves .......................................................................... 600-10
632.08 Fire Hydrants .............................................................................................. 600-11
632.09 Valve Boxes ................................................................................................ 600-12
632.10 Air Relief Valves ......................................................................................... 600-12
632.11 Temporary Blow-off Assembly .................................................................... 600-13
632.12 Vaults .......................................................................................................... 600-13
632.13 (Left Blank Intentionally) .............................................................................. 600-13
632.14 (Left Blank Intentionally) .............................................................................. 600-13
632.15 Sump Pits for Vaults and Manholes ............................................................ 600-13
632.16 Vent Pipes .................................................................................................. 600-13
632.17 Corrosion Protection Systems ..................................................................... 600-14
632.18 Tracer Wire and Warning Tape ................................................................... 600-14
632.19 Bedding Materials ....................................................................................... 600-14
632.20 Concrete ..................................................................................................... 600-14
632.21 Plastic Liner Pipe (slip lining) ...................................................................... 600-15
632.22 Steel Casings for Bores .............................................................................. 600-15
633.00 Installation .................................................................................................... 600-15
633.01 General ....................................................................................................... 600-15
633.02 Alignment and Grade .................................................................................. 600-15
633.03 Protection of Existing Underground Utilities ................................................ 600-15
633.04 Interruption of Services ............................................................................... 600-15
633.05 Pipe Installation .......................................................................................... 600-15
633.06 Thrust Blocking, Restrained Joints and Fittings ........................................... 600-17
633.07 Setting Valves and Hydrants ....................................................................... 600-17
633.08 Plastic Liner Pipe (Slip lining) ...................................................................... 600-18
633.09 Steel Casing and Carrier Pipe Installation ................................................... 600-18
633.10 Test Stations ............................................................................................... 600-18
633.11 Plugging of Dead Ends ............................................................................... 600-18
633.12 Filling and Venting the Line ......................................................................... 600-18
633.13 Disinfection and Flushing of Mains and Fire Lines ...................................... 600-19
633.14 Leakage ...................................................................................................... 600-19
633.15 (Left Blank Intentionally) .............................................................................. 600-19
633.16 Inspections.................................................................................................. 600-19
634.00 NON-POTABLE WATER SYSTEM ............................................................... 600-20
634.01 General ....................................................................................................... 600-20
634.02 Design/Sizing .............................................................................................. 600-20
634.03 Non-Potable Water Main Materials ............................................................. 600-20
634.04 Valve Boxes: ............................................................................................... 600-20
634.05 Warning Notification on Lines and Tape ...................................................... 600-20
634.06 Non-Potable Water Main Installation ........................................................... 600-20
640.00 WATER SERVICE LINE CONSTRUCTION ...................................................... 600-20
641.00 General ...................................................................................................... 600-20
641.01 Excavation .................................................................................................. 600-21
642.00 Equipment and Materials............................................................................. 600-21
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-3
642.01 General ....................................................................................................... 600-21
642.02 Service Lines .............................................................................................. 600-21
642.03 Service Saddles .......................................................................................... 600-21
642.04 Meters ......................................................................................................... 600-21
642.05 (Left Blank Intentionally) .............................................................................. 600-21
642.06 (Left Blank Intentionally) .............................................................................. 600-21
642.07 Outside Meter Settings................................................................................ 600-21
642.08 Inside Meter Setting and Remote Readers.................................................. 600-22
642.09 Meter Bypass Line ...................................................................................... 600-22
642.10 Meter Check Valves .................................................................................... 600-22
642.11 (Left Blank Intentionally) .............................................................................. 600-22
642.12 Meter Yokes (Copper Setters)..................................................................... 600-22
642.13 Residential Meters ...................................................................................... 600-22
642.14 Residential Meter Pits and Covers .............................................................. 600-22
642.15 Corporation Stops ....................................................................................... 600-23
642.16 Curb Stops .................................................................................................. 600-23
642.17 Curb Stop Service Boxes ............................................................................ 600-23
643.00 Tapping the Main ......................................................................................... 600-23
644.00 Inspection ..................................................................................................... 600-23
645.00 NON-POTABLE WATER SERVICES. ........................................................... 600-23
645.01 General ....................................................................................................... 600-23
645.02 Non-Potable Water Service Line Materials .................................................. 600-24
645.03 Warning Notification on Non-Potable Water Service Line and with Tape .... 600-24
645.04 Meters and Meter Pits ................................................................................. 600-24
645.05 Non-Potable Water Service Line Installation ............................................... 600-24
650.00 PUMPING FACILITIES ..................................................................................... 600-24
651.00 General ......................................................................................................... 600-24
652.00 Design Criteria ............................................................................................. 600-25
652.01 Pumps and Pump Station ........................................................................... 600-25
652.02 Controls and Supervisory Control and Data Acquisition (SCADA) ............... 600-25
652.03 Site Improvements ...................................................................................... 600-25
660.00 TRENCHING, BACKFILLING AND COMPACTING .......................................... 600-25
670.00 RESTORATION AND CLEANUP ...................................................................... 600-25
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-4
SECTION 600 WATER SYSTEM
610.00 DESIGN CRITERIA
610.01 General
All water distribution systems shall comply with the requirements of the STANDARDS AND
SPECIFICATIONS for water main and service line construction and may include special criteria
established by the Town for the overall hydraulics of the water utility system. Special criteria shall
be outlined at pre-design meetings scheduled, as determined necessary, by the Town Engineer. The
requirements set forth in the latest edition of the Denver Water Board Engineering Standards shall
apply for information omitted in these STANDARDS AND SPECIFICATIONS. The developer and/or
developer’s engineer must consult with the Fire District to review any special conditions that exist of
that need to be addressed in the design of the Town’s water utility system.
610.02 Water Supply
Potable water is supplied to the Town by the Central Weld County Water District (CWCWD) via the
Town owned Cleveland Hill water tank (1/2 mile south of WCR 16 on WCR 17). The base of the
tank is at an elevation of approximately 5100 MSL and is 40 feet tall.
611.00 Design Flow Requirements
The design of the water distribution system shall be based on the following:
UNIT WATER DEMANDS FOR FUTURE LAND USE
Land Type Avg. Demand Max. Day/Avg. Day Max. Hr./Flow Ratio
Residential 140 GPCD* 2.60 3.9
Commercial 1651 GPD/Acre 2.00 3.0
Industrial 1651 GPD/Acre 1.32 3.0
*Gallons Per Capita/Day
Fire flows may be calculated from more than one hydrant, providing the hydrants used are directly
accessible to all possible fire locations in the area served. Fire flows, per Frederick-Firestone
Fire Protection District, shall be:
A. Available fire flow must be 20 psi residual minimum.
B. Minimum fire flow (2 hour duration) for any newly developed areas:
1. 1 and 2 family units .....................................................1,000 gpm
2. Multi-family units .........................................................1,500 gpm
3. Institutional development ............................................2,000 gpm
4. Commercial development ...........................................2,500 gpm
5. Industrial development ................................................3,500 gpm
Note: above fire flow requirements may be increased due to type of construction and size of
building, per direction of the Fire Marshall.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-5
612.00 Operating Pressure Requirements
All areas shall be designed to provide a maximum static head of two hundred ninety (290) feet
(one hundred twenty five [125] psi) and a minimum static head of one hundred (100) feet (forty-
three [43] psi). Distribution systems shall also be designed to maintain a twenty (20) psi residual
pressure during required fire flow and a forty- (40) psi residential residual during peak residential
flows. The maximum pressure drop from static head to either fire flow or peak residential flow
shall not exceed thirty- (30) psi.
613.00 Fire Hydrant Spacing
In single-family residential areas, fire hydrants shall be spaced a maximum of five hundred (500) feet
apart as measured along street curb line and at an overall spacing that will average not less than
one hydrant to two hundred thousand (200,000) square feet accessible to the fire hydrant throughout
an individual subdivision. A hydrant shall be placed in the end of each cul-de-sac.
In business, industrial, and high-density residential areas, hydrants shall be spaced not greater than
three hundred feet (300) apart or as approved by Frederick-Firestone Fire Protection District.
614.00 Fire Lines
The property owner shall maintain all fire lines extending from the valve on the Town water main.
Valves on newly constructed fire lines shall be located on the tee at the main line. Fire lines are to
be used exclusively for fire protection. Domestic water taps and/or irrigation taps shall not be allowed
on the fire line. Fire lines valve boxes will have “FIRE” printed on the valve lid instead of “WATER”.
615.00 Distribution System Layout
Distribution mains and lateral lines shall be located as indicated on the accepted plans, and shall be
a minimum of eight inch (8) diameter pipe.
Dead ends shall be minimized by looping whenever possible. Lines at ends of long cul-de-sacs shall
be looped along lot lines to adjacent streets. Dead ends shall be provided with a fire hydrant.
Mains and laterals shall be extended to the boundaries of Filings and completely across the frontage
of individual lots.
616.00 Valve Spacing and Marking
Valves shall be placed with a maximum spacing of six hundred (600) feet in all distribution mains
and lateral lines. Valve layout shall be designed such that future repairs or maintenance may be
isolated with disruption of service to as few customers as possible. Valves shall also be placed to
insure that only one hydrant will be out of service in the event of a line break.
Tees shall require three (3) valves. Crosses shall require four (4) valves. For a succession of short
blocks perpendicular to the direction of the distribution main and without residential or commercial
services between, one or more intersection(s) shall have the valve in that direction omitted, but must
maintain the six hundred (600) foot maximum spacing requirement.
Valves shall also be placed at each end of a line running through an easement on private property,
on each side of a major creek or channel crossing, and on each side (at property lines extended) of
a distribution line that provides service to a hospital, school or large industrial user.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-6
617.00 Air Relief Valves
Air relief valves shall be installed at each high point in all distribution mains and at high points of
lateral lines as may be required by the Town Engineer.
Air relief valves shall be installed in precast manholes or vaults fitted with air vents open to the
atmosphere and in accordance with the Standard Drawings. (Also see Section 632.10 Air Relief
Valves).
618.00 Temporary Blow-off Valves
Provisions shall be included in the design to allow for the flushing of distribution mains and lateral
lines at any low point in the system, or at any point noted on the accepted plans. Fire hydrants
shall be used for all permanent blow-offs, however for temporary dead end waterlines, a
temporary blow off valve may be permitted. The blow-off assembly shall be installed perpendicular
to and on the downhill side of the main or line and shall drain to the nearest gutter line or drainage
channel. The blow-off assembly standpipe must have a threaded end to accept a fire hose
coupling. The top of the standpipe shall be between four to six inches (4” - 6”) below grade in
accordance with the Standard Drawings.
619.00 Pipe
All pipe used for distribution mains and lateral lines having a diameter of twelve inches (12") or less
shall be PVC pipe unless otherwise approved in writing by the Town Engineer. Distribution mains in
excess of twelve inches (12") in diameter shall be subject to approval and as directed by the Town
Engineer. The design engineer will specify the pipe class as required for specific project conditions
(see Section 632.00).
619.01 Hydraulic Design
All pipes shall be designed to provide a maximum velocity of ten feet (10') per second. Distribution
mains and lateral lines shall be designed using the Hazen-Williams friction coefficients and maximum
head losses noted below:
Pipe Size Hazen-Williams Friction Coeff. Max. Head Loss
8" - 12" C-100 2' per 1,000'
14" - 16" C-110 2' per 1,000'
20" C-130 1.5' per 1,000'
Over 20" As directed by the Town Engineer
619.02 Location (Typical)
Water mains will typically be located ten feet (10') north or west of the centerline of the street
unless otherwise approved by the Town Engineer.
At street intersections, valves will be located at tees or cross with 5’ of separation between valves.
Fire hydrant gate valves shall be placed at swivel tee. All fire hydrants shall have a restrained
connection directly to the tee off the main (see the Standard Drawings).
In all instances, the water mains shall extend to the boundary line of the property or subdivision
served. A main serving one lot shall extend the entire way across the frontage for that lot. Mains
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-7
serving a subdivision shall extend to the center of boundary streets, to boundary lines or to the
outside of paved areas as may be noted on the accepted plans.
619.03 Pipe Deflection
Changes in direction of waterline pipe shall require bends in all instances. Axial deflection at the
joints shall not be allowed.
619.04 Minimum Depth
All pipe shall be installed with a minimum of five feet (5’) of cover from finished grade of street to the
top of the pipe barrel. Trenching, backfilling and compacting shall be completed in accordance with
Section 350.00, Trenching, Backfilling and Compacting, of these STANDARDS AND
SPECIFICATIONS.
619.05 Service Connections
See Section 640.00 of these STANDARDS AND SPECIFICATIONS for details on Town standards
for service stub-ins and house service connections.
620.00 GENERAL PROVISIONS
621.00 General
All water main construction within the Town and all water service line construction connecting to the
Town's water mains shall be done in accordance with these STANDARDS AND SPECIFICATIONS
and the accepted plans and shall apply to new water system construction as well as to repairs to
existing facilities.
When special conditions are encountered or deviations from these STANDARDS AND
SPECIFICATIONS are required by the Town Engineer, and such changes are in the best interests
of the Town, the decision of the Town Engineer shall be final.
622.00 Permits Required
A public improvement permit shall not be issued until the Town Engineer has accepted the water
main plans. A pre-construction meeting with the Town Inspector and Town Engineer, the Developer
and the Contractor shall be scheduled and completed prior to the commencement of any
construction. The Town Engineer shall be notified two (2) working days (forty-eight [48] hours) before
construction is to begin.
623.00 Maintenance of Traffic
When street cuts are required for water facilities construction, the following conditions shall be met
to avoid interference with traffic:
A. Street service cuts shall be open only between 9:00 a.m. and 4:00 p.m.
B. Two-way traffic shall be maintained at all times around the construction area. A
Traffic Control Plan (TCP) must be prepared in accordance with Section 141.08,
Traffic Control, Barricades and Warning Signs, of these STANDARDS AND
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-8
SPECIFICATIONS and submitted to the Town Engineer for his approval prior to the
commencement of construction.
624.00 Irrigation Rain Sensor
All new public and private irrigation systems shall include an automatic electromechanical interrupt
which engages to interrupt the irrigation system during a rainfall event (i.e. rain sensor). The device
shall be a Hunter model Rain-Clik or approved equal.
630.00 WATER MAIN CONSTRUCTION
631.00 Site Work and Earthwork
Earthwork shall be performed in accordance with Section 340.00, Earthwork, of these STANDARDS
AND SPECIFICATIONS.
631.01 Trenching, Backfilling and Compacting
Trenching, backfilling and compacting shall be performed in accordance with Section 350.00,
Trenching, backfilling and Compacting, of these STANDARDS AND SPECIFICATIONS.
631.02 Preservation of Monuments
Refer to Section 141.00, Protection of Public and Utility Interests, of these STANDARDS AND
SPECIFICATIONS.
632.00 Materials
632.01 General
All references cited in these STANDARDS AND SPECIFICATIONS as the Denver Water Board
Specifications shall mean the latest edition of the Engineering Standards of the Board of Water
Commissioners of Denver, Colorado.
632.02 Pipe
All pipe for waterline construction shall be as described in Section 619.00 of these STANDARDS
AND SPECIFICATIONS.
PVC Pipe: All PVC pressure pipe in sizes up through twelve inches (12") in diameter shall be in
conformance with AWWA C-900 or AWWA C-909 Class 150 and have a minimum working pressure
of 150 psi (DR-18).
PVC pressure pipe in sizes fourteen inches (14") through forty-eight inches (48") in diameter shall
be in accordance with AWWA C905-97 and have a minimum working pressure of 165 psi (DR-25).
PVC pressure pipe fourteen inches (14") through forty-eight inches (48") in diameter and having an
operating pressure in excess of 125 psi, or when required by the Town Engineer, shall have a
minimum working pressure of 235 psi (DR-18).
Installation of PVC pipe shall be in accordance with the manufacturer’s recommendations and these
STANDARDS AND SPECIFICATIONS.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-9
Ductile Iron Pipe - All ductile iron pipe shall be in compliance with AWWA C151. Class designation
shall be as shown on the accepted plans or as designated by the Town Engineer for each individual
project. Joints shall be mechanical or push-on, in conformance with AWWA C111. Ductile iron pipe
shall have a standard cement mortar lining in conformance with AWWA C104, and a bituminous
outside coating approximately one (1) mil thick. Each pipe shall be marked with the weight, class
designation and size.
632.03 Polyethylene Wrap for Ductile Iron Pipe
The Polyethylene encasement material shall be in accordance with Section 632.17 of these
STANDARDS AND SPECIFICATIONS.
632.04 Fittings
Ductile iron fittings shall be in conformance with AWWA C110 and/or C153. Class designation shall
be compatible with the pipe class designated for the project. Joints shall be either mechanical, push-
on type or integral restrained joints conforming to the requirements of AWWA, rubber gasket joints
shall be in conformance with AWWA C111. A standard thickness cement mortar lining shall be
applied in conformance with AWWA C104. All fittings shall receive a bituminous outside coating
approximately one (1) mil thick or lined and coated with fusion banded epoxy coating in accordance
with AWWA C116.
632.05 Gate Valves
Gate valves in sizes four inches (4") to twelve inches (12") shall be of the ductile iron body, non-rising
bronze stem, resilient-seated type manufactured in accordance with AWWA standard C515 with the
specific requirements outlined.
General: Valves shall provide zero leakage at working pressures up through two hundred and fifty
(250) psi in either direction. They shall open left and be furnished with a two-inch (2") square
operating nut (underground) or hand wheel (vault) as indicated. End connections shall be furnished
with all necessary joint materials and shall have a full opening flow way of equal diameter to the
nominal size of the connecting pipe.
Design: The disc shall have an integrally cast ASTM B-62 ductile iron stem nut to prevent twisting or
angling of the stem. The disc casting shall be open on one side so as to form no cavities for the
accumulation of solids and permit the application of the protective coating. The sealing mechanism
shall consist of a replaceable, contoured natural rubber disc seat ring internally reinforced by a steel
ring and molded separately from the disc. The seat ring shall be secured to the disc with self-locking
stainless steel screws and shaped so that it cannot be installed improperly. The seat ring shall seal
against an accurately formed machined surface in the valve body.
Valves shall be provided with three (3) O-ring stem seals with two (2) placed above and one (1)
below the thrust collar. The two (2) upper O-rings shall be replaceable with the valve fully open and
under pressure. The area between the O-rings shall be filled with a lubricant to reduce friction and
to lubricate the O-ring each time the valve is operated. An anti-friction washer shall be placed above
the thrust collar to further minimize operating torque. Structural design of the valve shall be such that
if excessive torque is applied to the stem, failure of the pressure retaining parts will not occur. Stem
failure under such conditions shall occur externally at such a point as to enable the stem to be safely
turned by use of a pipe wrench or other such readily available tool after exposure of the valve. The
stem shall then be replaceable through removal of the two-bolt stuffing box.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-10
Coating: Coatings shall be equal to or exceed AWWA C550-81 and the specific requirements
outlined. All internal ferrous metal surfaces shall be fully coated, holiday free, to a minimum thickness
of four (4) mils. The coating shall be a two-part thermosetting epoxy suitable for field over-coating
and for touchup with the same coating material without special surface preparation or extreme heat.
The supplier shall furnish detailed performance tests of adhesion, hardness and abrasion resistance
of the furnished coatings. Coatings shall have a successful record of performance in valves, pipe or
other allied equipment, for a minimum of ten (10) years.
632.06 Butterfly Valves
All valves having a nominal diameter of greater than twelve (12) inches or greater shall be geared
butterfly valves designed for direct burial and shall conform to AWWA specification C504, Class 150-
B. Valves shall be of the tight closing rubber seat type with rubber seats which are bonded to the
valve body. No metal-to-metal sealing surfaces will be permitted. Valves shall be bubble tight at one
hundred fifty (150) psi rated pressure with flow in either direction. Valve discs shall rotate 90 degrees
from the full open position to the tight shut position. Butterfly valves used with Class 200 PVC shall
include a standard pipe spacer to allow for unobstructed movement of the valve. Coatings shall
conform to standards specified in Section 632.04. Valve bearings shall be sleeve-type corrosion-
resistant, and self-lubricating with the load not to exceed twenty-five hundred (2500) psi.
Valve operators shall be the traveling nut type designed to withstand three hundred (300) foot pounds
of input torque at full open or closed positions without damage to the valve or operator; shall be fully
gasketed, grease packed, and designed to withstand submersion in water to ten (10) psi; and shall
close with a clockwise rotation of a two inch (2") square AWWA nut, seventeen (17) to thirty (30)
turns depending upon size. Hydrostatic and leakage tests shall be conducted in accordance with
AWWA C504, Section A.6.
632.07 Pressure Reducing Valves
Pressure reducing valves shall be installed at the location(s) noted on the accepted plans. This valve
shall be capable of maintaining a constant downstream pressure regardless of varying inlet pressure.
This valve shall be a hydraulically operated, diaphragm-actuated, globe or angle pattern valve. It
shall contain a resilient, synthetic rubber disc, having a rectangular cross-section, contained on three
and one-half (3-1/2) sides by a disc retainer and forming a tight seal against a single removable seat
insert. The diaphragm assembly containing a valve stem shall be fully guided at both ends by a
bearing in the valve cover and an integral bearing in the valve seat. This diaphragm assembly shall
be the only moving part and shall form a sealed chamber in the upper portion of the valve, separating
operating pressure from line pressure. The diaphragm shall consist of nylon fabric with synthetic
rubber and shall not be used as a seating surface. Packing glands and/or stuffing boxes are not
permitted and there shall be no pistons operating the valve or pilot controls. All necessary repairs
shall be made possible without removing the valve from the line. The valve shall be furnished with
indicator rod to show valve position.
The pilot control shall be a direct-acting, adjustable, spring-loaded, normally open, diaphragm valve,
designed to permit flow when controlled pressure is less than the spring setting. The control system
shall include a fixed orifice.
The valves shall be Clayton 90-01BYKC and/or a Clayton 90-01ASKC Pressure Reducing Valve
manufactured by Cla-Val Co., or an approved equal. The bypass valve shall be 2-inch for main line
sizes up to 12-inch. Main sizes larger than 12-inch will require an engineered design submitted for
review and approval.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-11
All pressure reducing valves shall be 150 class. Distribution main and lateral line pressure reducing
valves shall be installed in a vault and contain parallel valves for high and low flow ranges. Piping
must be ductile iron through the vault walls extending three (3) feet past the vault walls and shall be
as shown on the Standard Drawings. Oil filled differential gauges shall be installed.
The calibration of the pressure reducing valves shall be the responsibility of the Developer or
Contractor installing the valves. The Town shall be notified prior to scheduling the calibration. The
calibration shall be to the satisfaction of the Town.
632.08 Fire Hydrants
Fire hydrants shall conform to the requirements of AWWA standard for dry-barrel fire hydrants
(ANSI\AWWA C-502-85), and in addition, shall be listed by Underwriters Laboratories and Factory
Mutual Research Corporation. Casting marks or other permanent means shall be used to identify
the fire hydrant as conforming to these standards.
Fire hydrants shall also conform to the following supplementary specifications:
A. Hydrants shall be rated at 1.5 times the operating line pressure and tested at 500
PSI per Section 5.1 of AWWA C502. Production testing of each hydrant shall be
performed at 500 psi to assure proper assembly and operation and detection of
any imperfections. All iron parts as designated in Section 3.1.2 of AWWA C502-85
shall be ductile iron – Class 52.
B. The bury depth (distance from ground line to insert of the hydrant inlet) shall be
specified here in after or as shown on drawing.
C. Nozzles shall be two 2-1/2" hoses 180 degrees apart and one 4-1/2" pumper. All
nozzles shall be at the same elevation. Nozzle threads shall be National Standard
Fire Hose coupling screw thread as described in Appendix A of AWWA C502,
unless otherwise specified. Nozzles caps shall be provided with chains and
gaskets. Nozzles caps shall have nut configuration the same as the hydrant-
operating nut. Nozzles shall be reverse threaded into the upper barrel and
mechanically locked in place.
D. Hydrant main valve shall be 5-1/4" (or 4-1/2" specified one or the other) minimum
and shall be of the full compression design, opening against and closing with the
pressure. The main valve seat ring shall thread into a bronze sub-seat and all
gaskets sealing the seat ring shall be on a bronze-to-bronze seating surface. The
seat ring threads shall not serve as pressure seal. The entire valve and rod
assembly shall be removable by use of a small lightweight seat removal wrench.
E. The drain valves shall allow complete drainage of all residual water in the hydrant.
The circumferential drain passage inside the hydrant shall be bronze on all
surfaces. The draining system of the hydrant will be bronze, with a sliding bronze
drain valve. Sliding drain valves made of rubber, plastic, or leather will not be
allowed.
F. All exterior bolting and fasteners below the ground line shall be plated steel.
G. Hydrants shall be the breakaway types with a frangible ground line and rod
coupling designed to break upon traffic impact to prevent further damage to the
hydrant and connecting pipe. The frangible coupling shall allow the upper section
to be rotated to any desired position. Couplings, which employ lug devices or a
breakaway barrel, are not acceptable. Frangible bolts are not acceptable due to
the possibility for the use of non-frangible bolts.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-12
H. Hydrant operating nut shall be ductile iron and shall be pentagonal in shape, 1-
1/2" point to flat (AWWA Standard). The operating nut shall also function as a
weather shield. Hydrant shall open left (counter clockwise).
I. The operating machine shall utilize two (2) O-ring seals between the revolving nut
and bronze-sheathed upper section of the valve rod. The top of the rod shall also
be fitted with a travel stop nut to limit downward travel on the rod. All-weather
grease shall be used to provide permanent lubrication. A thermoplastic trust
washer shall be used to reduce friction in the trust collar while opening the hydrant.
J. The hydrant inlet shall be either mechanical joint or tyton joint restraint, if specified
shall be accomplished for mechanical joint by use of mechanical joint gripper
glands and for tyton joints with field-lock gaskets.
K. Hydrants shall be painted red and shall be repainted at time of final acceptance.
Hydrants for non-potable use shall be painted purple.
L. Manufacturer shall certify that the hydrants furnished meet this specification.
M. Fire hydrants shall be Waterous Pacer WB-67-250 or Mueller Super Centurion
250, A423.
632.09 Valve Boxes
All buried valves shall be provided with a valve box. Valve boxes shall be gray cast iron, ASTM A48
Class 20A, two (2) piece adjustable screw boxes with a round base and a five and one-fourth (5-1/4)
inch screw-type shaft suitable for depth of cover as required. Valve box lids for water lines shall be
marked with the word "WATER,” valve box lids for fire lines shall be marked “FIRE,” and valve box
lids for Non-Potable water lines shall be marked “NON-POTABLE WATER.”
All valves set at greater than normal depth shall have an extension stem provided and installed with
the valve box so that the valve may be operated with a standard seven (7) foot valve key. A valve
operating nut at six (6) foot or greater below final grade shall have an extension stem provided to
bring the operating nut to a depth of four (4) feet below final grade. Coatings shall conform to
standards specified in Section 632.05. The Town Engineer shall accept valve boxes and final grade
only when the final grade is completed.
Boxes shall be Tyler Pipe screw-type cast iron valve box assembly Series 6850, or an approved
equal.
632.10 Air Relief Valves
Air relief valves shall be designed to allow large quantities of air to escape out of the orifice when the
pipeline is being filled and shall close water tight when water enters the valve. To break the vacuum,
the valve shall also allow large quantities of air to enter the pipeline when the pipeline is being
drained, or a break has occurred.
The valve shall consist of a body, cover, baffle, float and seat. The float shall be stainless steel
designed to withstand a maximum pressure of 1,000 psi. All material shall conform to ASTM A126
GR. B and ASTM A240.
Air relief valves shall be installed in a vault in accordance with the Standard Drawings. Galvanized
piping or fittings shall not be allowed, see Section 617.00 Air Relief Valves.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-13
632.11 Temporary Blow-off Assembly
The temporary blow-off shall be through a two-inch (2) ball valve with a two-inch (2) gate valve
operating nut, box, piping and cover. Unless otherwise approved in writing by the Town Engineer, all
piping shall be threaded copper and valves shall be brass. Galvanized piping or fittings are
prohibited. Refer to the Standard Drawings.
632.12 Vaults
Vaults may be precast or poured-in-place and shall be constructed in accordance with these
STANDARDS AND SPECIFICATIONS. Precast vaults shall be so designed that all joints and
corners are waterproof. Precast and poured-in-place vaults shall be made waterproof after
construction by use of sealants, epoxies, or other approved methods.
The vault roof shall be designed to support the overhead fill, any surcharge and an H-20 traffic
loading. Particular care shall be taken in selecting precast vaults that the application not be one of
either shallow or deep cover over the roof. Should the cover over the roof be less than two and one-
half (2-1/2) feet or more than five (5) feet, concern for adequacy of the roof, or the ability to remove
and replace a one (1) piece roof slab resting upon deflecting side walls may dictate a poured-in-place
vault.
Poured-in-place meter vaults shall conform to the Standard Drawings.
632.13 (Left Blank Intentionally)
632.14 (Left Blank Intentionally)
632.15 Sump Pits for Vaults and Manholes
Sumps with a gravity drain line or sump pump, are required for vaults or manholes in areas where
there is a history of seepage into existing vaults and in all telemetry equipment and pressure
regulating valve manholes and vault installations, as determined by the Town Engineer.
Normal practice in constructing a sump is to excavate a thirty- (30) inch diameter hole about three
(3) feet deep. A six-inch (6) floor is poured and allowed to set. Then a twenty-four inch (24) diameter
cardboard tubing is used for an inside form, and concrete is poured behind it approximately three
inches (3) thick.
632.16 Vent Pipes
Unless otherwise approved by the Town Engineer, vent pipes shall be used in vaults and pits to allow
gases to escape. Installations that contain electrical equipment shall have a blower attached to the
vent system. Vent pipes shall be field located at the nearest intersection of the street property line
and the side lot line. Refer to the Standard Drawings.
Above ground vent pipe shall be six (6) inch nominal diameter galvanized steel pipe, Grade 40,
conforming to ASTM Standard Designation A 53 painted black. The vent screen shall be a three
(3/4) fourths inch No. 9-11 flattened expanded galvanized metal screen painted black. Below ground
vent pipe shall be six (6) inch, scheduled 40 PVC with glued joints. A PVC glued joint by standard
pipe thread female adapter shall be used to connect the steel pipe to the PVC pipe at ground level.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-14
632.17 Corrosion Protection Systems
When soil resistivity is less than two thousand five hundred (2,500) ohm-centimeters (OHM-CM), but
greater than one thousand (1,000) OHM-CM, ductile iron pipe may be used, but it must be protected
against corrosion.
632.17.01 Polyethylene Encasement Material
Polyethylene wrap shall be used on all cast iron or ductile iron pipe, fittings, rods, and appurtenances.
Refer to the Standard Drawings. Polyethylene wrap for non-potable use shall be purple.
Twenty-four (24) inch flat width tubing shall be used with four inch (4), six (6) inch and eight (8) inch
diameter pipe. Thirty inch (30) flat width tubing shall be used with all twelve (12) inch diameter pipes.
Thirty-six (36) inch flat width tubing shall be used for sixteen (16) inch diameter pipe. Fifty-two (52)
inch flat width tubing shall be used with twenty (20) inch and twenty-four (24) inch diameter pipe.
Harness rods shall be covered by a four (4) inch wide flat polyethylene tubing. The entire joint shall
be covered by a cigarette-wrap of forty-eight (48) inch wide polyethylene sheet material over each
set of lugs. Irregular shaped valves and fittings shall be covered with a forty-eight (48) inch wide flat
polyethylene sheet material.
632.17.02 Insulators
Insulators shall be installed at the outlet end of the corporation stop. Insulators shall be Ford Service
Insulators or an approved equal for service lines. Refer to the Standard Drawings.
632.17.03 Tape
The polyethylene seams and overlaps shall be wrapped and held in place by means of two-inch wide
plastic-backed adhesive tape. The tape shall be Polyken #900 (polyethylene), Scotchrap #50
(polyvinyl) or equal. The tape shall be such that the adhesive will bond securely to both metal
surfaces and polyethylene film.
632.18 Tracer Wire and Warning Tape
A No. 12 AWG insulated, single strand copper wire shall be attached to all pipes, for the purpose of
future locating, as detailed in the Standard Drawings. A three (3) inch wide, detectable warning tape
shall be installed above all pipe, for the purpose of warning of location of buried pipeline as detailed
in the Standard Drawings. Certification of continuity testing required at time of Initial Acceptance.
632.19 Bedding Materials
Bedding materials shall be in accordance with Section 352.00, Bedding for Pipelines and Service
Lines, of these STANDARDS AND SPECIFICATIONS.
632.20 Concrete
All concrete shall conform to Town Standards for Portland Cement Concrete Work as specified in
Section 400 of these STANDARDS AND SPECIFICATIONS and applicable referenced portions of
the Denver Water Board Specifications.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-15
632.21 Plastic Liner Pipe (slip lining)
Water main slip lining materials shall comply with all applicable requirements of Section 732.09,
Plastic Liner Pipe (slip lining), of these STANDARDS AND SPECIFICATIONS and as herein noted.
632.22 Steel Casings for Bores
Steel casing pipe shall comply with all applicable requirements of Section 732.10, Steel Casings for
Bores, of these STANDARDS AND SPECIFICATIONS.
633.00 Installation
633.01 General
All work shall conform to applicable portions of AWWA C600, "Installation of Ductile Iron Water
Mains", and to the pipe manufacturer's installation instructions except as modified by these
specifications.
633.02 Alignment and Grade
Field parties, under the supervision of a licensed surveyor or a professional engineer, will determine
alignment and grade of the pipe and the location of fittings, valves, and hydrants. The required
minimum depth of cover between the top of the pipe barrel and the finished street grade is four (4)
feet six (6) inches. The water main shall be laid to the required lines and grades with fittings, valves,
and hydrants at the required locations. As-built drawings of pipe alignment, verified by a licensed
surveyor or a professional engineer, shall be furnished to the Town Engineer.
633.03 Protection of Existing Underground Utilities
The Contractor shall be held responsible for the protection of public improvements as stated in
Section 141.00, Protection of Public and Utility Interests, of these STANDARDS AND
SPECIFICATIONS. It shall be the Contractor's responsibility to replace all damaged public
improvements at his own expense.
633.04 Interruption of Services
Interruption of services shall be accomplished in accordance with Section 312.00, Protection of
Public Improvements, of these STANDARDS AND SPECIFICATIONS.
633.05 Pipe Installation
Proper equipment, tools, and facilities shall be provided and used by the Contractor for safe and
convenient performance of the work. All pipe, fittings, valves, and hydrants shall be carefully lowered
into the trench piece-by-piece in such a manner as to prevent damage to pipe materials and to protect
coatings and linings. Under no circumstances shall pipe or fittings be dropped or dumped into the
trench; any pipe or fittings that are dumped shall be removed from the work site and shall not be
used.
All pipe and fittings shall be carefully examined for cracks and other defects, while suspended above
the trench, immediately before installation in final position. The groove in the bells of ductile iron pipe
shall be full and continuous or the pipe will be rejected. Defective pipe or fittings shall be removed
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-16
from the job site within twenty-four (24) hours. All foreign matter or dirt shall be removed from the
interior and ends of pipe and accessories before they are lowered into position in the trench.
Every precaution shall be taken to prevent foreign material, including trench water from entering the
pipe. If the pipe laying crew cannot lower the pipe into the trench and into place without getting earth
into it, the representative of the Town Engineer shall require that before lowering the pipe, a heavy,
tightly woven canvas bag of suitable size be placed over each end of the pipe and left there until the
connection is made to the adjacent pipe. During construction, no debris, tools, clothing, gravel or
other foreign materials shall be placed in the pipe. During construction the Contractor shall provide
and maintain adequate equipment to properly remove and dispose of all water entering the trench
or any other part of the work.
When buried, all ductile iron pipe fittings and appurtenances shall be protected with thick
polyethylene film wrap. Miscellaneous steel or other ferrous pipe for blow-offs, etc., shall be similarly
protected.
Methods for applying the wrap will conform to the following procedure:
A. Take up pipe by a crane at the side of the trench using either a sling or pipe tongs,
and raise the pipe about three (3) feet off the ground. Slip a section of polyethylene
tube over the spigot end of the pipe and bunch-up, accordion fashion, between the
ends of the pipe and the sling. The tube shall be cut to a length approximately two
(2) feet longer than the length of the pipe.
B. Lower the pipe into the trench. Seat spigot end in bell of adjacent pipe and lower pipe
to the trench bottom. A shallow bell-hole shall be provided in the trench bottom to
facilitate wrapping of the joint.
C. Make up the pipe joints in the normal fashion.
D. Remove sling from center of pipe and hook into bell cavity; raise bell end three (3) or
four (4) inches to permit tube of polyethylene film to be slipped along the full length
of the barrel. Enough film shall remain bunched-up, accordion fashion, at each end
of the pipe to overlap adjoining pipe about one (1) foot.
E. To make an overlap joint; (1) pull film over bell of pipe; (2) fold film around adjacent
spigot and wrap with about three (3) circumferential turns of the two (2) inch wide
plastic adhesive tape to seal the tube of film to the pipe. The tube of the adjacent
pipe shall be pulled over the above wrap on the pipe bell and sealed in place behind
the bell using about three (3) circumferential turns of the two (2) inch plastic adhesive
tape.
F. The resulting wrap on the bell of the pipe shall be loose and will be pulled firmly
around the barrel of the pipe; excess material shall be folded over at the top and the
G. fold held in place by means of six (6) inch strips of two (2) inch wide plastic adhesive
tape at intervals of about three (3) feet along the pipe barrel.
H. Fittings, valves, hydrants, etc., shall be hand-wrapped using sheet polyethylene film
held in place with plastic adhesive tape. Bends, reducers, and offsets shall be
wrapped with polyethylene tube in the same manner as pipe. Valves shall be
wrapped by bringing tube wrap on adjacent pipe over bells or flanges of the valve
and sealing with adhesive tape. The valve bodies must then be wrapped with a flat
sheet of film, passed under valve bottom and brought up around body of stem, and
fastened in place with adhesive tape. Hydrants shall be wrapped with polyethylene
tube slipped over hydrant to encase it from the lead-in valve to the ground level of the
hydrant. All fittings requiring concrete backing shall be completely wrapped prior to
placement of concrete thrust block.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-17
According to the manufacturer's recommendation, as each length of pipe is placed in the trench, the
circular rubber gasket must be lubricated and installed. The plain end shall be centered in the socket
with care to keep the joint from contacting the ground. The pipe shall then be properly seated and
brought to correct line and grade. After installation of the polyethylene protective wrap as described
above, pipe shall be secured in place by installation of backfill or bedding material, tamped under
and along it up to the spring line of the pipe.
Whenever pipe lying is not in progress, the open ends of pipe shall be closed by means of a
watertight plug. Cutting of pipe for inserting valves, fittings, or closures pieces shall be done in a neat
and professional manner without damage to the pipe or lining, so as to assure a smooth end at right
angles to the axis of the pipe. Pipe ends shall be smooth and beveled with a file or other tools
according to the pipe manufacturer's recommendations.
The Town Engineer shall be notified at least one working day (twenty-four [24] hours) in advance of
when pipe is to be laid in any trench. No pipes shall be covered until a representative of the Town
has inspected them.
633.06 Thrust Blocking, Restrained Joints and Fittings
Thrust blocks and mechanical restraints shall be used at all valves, bends, fittings with mechanical
or push-on type connections and dead ends length shall be as required by the design engineer.
Thrust blocking shall be in accordance with the Standard Drawings. Care shall be taken not to block
outlets or to cover bolts, nuts, clamps or other fittings or to make them inaccessible. A bond breaker
shall be placed between the pipe and the thrust block to aid in ease of future removal. Large thrust
blocks shall be separated into sections by a suitable material. The thrust block shall bear against
undisturbed earth. Mechanical restraints shall be required if a thrust block cannot bear against
undisturbed earth.
All forming for thrust blocks and anchors shall be done by bulk heading around the shape of the
thrust block or anchor with wood, burlap, or reinforced paper sacks filled with sand or earth. Wood
forms shall be removed before backfilling. Newly placed thrust blocks shall be allowed to set,
undisturbed, for a minimum of twenty-four (24) hours prior to any backfilling, tamping or compaction.
Mechanical restraints shall be used at all valves, bends, fittings with mechanical or push-on type
connections and dead ends. Restraints shall be protected in accordance with Section 632.17 of these
STANDARDS AND SPECIFICATIONS. Mechanical restraints shall be "Mega Lugs", "Star
Products", "All Grip" Series 3600, uni-flange Series 1400 and 1500 or approved equal.
633.07 Setting Valves and Hydrants
Immediately prior to installation of a valve or hydrant, the following operations shall be performed.
The valve or hydrant shall be carefully inspected. The interior shall be thoroughly cleaned; the valve
or hydrant shall be operated as many times as necessary to determine that all parts are in proper
working order with the valve seating properly and the hydrant drain valve operating properly. Valves
and hydrants shall be set plumb, in a vertical position and securely braced in place.
Each hydrant shall have a six (6) inch gate valve on the inlet line and shall be connected to the main
by a six (6) inch ductile iron, polyethylene wrapped pipe. The valve shall be firmly anchored to the
tee. Where hydrants are connected to mains larger than eight (8) inches, the gate valve will have a
restrained connection directly to the tee off the main.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-18
Hydrants shall be set with the bury line at the established finished grade and with hose nozzles
parallel to the curb with the pumper nozzle facing the curb and at least six inches (6") behind the
curb or sidewalk.
Valves shall be provided with valve boxes centered and plumb over the operating nut of the valve.
The boxes will be supported to prevent any shock or stress being transmitted to the valve. All valves
shall be installed using a valve box adaptor to insure the proper centering of the valve box during
backfill and to maintain valve box location during the life of the valve. Valve boxes shall be
maintained in this position during backfilling and covers shall be set to finished position during
backfilling. Valve box covers shall be set to finished grade but may be first positioned below the
subgrade level to prevent damage during street construction and later adjusted to grade at the time
of paving. If the top of the valve-operating nut is greater than six (6) feet below finished grade a valve
nut extension shall be installed to bring the operating nut up to four (4) feet below finished grade.
Hydrants shall be provided with a drainage pit with nine (9) square feet of surface area and two (2)
feet of depth below the barrel of the inlet. Pits shall be backfilled with one and one-half (1-1/2) inch,
washed, crushed rock to a level six (6) inches above the barrel drain hole. A concrete thrust block
will be provided at the bowl of each hydrant as shown on the Standard Drawings and shall be placed
to prevent obstruction of the barrel drain hole. Hydrants and valves shall be backfilled to the ground
surface as specified in Section 350.00 of these STANDARDS AND SPECIFICATIONS.
633.08 Plastic Liner Pipe (Slip lining)
Plastic liner pipe shall be installed in accordance with all applicable portions of Section 733.09, Plastic
Liner Pipe, of these STANDARDS AND SPECIFICATIONS.
633.09 Steel Casing and Carrier Pipe Installation
Steel casing and carrier pipe shall be installed in accordance with Section 733.10, Steel Casing and
Carrier Pipe Installation, of these STANDARDS AND SPECIFICATIONS.
633.10 Test Stations
Underground pipeline test stations shall be installed at the locations shown on the accepted plans
and in accordance with the details shown on the Standard Drawings.
633.11 Plugging of Dead Ends
Standard plugs or caps shall be installed at temporary dead ends of all fittings and pipes, and an
adequate thrust block will be provided. Mechanical restrained joints shall be provided as required by
the Town Engineer. Dead ends on any line shall be provided with a fire hydrant and proper valve.
633.12 Filling and Venting the Line
The Town Public Works Department shall operate all valves. The line shall be slowly filled with water
and all air expelled from the pipe. Care shall be taken that all available hydrants (including hydrant
gate valves), air relief valves, and other vents are open during the filling of the line. Where hydrants
or other vents are not available in the line, the Contractor shall make whatever taps are required for
venting purposes. The rate of filling the line shall not exceed the venting capacity.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-19
633.13 Disinfection and Flushing of Mains and Fire Lines
All mains and fire lines shall be disinfected in accordance with the requirements of the Colorado
Department of Health and the procedure set forth in AWWA C651, "Standard for Disinfecting Water
Mains".
The chlorine solution shall be retained in the line for at least twenty-four (24) hours. The chlorine
residual at the pipe extremities and other representative points shall be at least twenty five (25) parts
per million at the end of the twenty-four (24) hour period. If the test is unsatisfactory, the disinfection
shall be repeated until a twenty five (25) parts per million chlorine residual is obtained.
Following chlorination, the main shall be thoroughly flushed through all extremities until the water
runs clear with no chlorine residual in excess of that carried in the existing system. As a minimum,
the total capacity of that portion of the line(s) being tested must be flushed.
The line shall be tested for turbidity at the discretion of the Town Engineer. If the test is above one
(1) NTU, the line shall be flushed again. If the turbidity test fails a second time the line shall be re-
chlorinated as noted above and then re-flushed.
Two twenty-four (24) hour Bacteriological tests, from multiple points to be determined by the Town
Engineer, for total coli-form bacteria shall be performed by the Town a minimum of 24 hours apart.
If either of these tests fail, the line shall be re-chlorinated, re-flushed and then retested. The
Developer and/or Contractor shall be responsible for reimbursing the Town for all costs associated
with the water quality testing. The Contractor shall contact both the Town and the Town’s water
quality lab to arrange for testing a minimum of two (2) working days (forty-eight [48] hours) prior to
testing.
The Contractor shall take all necessary precautions to prevent the flow of strong chlorine solution
into existing water facilities and shall assume all responsibility for damages done by heavily
chlorinated water. No water mains shall be placed in service or tapped until a written release is
obtained from the public health authority having jurisdiction and a copy of that release furnished to
the Town Engineer.
633.14 Leakage
Pressure and leakage tests shall be conducted according to the applicable sections of AWWA
C600/605 to a pressure of one hundred and fifty (150) pounds per square (psi) inch at the low point
of the section being tested for the duration of two (2) hours. The maximum length of line to be tested
shall be one thousand (1,000) feet. All joints in connections are to be watertight within tolerances
allowed by the specifications in AWWA C600/605. Any leakage that is discovered by observation or
tests shall be located and made watertight by the Contractor Pressure and leakage tests shall be
conducted before the line has passed all required disinfection tests. All bacteriological testing will
follow pressure testing and leak repairs.
633.15 (Left Blank Intentionally)
633.16 Inspections
Refer to Section 154.00, Inspections, of these STANDARDS AND SPECIFICATIONS.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-20
634.00 NON-POTABLE WATER SYSTEM
634.01 General
The minimum standards for the Non-Potable Water System shall be similar to those given in
Section 630.00 for Water Distribution Systems with the exceptions as listed hereinafter.
634.02 Design/Sizing
Non-Potable Water Main sizing shall be to deliver not less than twenty (20) psi dynamic pressure
at the Non-Potable Water Main during peak flow rate (demand) conditions. The Non-Potable
Water System will not be designed to provide any fire protection flows.
634.03 Non-Potable Water Main Materials
Non-Potable Water Mains shall be purple and shall conform to AWWA C900 PVC, Purple
Pressure Pipe for Non-Potable water, minimum Pressure Class 235. DR 18.
634.04 Valve Boxes:
Valve boxes shall be in accordance with Drawing No. W38. The triangular valve box covers shall
be Model # 4TCI16S by Castings, Inc. or approved equal and shall have “Non-Potable Water”
cast on the cover.
634.05 Warning Notification on Lines and Tape
All Non-Potable Water Mains shall be installed with warning tapes and with the warning printed
directly onto the Non-Potable Water Main. The warning tape, and printing directly on the Non-
Potable Water Main, shall state: “NON-POTABLE LINE – DO NOT DRINK”.
634.06 Non-Potable Water Main Installation
All mains shall be flushed in accordance with Section 633.13. Disinfection of Non-Potable Water
Mains is not required.
The Non-Potable Water Main shall not be installed closer than ten feet (10’) horizontally to the
Potable Water Main or Sanitary Sewer.
640.00 WATER SERVICE LINE CONSTRUCTION
641.00 General
All water service line locations shall be marked on the curb with a “W” or “V” symbol where
services cross under the curb. Water service shall be in a separate trench and shall be a minimum
of ten (10) feet from the sewer service line. The water service line shall be a minimum of eighteen
(18) inches above any sanitary sewer crossing. All service lines shall be stubbed into the
lot either ten (10) feet beyond the back of the walk or five (5) feet past any utility easement,
whichever is greater, and shall be marked at the end of the water service with a 2x4 painted blue.
The water service line at the curb stop shall be no deeper than five (5) feet - six (6) inches. The water
service line shall be a minimum of two (2) feet from the property line and shall not be located under
a driveway unless approved by the Town Engineer.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-21
641.01 Excavation
All excavation shall be performed in accordance with Section 341.00 of these STANDARDS AND
SPECIFICATIONS.
642.00 Equipment and Materials
642.01 General
All references cited in these STANDARDS AND SPECIFICATIONS as the Denver Water Board
Specifications shall mean the latest edition of the Engineering Standards of the Board of Water
Commissioners of Denver, Colorado.
642.02 Service Lines
Service lines shall be of the size that is adequate to supply the requirements of the property being
served. The minimum size line shall be three (3/4) fourths inch. The only acceptable materials for
a service line are seamless copper tube and ductile iron pipe. Plastic pipe shall not be accepted
as service pipe material for services under three (3) inches in diameter. All service pipes shall
conform to one of the following specifications:
A. Seamless copper tube of the type designated as "Type K" (soft) in the industry shall
be used for service lines three (3/4) fourths inch through two (2) inches.
B. Ductile Iron Pipe or PVC pressure pipe conforming to the Denver Water Board
Specifications may be used for three-inch (3") service lines, and shall be used for all
service lines larger than three inches (3").
Service lines shall be of the same type material from beginning to end, unless the appropriate
insulator is installed at the junctions of dissimilar metals and unless approved by the Town Engineer.
642.03 Service Saddles
Service saddles shall be used for wet tapping of all PVC mainline for service taps. Service
saddles shall be ROMAC 202 B, or approved equal.
642.04 Meters
All meters shall be shipped and installed by the Town.
642.05 (Left Blank Intentionally)
642.06 (Left Blank Intentionally)
642.07 Outside Meter Settings
The meter shall be furnished and installed by the Town, in a pit, manhole, or vault which shall allow
for free and easy access with adequate room for installation, inspection and maintenance and shall
provide protection from freezing in accordance with the Standard Drawings.
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-22
642.08 Inside Meter Setting and Remote Readers
All inside meters shall only be used with special approval of the Town Engineer. All inside meter
settings shall be installed in a manner which will allow free access and adequate room for inspection
and maintenance and will protect the meter from freezing in accordance with the Standard Drawings.
642.09 Meter Bypass Line
A locking bypass line shall be required for all meters one and one half (1-1/2) inches and larger,
unless otherwise approved by the Town Engineer, whether installed in an inside or outside setting.
Bypass lines shall contain an independent control valve and shall contain no tees, plugs, or other
outlets through which water could be withdrawn, as indicated on the Standard Drawings.
642.10 Meter Check Valves
Swing check valves shall be required for all meters one and one-half (1-1/2) inch and larger unless
otherwise approved by the Town Engineer, whether installed in an inside or outside setting. Check
valves may be required on meters smaller than one and one-half (1-1/2) inch where any condition
might exist that could cause a flow of water from the property to the main.
Valves for Use With Meters-
Gate valves three (3) inch and smaller to be used with copper service pipe shall be brass, with non-
rising stems and solid wedge disc, manufactured in accordance with ASTM Specification B 62-76
and Federal Specification WW-V-54 Class A 125 PSI WSP, 150 PSI, WOG Gate valves shall meet
the requirements of AWWA Standard C800. Also refer to the Standard Drawings of these
STANDARDS AND SPECIFICATIONS.
Valves larger than three (3) inches for use with ductile iron service pipe shall be gate valves with cast
iron bodies. All gate valves larger than three (3) inches shall be supported by adjustable steel valve
supports.
642.11 (Left Blank Intentionally)
642.12 Meter Yokes (Copper Setters)
Meter Yokes (Copper Setters) shall be a Ford Series 80, McDonald Series 31, Cambridge Series
6040, Mueller Series P-2474, or James Jones Company Series J04 with an angle ball valve and
a padlock wing on the inlet side of meter. Yoke shall have a dual check valve on the outlet side.
Service connections shall be compression fittings, with a “110”, “Cam Pack”, or “Mac Pack” type
fitting and shall be vertical.
642.13 Residential Meters
The standard residential meters shall be 3/4 x 5/8. 3/4 x 3/4 meters must be approved by Public
Works.
642.14 Residential Meter Pits and Covers
Meter pits shall be PVC or HDPE, four (4) foot tall, twenty-four (24) inch diameter body, twenty
(20) inch diameter top opening in accordance with ASTM/D1505 and ASTM/D746. Meter pit
covers shall be tight-fitting with a double cover and shall be Rotec DFW 12” AMR , Nicor Read
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-23
Rite AMR or approved equal. The meter pit cover shall be installed at two (2) inches above final
grade. The frost proof lid shall be per meter pit standard detail.
642.15 Corporation Stops
Corporation stops shall provide the connection for the service line to the main. Corporation stops
shall be Ford model F1000, McDonald model 4701, Cambridge model 301, Mueller model 300,
James Jones Company series J1949, with compression fittings with a “110”, “Cam Pack”, or “Mac
Pack” type fitting. See the Standard Drawings.
642.16 Curb Stops
Curb stops are set on the service line on the inlet side of the meter pit to provide a means to shut off
the service line. Placement of the curb stop and stop box shall be one (1) foot from the meter pit.
Curb stops shall be Ford model B44-333, McDonald model 6100, Cambridge model 301, Mueller
model 300, James Jones Company model J3401, with compression fittings with a “110”, “Cam Pack”,
or “Mac Pack” type fitting. See the Standard Drawings.
642.17 Curb Stop Service Boxes
Curb stop service boxes shall be cast iron and shall be Minneapolis type. The bottom part shaped
like an inverted U straddling the service line shall have a flanged bottom so as to support itself. Curb
stop service boxes shall be located and be two (2) inches above grade.
643.00 Tapping the Main
ALL TAPS SHALL BE WET TAPS. SHUT DOWN OF ANY PORTION OF THE WATER
SYSTEM SHALL ONLY BE ALLOWED WHEN UNCONTROLLED CIRCUMSTANCES DO NOT
PERMIT A WET TAP. ANY SHUT DOWN OF THE WATER SYSTEM MUST BE APPROVED
IN WRITING BY THE TOWN ENGINEER.
The Developer’s contractor shall do tapping of all mains. Notification must be given to the
Construction Inspector two working days (forty-eight [48] hours) in advance of the tap in order to
provide ample time to schedule inspection of the work.
THE TOWN SHALL BE RESPONSIBLE FOR MAINTAINING THAT PORTION OF THE
SERVICE LINE FROM THE CORP STOP UP TO AND INCLUDING THE METER PIT.
644.00 Inspection
All taps, meter sets, and inspections must be scheduled during regular working hours a minimum
of two working days (forty-eight [48] hours) in advance. All installations by Contractors must meet
these STANDARDS AND SPECIFICATIONS. Unnecessary recall inspections or meter
installations are subject to an assessment that will equal the expenses accrued to complete the
inspection. This amount will be one and one-half (1½) times that of the inspector’s wages.
645.00 NON-POTABLE WATER SERVICES.
645.01 General
The Non-Potable Water Service Lines shall be installed similarly to the standards designated in
Section 640.00 for Water Service Lines; with the exceptions in materials and installation as
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-24
itemized below. Non-Potable Water Service Lines shall be marked on the curb with an “R” where
the service line cross under the curb.
645.02 Non-Potable Water Service Line Materials
All Non-Potable Water Service Lines outside the meter pit shall be of plastic materials, as follows:
Three-quarter inch (3/4”) through three-inch (3”) size Non-Potable Water Service Lines
shall be polyethylene, non-jointed, conforming to AWWA C901, minimum Class 160 psi, using
HDPE 3408 material. All PE service lines shall conform to Iron Pipe Size (IPS) sharing the same
O.D. as Schedule 40 and 80 PVC. The pipe shall have purple color coding, permanently co-
extruded stripes on the pipe.
Non-Potable Water Service Lines four-inch (4”) diameter and larger shall be AWWA C900
Purple Pressure Pipe for reclaimed water, minimum Pressure Class 235. DR 18.
645.03 Warning Notification on Non-Potable Water Service Line and with Tape
All Non-Potable Water Service Lines shall be installed with warning tapes and with the warning
printed directly onto the pipe. Warning tapes shall be installed directly on top of the Non-Potable
Water Service Line longitudinally and shall be centered. Acceptable tape or printing directly on
the Non-Potable Water Service Line shall state: “NON-POTABLE LINE – DO NOT DRINK”.
645.04 Meters and Meter Pits
Three-quarter inch (3/4”) and one inch (1”) meters shall be installed per Drawing W12A; one and
one-half (1-1/2”) and two-inch (2”) meters shall be installed per Drawing W13. The requirements
of Potable Water meters shall apply except; polyethylene by copper compression couplings shall
be provided at the meter pit inlet and outlet, the meter color shall be purple, the pre-cast
polyethylene meter pit interior color shall be purple, and by-pass piping is not needed. The ball
valves shall be shall have an enlarged tee-head embossed with “Non-Potable Water”. The meter
and meter pit cover shall be marked for identification purposes with a color designated by the
Town.
645.05 Non-Potable Water Service Line Installation
The Non-Potable Water Service Line shall not be installed closer than ten feet (10’) horizontally
to the Water Service Line or Sewer Service Line. No Non-Potable Water Service Lines shall be
installed inside a building or within five feet (5’) of a building foundation. A marking tape with the
words “NON-POTABLE LINE – DO NOT DRINK” shall be installed just above the Non-Potable
Water Service Line. If the meter is not installed at the time of Non-Potable Water Service Line
installation, in the right-of-way, a one and one-half inch (1-1/2”) black PVC or Acrylonitrile-
Butadiene-Styrene marker pipe six feet (6’) long, shall be installed vertically at the end of the Non-
Potable Water Service Line as a marker.
650.00 PUMPING FACILITIES
651.00 General
In those locations where the Town's water distribution system may not be capable of providing
adequate water pressure, the Town may require the construction of a pumping facility in order to
provide proper service. The Town may not approve the installation of a pumping facility where, in
WATER SYSTEM SECTION 600
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 600-25
the opinion of the Town Engineer, such installation would be injurious to the operation, or future
operation, of the Town's water system. The Developer must provide the Town Engineer with a set
of design calculations and drawings for review and acceptance by the Town Engineer as required
under Section 160.00, Plans and Specifications, of these STANDARDS AND SPECIFICATIONS.
The pumping facility must satisfy all requirements of the Colorado Department of Health and of
these STANDARDS AND SPECIFICATIONS. The Town shall require that the Developer prepare
a set of Mylar "as built" drawings and an AutoCAD file of the pumping facility in accordance with
Section 222.00, Initial Acceptance Procedures, of these STANDARDS AND SPECIFICATIONS.
Upon completion of the pumping facility, the Contractor shall also provide the Town with two (2)
copies of an "Operation & Maintenance Manual" for the facility.
652.00 Design Criteria
652.01 Pumps and Pump Station
All pertinent portions of the Denver Water Board Specifications Section 5.08, Pumping Facilities,
shall apply. Applicable portions of the Denver Water Board Specifications Section 6.46, Electric
Pump Motors, shall also be followed.
A STANDBY GENERATOR, CAPABLE OF OPERATING THE ENTIRE STATION, SHALL BE
PROVIDED. THE GENERATOR MAY BE HOUSED INSIDE OF A SEPARATE ALL WEATHER
ENCLOSURE.
652.02 Controls and Supervisory Control and Data Acquisition (SCADA)
All new controls and telemetry equipment must be compatible with and easily integrated into the
Town's system. Controls and SCADA systems are subject to review and acceptance by the Town
Engineer prior to installation.
652.03 Site Improvements
Refer to Section 762.04, Site Improvements, of these STANDARDS AND SPECIFICATIONS.
660.00 TRENCHING, BACKFILLING AND COMPACTING
Trenching, backfilling and compacting shall be performed in accordance with all applicable portions
of Section 350.00, Trenching, Backfilling and Compacting, of these STANDARDS AND
SPECIFICATIONS.
670.00 RESTORATION AND CLEANUP
Restoration and cleanup shall be completed in accordance with Section 360.00, Restoration and
Cleanup, of these STANDARDS AND SPECIFICATIONS.
SANITARY SEWER SYSTEM SECTION 700
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 700-1
SECTION 700 SANITARY SEWER SYSTEM
SECTION PAGE
710.00 DESIGN CRITERIA ......................................................................................... 3
711.00 General ........................................................................................................ 3
712.00 Design Details ............................................................................................. 3
712.01 Sewer Mains ............................................................................................. 3
713.00 Location Details .......................................................................................... 3
714.00 Relation to Water Mains ............................................................................. 3
715.00 Underdrain Pipe - Private ........................................................................... 3
720.00 GENERAL PROVISIONS ................................................................................ 4
721.00 Permits Required ........................................................................................ 4
722.00 Maintenance of Traffic ............................................................................... 4
730.00 SANITARY SEWER MAIN CONSTRUCTION ................................................. 4
731.00 Site Work and Earthwork ........................................................................... 4
731.01 General ..................................................................................................... 4
731.02 Trenching, Backfilling and Compacting ..................................................... 4
731.03 Preservation of Monuments ...................................................................... 5
732.00 Materials ...................................................................................................... 5
732.01 Underdrain Pipe - Private .......................................................................... 5
732.02 Manholes .................................................................................................. 5
732.03 Concrete ................................................................................................... 5
732.04 Bedding Materials ..................................................................................... 6
733.00 Installation .................................................................................................. 6
733.01 General ..................................................................................................... 6
733.02 Alignment and Grade ................................................................................ 6
733.03 Protection of Existing Underground Utilities .............................................. 6
733.04 Underdrain Pipe - Private .......................................................................... 6
733.05 Handling Pipe and Fittings ........................................................................ 7
740.00 SANITARY SEWER SERVICE LINE CONSTRUCTION ................................. 7
741.00 Trenching, Backfilling and Compacting ................................................... 7
SANITARY SEWER SYSTEM SECTION 700
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 700-2
742.00 Materials ...................................................................................................... 7
742.01 Polyvinyl Chloride (PVC) ........................................................................... 7
742.02 Inspection ................................................................................................. 7
743.00 Installation .................................................................................................. 7
743.01 Location and Alignment of Service ........................................................... 7
743.02 Crossing Sidewalk or Curb (Existing or Proposed) ................................... 7
743.03 Service Stub-ins to Property Line ............................................................. 8
750.00 RESTORATION AND CLEANUP .................................................................... 8
SANITARY SEWER SYSTEM SECTION 700
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 700-3
SECTION 700 SANITARY SEWER SYSTEM
710.00 DESIGN CRITERIA
711.00 General
The St. Vrain Sanitation District provides sanitary sewer service to the Town. The Developer shall
design and construct all of the proposed sanitary sewer facilities to the Districts standards and
criteria, in addition to these STANDARDS AND SPECIFICATIONS. Any proposed resolutions of
conflicts in the two standards shall be approved by the Town Engineer.
712.00 Design Details
712.01 Sewer Mains
Sewer mains shall ordinarily have a minimum of eight (8) feet of cover to finished ground surface.
Where this will provide less than nine (9) feet of elevation difference between the finished lot grade
at building line and the top of the sewer main, it will be indicated on the plans that the lot is served
by a "shallow sewer" and appropriate elevation information will be given. Where pipe has less than
(4) feet of cover, provisions shall be made to protect the pipe from impact and loading.
Sewer mains shall be extended at least ten (10) feet uphill from the lowest lot corner of the uppermost
lot to be served adjacent to the sewer main. Sewer mains will terminate in a manhole. Manholes will
be stubbed out with suitable size pipe wherever future extension of the sewer is anticipated.
713.00 Location Details
Unless approved otherwise by the Town Engineer, sanitary sewer mains installed in local or
collector streets shall be located ten (10) feet east or south of the centerline of these streets.
Service connections will not be permitted to cross an arterial street.
714.00 Relation to Water Mains
Sewer lines will be located a minimum of ten (10) feet, horizontally, from existing or proposed
water mains (centerline distance). Where sewer lines cross water mains, the sewer pipe will be a
minimum of eighteen (18) inches, clear, below the water main. If this clear distance is not feasible,
the crossing must be designed and constructed so as to protect the water main. The Town
Engineer must approve the crossing design.
Minimum protection shall consist of the installation of an impervious and structural sewer. Sewer
pipe will be encased in reinforced concrete. The encasement shall be at least six (6) inches thick
around the entire pipe and will extend a distance of ten (10) feet on either side of the water main.
In all cases, suitable backfill or other structural protection must be provided to preclude settling
and/or failure of the higher pipe.
715.00 Underdrain Pipe - Private
Underdrain systems shall be private and will NOT be maintained by the Town of Firestone.
SANITARY SEWER SYSTEM SECTION 700
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 700-4
Underdrain pipe shall be installed at locations shown on the accepted plans. Underdrain pipe will
be installed at those locations where excessive groundwater is encountered and the Soils
Engineer recommends it. Underdrain installations will require the approval of the Town Engineer.
Should the Developer desire to install an underdrain system to specifically collect the discharge
of peripheral drain systems from individual house foundations or from sump pumps installed as a
part of a peripheral drain system for house foundations, such a system shall be constructed for
the exclusive advantage of the Developer and will NOT be maintained by the Town of Firestone.
Any such system shall NOT be tied into the sanitary sewer collection system in any manner. Clean
outs shall NOT be installed within a sanitary sewer manhole and will NOT be maintained by the
Town of Firestone. Any such system will require the approval of the Town Engineer and must
meet all applicable portions of Sections 732.02 and 733.04 of these STANDARDS AND
SPECIFICATIONS.
720.00 GENERAL PROVISIONS
721.00 Permits Required
A public improvements permit shall not be issued until the St. Vrain Sanitation District has
accepted the sanitary sewer main plans.
722.00 Maintenance of Traffic
When street cuts are required for sanitary sewer facilities construction, the following conditions will
be met so as to avoid interference with traffic:
A. Street service cuts will be open only between 9:00 a.m. and 4:00 p.m.; and
B. Two-way traffic will be maintained at all times around the construction area. A Traffic
Control Plan (TCP) must be prepared in accordance with Section 141.08, Traffic
Control, Barricades and Warning Signs, of these STANDARDS AND
SPECIFICATIONS and submitted to the Town for approval prior to the
commencement of construction.
730.00 SANITARY SEWER MAIN CONSTRUCTION
731.00 Site Work and Earthwork
731.01 General
Site work and earthwork shall be performed in accordance with Section 300.00, Site Work and
Earthwork, of these STANDARDS AND SPECIFICATIONS.
731.02 Trenching, Backfilling and Compacting
Except where otherwise approved in writing by the Town Engineer, all major arterial or collector
streets shall have pipe installed by pushing or boring.
Trenching, backfilling and compacting shall be performed in accordance with Section 350.00,
Trenching, Backfilling and Compacting, of these STANDARDS AND SPECIFICATIONS.
SANITARY SEWER SYSTEM SECTION 700
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 700-5
731.03 Preservation of Monuments
Refer to Section 141.00, Protection of Public and Utility Interests, of these STANDARDS AND
SPECIFICATIONS.
732.00 Materials
732.01 Underdrain Pipe - Private
Underdrain systems shall be private and will NOT be maintained by the Town of Firestone.
If required as described in Section 717.00 of these STANDARDS AND SPECIFICATIONS,
underdrain pipe shall be provided with joints which will prevent any shifting or misalignment of the
line. Where under drains are to be constructed under sewer mains, clean-outs shall NOT be allowed
in manholes. Suitable fittings shall be provided which will allow construction of clean-outs and bends
outside of manholes.
The design engineer will determine all underdrain pipe and fittings.
732.02 Manholes
Manholes may be constructed of cast-in-place concrete or precast concrete. Concrete precast
reinforced risers and tops must conform to ASTM Designation C-478 except that wall thickness may
be either wall "A" or wall "B" as described in ASTM Designation C-76. Manholes shall conform to
details shown on the Standard Drawings unless otherwise approved by the Town Engineer. Cones
will be of the eccentric type.
The top of the manhole vault shall be a minimum of twelve (12) inches and a maximum of eighteen
(18) inches below the finished street or ground surface elevation. Concrete extension risers or collars
shall be used to bring the manhole ring and cover up to finished street or ground surface elevation.
Manhole rings and covers (all traffic covers shall be designed for H-20 traffic loading):
A. Twenty-four (24) inch manhole rings and covers; cover weight = approximately one
hundred sixty-five (165) pounds, ring weight = approximately two hundred forty (240)
pounds.
B. Twenty-four (24) inch by thirty-six (36) inch double ring and cover (36" cover with
auxiliary 24" opening and cover);
36" cover weight = approximately two hundred fifty (250) pounds.
24" cover weight = approximately one hundred sixty five (165) pounds.
36" ring weight = approximately two hundred eighty (280) pounds.
732.03 Concrete
Concrete shall conform Section 400.00, Concrete Work, of these STANDARDS AND
SPECIFICATIONS. Type II cement will be used. Concrete encasement of sewer pipe shall conform
to the details outlined in Section 716.00 of these STANDARDS AND SPECIFICATIONS.
SANITARY SEWER SYSTEM SECTION 700
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 700-6
732.04 Bedding Materials
The design engineer will determine the bedding materials needed for under drains, if required by the
accepted plans.
733.00 Installation
733.01 General
Installation of PVC sewer main will conform to ASTM Designation D-3034, "Recommended
Practice for Underground Installation of Flexible Thermoplastic Sewer Pipe". All work shall
conform to the accepted plans, specifications, special provisions and the above designation,
except as modified herein.
733.02 Alignment and Grade
Sanitary sewers and structures appurtenances shall be constructed accurately to the line and grade
as shown on the accepted plans. Construction stakes shall be placed by field parties under the direct
supervision of a Registered Professional Land Surveyor licensed to practice in the State of Colorado.
"As-built" drawings, as described in Section 161.00, Construction Plan Requirements, of these
STANDARDS AND SPECIFICATIONS, shall be furnished to the Town Engineer.
733.03 Protection of Existing Underground Utilities
The Contractor will be held responsible for the protection of public improvements as stated in Section
141.00, Protection of Public and Utility Interests, of these STANDARDS AND SPECIFICATIONS. It
will be the Contractor's responsibility to replace all public improvements so damaged at his own
expense.
733.04 Underdrain Pipe - Private
Underdrain systems shall be private and will NOT be maintained by the Town of Firestone.
Under drains shall be installed where shown on the accepted plans as required by Section 717.00
of these STANDARDS AND SPECIFICATIONS. Under drains will be day-lighted to the nearest
suitable point acceptable to the Town Engineer. The trench will be excavated to the required depth
and width and backfilled with underdrain bedding material.
Underdrain pipe to be determined by the design engineer.
Where underdrain pipe is required the thickness of underdrain bedding shall be increased to provide
six (6) inches of bedding material under the underdrain pipe and six (6) inches of bedding material
between the underdrain pipe and the sewer pipe. The underdrain pipe shall be installed to a true line
and grade and held in place with underdrain bedding material as shown on the Standard Drawings.
Underdrain pipe shall be continued around manholes by use of suitable bends and other fittings and
have a cleanout installed outside the manhole.
SANITARY SEWER SYSTEM SECTION 700
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 700-7
733.05 Handling Pipe and Fittings
All pipe, fittings, and specials will be unloaded, stockpiled, hauled, distributed, installed and otherwise
handled in a manner that will prevent breakage or other damage thereto and which will insure delivery
and installation in a sound and acceptable condition.
740.00 SANITARY SEWER SERVICE LINE CONSTRUCTION
741.00 Trenching, Backfilling and Compacting
Trenching, backfilling and compacting shall be completed in accordance with Section 350.00,
Trenching, Backfilling and Compacting, of these STANDARDS AND SPECIFICATIONS.
742.00 Materials
742.01 Polyvinyl Chloride (PVC)
Pipe and fittings shall conform to the requirements of ASTM D3034. All joints shall be factory
prepared compression type (elastomeric gasket joint), providing a watertight seal. A compression
stop, as recommended by the pipe joint manufacturer, will be provided to seal the end joint of
dead-end stubs.
742.02 Inspection
All pipes shall be subject to inspection at the point of delivery in Firestone. The purpose of this
inspection is to reject pipe that fails to conform to the requirements of these STANDARDS AND
SPECIFICATIONS. Plastic joint material damaged in any way shall be cause for rejection of that joint
of pipe.
743.00 Installation
743.01 Location and Alignment of Service
Sanitary sewer service lines shall be constructed on the shortest and straightest route possible.
Unless specific approval is obtained in writing from the Town Engineer, all sanitary sewer service
lines shall have a minimum depth of three (3) feet.
At no time shall the service line be closer than three (3) feet to a side property line, and no service
line may be constructed through or in front of an adjoining property. Sewer service lines shall be
typically located a minimum of ten (10) feet to the low side of the water service, generally five (5) feet
from the centerline of the lot, or as shown on the accepted plans.
743.02 Crossing Sidewalk or Curb (Existing or Proposed)
In no instance will a trench extend beneath an existing sidewalk or curb. The pipe must be bored,
jacked or tunneled through the earth under the sidewalk or curb. If the service line is installed prior
to the placement of the sidewalk or curb, the trench shall be backfilled in accordance with Section
353.00, Backfilling for Pipelines and Service Lines, of these STANDARDS AND SPECIFICATIONS.
SANITARY SEWER SYSTEM SECTION 700
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 700-8
743.03 Service Stub-ins to Property Line
All sewer service lines shall be marked on the curb with an “X” or “S” symbol where the service
crosses under the curb. All service stub-ins shall be stubbed into the lots, ten (10) feet beyond the
back of walk or five (5) feet past any utility easement which ever is greater. All service stub-ins shall
be located with the end marked with a 2x4 painted green.
750.00 RESTORATION AND CLEANUP
Restoration and cleanup shall be completed in accordance with Section 360.00, Restoration and
Cleanup, of these STANDARDS AND SPECIFICATIONS.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-1
SECTION 800 STORM DRAINAGE SYSTEM
SECTION PAGE
810.00 STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA ......................... 3
811.00 Scope........................................................................................................... 3
812.00 General Provisions ..................................................................................... 3
812.01 General Design Criteria ............................................................................ 3
812.02 Design Principals ...................................................................................... 4
813.00 Design Methods .......................................................................................... 5
813.01 Initial and Major Design Storms ................................................................ 5
813.02 Storm Return Periods ............................................................................... 5
813.03 Runoff Computations, Colorado Urban Hydrograph Procedure (CUHP) .. 5
813.04 Runoff Computations, Rational Method .................................................... 6
813.05 Runoff Coefficients ................................................................................... 6
814.00 Detention ..................................................................................................... 7
814.01 General ..................................................................................................... 7
814.02 State Engineer’s Office ............................................................................. 8
814.03 Grading Requirements .............................................................................. 8
814.04 Freeboard Requirements .......................................................................... 8
814.05 Trickle Flow Control .................................................................................. 8
814.06 Outlet Configuration .................................................................................. 8
814.07 Embankment Protection ............................................................................ 8
814.08 Release Rates .......................................................................................... 9
815.00 Design Standards ....................................................................................... 9
815.01 Open Channels ......................................................................................... 9
815.02 Street Flow Capacities ............................................................................ 12
815.03 Storm Sewers and Storm Inlets .............................................................. 14
815.04 Culverts ................................................................................................... 15
815.05 Stormwater Quality ................................................................................. 17
820.00 GENERAL PROVISIONS .............................................................................. 18
821.00 General ...................................................................................................... 18
822.00 Accepted Plans ......................................................................................... 18
823.00 Permits Required ...................................................................................... 18
824.00 Maintenance of Traffic ............................................................................. 18
830.00 EROSION CONTROL .................................................................................... 19
831.00 General ...................................................................................................... 19
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-2
832.00 Requirements ........................................................................................... 19
833.00 Submittal ................................................................................................... 19
834.00 Erosion Control Measures ....................................................................... 19
835.00 Erosion Control Structures ..................................................................... 19
840.00 STORM DRAINAGE CONSTRUCTION ........................................................ 20
841.00 Site Work and Earthwork ......................................................................... 20
841.01 General ................................................................................................... 20
841.02 Trenching, Backfilling and Compacting ................................................... 20
841.03 Preservation of Monuments .................................................................... 20
842.00 Materials .................................................................................................... 20
842.01 Pipe......................................................................................................... 20
842.02 Pipe Joints .............................................................................................. 21
842.03 Manholes, Inlets and Sidewalk Chases .................................................. 21
842.04 Manhole Base Slabs & Base Beams ...................................................... 22
842.05 Concrete ................................................................................................. 22
842.06 Cast Iron Fittings ..................................................................................... 22
842.07 Bedding Material ..................................................................................... 22
842.08 Riprap and Filter Cloth ............................................................................ 22
843.00 Installation ................................................................................................ 24
843.01 Alignment and Grade .............................................................................. 24
843.02 Protection of Existing Underground Utilities ............................................ 24
843.03 Wet Trench ............................................................................................. 25
843.04 Handling Pipe and Fittings ...................................................................... 25
843.05 Sewer Pipe Installation ........................................................................... 25
843.06 Connections to Existing Manholes .......................................................... 25
843.07 Construction of Manholes, Inlets and Sidewalk Chases ......................... 25
843.08 Construction of Open Channels and Special Structures ......................... 25
843.09 Riprap and Filter Cloth ............................................................................ 25
843.10 Inspections .............................................................................................. 27
850.00 TRENCHING, BACKFILLING AND COMPACTING ..................................... 27
860.00 RESTORATION AND CLEANUP .................................................................. 27
870.00 GRADING AND EXCAVATION ..................................................................... 27
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-3
SECTION 800 STORM DRAINAGE SYSTEM
810.00 STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA
811.00 Scope
Section 800 sets forth the design and technical criteria and specifications for the analysis and
design of drainage systems. All subdivision plats, site improvement plans, planned building
groups and other proposed construction submitted to the Town for acceptance will be
accompanied by a storm drainage analysis. Appropriate drainage system design must be
submitted to and accepted by the Town Engineer for each phase of construction. Such analysis
and design will conform to the criteria set forth herein. Acceptance of the analysis and design is
subject to the following conditions:
A. Construction of the system must commence within 365 days of the date of
acceptance.
B. No construction has been completed on any adjacent property that may have
affected the drainage pattern within the basin.
In either case, the Town Engineer may require a new submittal.
A large portion of the criteria and design aids included in these STANDARDS AND
SPECIFICATIONS originated from the Urban Drainage and Flood Control District (UDFCD) Urban
Storm Drainage Criteria Manual (USDCM). For any information not detailed in these specifications,
refer to this manual.
812.00 General Provisions
812.01 General Design Criteria
Except where specified here, the procedure, criteria, and standards set forth in the latest revision of
the "Urban Storm Drainage Criteria Manual" will be instituted for the analysis of any drainage system.
Sound knowledge of current engineering practices and drainage methodology, as well as common
sense, will be involved with the analysis of any drainage system.
All development must be in conformance with the current Master Drainage Plan or Outfall System
Plan for the drainage basins where the development is located. For areas not included within a
Master Drainage Plan or Outfall Systems Plan, onsite historic peak flows shall be calculated using
the present land use of the site. For offsite areas draining onto the site, peak flows shall be
calculated using the current land use for areas that are fully developed without an existing
stormwater detention pond or for areas that are undeveloped that will be required to provide
stormwater detention if improved. For offsite areas that are currently developed with an existing
stormwater detention pond, the peak detention pond discharge rates shall be used for the peak
flows.
Conveyance must be provided downstream of the site to the major drainageway with sufficient
capacity to pass the one hundred (100) year storm event. Easements for these conveyance
systems must be provided and shown on the drainage plan. If it is not possible to obtain an
easement and construct drainage improvements on the downstream property, runoff must be
reduced to historic rates and concentrated flows must be spread out to stimulate existing
conditions to minimize the potential for erosion.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-4
All major storm floodplain boundaries will be available from the Town Engineer and must be shown
on all preliminary and final drainage plans. All pond facilities will be of the detention type. The Town
Engineer will approve methods of detention. Retention facilities will only be allowed with the written
approval of the Town Engineer.
Construction that will impair surface drainage will not be accepted. The Town reserves the right to
issue and enforce more stringent criteria should adverse conditions exist. Designs varying from the
criteria will require a variance with written approval by the Town Engineer prior to final acceptance
of the plans.
812.02 Design Principals
Natural topographic features will be the basis of location for easements and future runoff
calculations. In developed and undeveloped areas, average land slopes may be utilized in runoff
computations. Wherever existing drainage patterns and slopes are defined, these will be used.
The drainage facilities so designed must be able to handle the design flows with no erosion
damage to the system.
Streets will not be used as primary floodways for major storm runoff. The amount of runoff in the
streets will not exceed the limits established in Section 815.02 of these STANDARDS AND
SPECIFICATIONS.
Stormwater detention facilities and natural drainageways are to be used whenever feasible. Any
alteration to natural drainage patterns will not be approved unless a thorough investigation and
analysis shows no hazard or liability. The Town Engineer will have final authority over any system
design.
The planning and design of the drainage system will not be such as to simply transfer the problem
from one location to another or create a more hazardous condition downstream. Provisions will be
made in every development in the form of an easement or Right of Way for the 100-year storm to
pass through that development, including tributary offsite runoff.
Enhancement of stormwater runoff quality is required for all developments within the Town of
Firestone through the use of structural or nonstructural permanent control measures (CMs). Please
refer to Section 815.05 for more information.
All drainage improvements will be as natural in appearance as possible to be aesthetically
pleasing. Maintenance access will be provided for all drainage and flood control facilities.
Irrigation ditches cannot be used as an outfall point for the storm drainage system because of
physical limitations. Variances can occur when the capacity of the irrigation ditch is adequate to
carry the normal ditch flow plus the storm runoff with adequate freeboard to avoid creating a
hazard to those below the ditch. Written approval must be obtained from the ditch owner stating
that the owner understands the physical and legal (i.e., liability) consequences of accepting said
runoff. However, without major reworking of irrigation ditches to provide major carrying
capacity without undue hazard to those downstream or below the ditch, the ditches are almost
always totally inadequate for such a use and should not normally be used as an outfall.
Moreover, because ditches are normally privately owned, one cannot assume the perpetual
existence or function of a ditch. If a variance is requested to the Town Engineer for use of a
ditch as an outfall, it is the design engineer’s responsibility to complete all studies and designs
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-5
deemed necessary by the Town Engineer to support the use of the ditch as well as a secondary
drainage design should the ditch cease to exist.
Expressed written approval must be obtained from the managing organization for irrigation ditches
being considered for crossing or easements.
813.00 Design Methods
813.01 Initial and Major Design Storms
Every urban area has two separate and distinct drainage systems whether or not they are actually
planned for and designed. One is the initial system corresponding to the initial (or ordinary) storm
recurring at regular intervals. The other is the major system corresponding to the major (or
extraordinary storm), which is unlikely to occur more often than once in 100 or more years. Since
the effects and routing of storm waters for the major storm may not be the same as for the initial
storm, all storm drainage plans submitted for acceptance will detail two separate systems; one
indicating the effects of the initial storm and the other showing the effects of the major storm.
A. Initial storm provisions: The initial storm will be considered the 5-year storm. The
objectives of such drainage system planning are to minimize inconvenience, to
protect against recurring minor damage, to reduce rising maintenance costs, and to
create an orderly drainage system. The initial storm drainage system may include
such facilities as curb and gutter, storm sewer, swales, and other open drainageways
and detention facilities.
B. Major storm provisions: The major storm will be considered the 100-year storm. The
objectives of the major storm planning are to eliminate substantial property damage
or loss of life and will be as directed and accepted by the Town Engineer. Major
drainage systems may include storm sewers, open drainageways and detention
facilities. The correlation between the initial and major storm system will be analyzed
to insure a well-coordinated drainage system.
813.02 Storm Return Periods
The initial and major storm design return periods will not be less than those found in section 813.01.
813.03 Runoff Computations, Colorado Urban Hydrograph Procedure (CUHP)
The CUHP method is generally applicable to drainage basins greater than 90 acres. However, the
CUHP is required for watershed areas larger than 160-acres. The procedures for the CUHP, as
explained in the USDCM, shall be followed in the preparation of drainage reports and storm drainage
facility designs in the Town. The CUHP program requires the input of a design storm, either as a
detailed hyetograph or as a 1-hour rainfall depth. The program for the latter using the 2-hour storm
distribution recommended in the USDCM generates a detailed hyetograph distribution.
The hydrograph from the CUHP program must be routed through any proposed conveyance facility
using the Storm Water Management Model (SWMM) or a similar method approved by the Town
Engineer.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-6
813.04 Runoff Computations, Rational Method
The Rational Method will be utilized for sizing storm sewers and for determining runoff magnitude
from un-sewered areas. The limit of application of the Rational Method is approximately 160
acres. When the drainage basin exceeds 160 acres, the CUHP method shall be used. The
procedures for the Rational Method, as explained in the Urban Storm Drainage Criteria Manual,
shall be followed in the preparation of drainage reports in the Town.
813.05 Runoff Coefficients
Rational method runoff coefficients: The runoff coefficient (C) to be used in conjunction with the
Rational Method will be calculated using the percent imperviousness shown in Table 800-3 as
explained in the Urban Storm Drainage Criteria Manual.
TABLE 800-3
PERCENT IMPERVIOUS FOR RATIONAL METHOD
LAND USE OR SURFACE
CHARACTERISTICS
PERCENT
IMPERVIOUS
Business
Commercial Areas 95
Neighborhood Areas 75
Residential Lots (Lot Area Only):
Single-Family
2.5 Acres or Larger 12
0.75 – 2.49 Acres 20
0.25 – 0.74 Acres 30
0.24 Acres or Less 45
Apartments 75
Industrial:
Light Areas 80
Heavy Areas 90
Parks, Cemeteries 10
Playgrounds 25
Schools 55
Railroad Yard Areas 50
Undeveloped Areas:
Historic Flow Analysis 2
Greenbelts, Agricultural 2
Offsite Flow Analysis
(when land use not defined)
45
Streets:
Paved 100
Gravel (Packed) 40
Drives and Walks 90
Roofs 90
Lawns, Sandy Soil 2
Lawns, Clay Soil 2
Note: These Rational Method coefficients may not be valid for large basins.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-7
813.06 Rainfall Intensities
The rainfall intensities to be used in the computation of runoff using the Rational Method shall be
obtained from Chapter 5, Volume 1 of the USDCM.
814.00 Detention
814.01 General
Onsite detention is required for all new development, expansion, and redevelopment. The required
minimum detention volume and maximum release rates at these volumes shall be determined in
accordance with the procedure and data set forth in these criteria.
For lands where the Town has adopted a Master Drainage Plan or Outfall Systems Plan, detention
facilities identified in the Master Drainage Plan or Outfall Systems Plan shall be constructed. For
lands where there is no Master Drainage Plan or Outfall Systems Plan, detention is required for
all development as discussed in this section. Detention facilities should be designed using
hydrograph and routing methods where possible.
Full Spectrum Detention design guidelines as described in Chapter 12, Volume 2 of the USCDCM
shall be used for all detention facilities. For detention facilities with tributary areas less than 10 acres,
the Simplified Equations for Full Spectrum Detention may be used. Hydrograph routing using CUHP
and SWMM shall be used when multiple detention facilities in parallel or series are proposed. The
Rational Formula-based FAA detention method shall not be used.
Offsite drainage shall be routed around the detention facility or the tributary drainage area must be
included in the pond volume and release rate sizing analysis.
More stringent detention volumes and release rates may be required by the Town Engineer to avoid
negatively impacting the downstream properties.
Extended Detention Basins with stormwater quality storage as defined in the Urban Storm Drainage
Criteria Manual shall typically be provided.
Exemptions from the detention requirement may be granted if it can be demonstrated that the
developed area does not adversely affect the downstream major drainageways (assuming the entire
tributary drainage area is fully developed). This condition can typically occur for development located
adjacent to a major drainageway. If an exemption is granted, a water quality only storage facility
must be provided.
Parking lots that serve as detention storage facilities must not have a storage depth of more than 1
foot. Parking lots that serve as detention storage facilities must place notification signs that ponding
will occur during a rainfall event. The signs shall be permanent and high quality, meeting both the
Town’s specifications for traffic signs and the Manual on Uniform Traffic Control Devices (MUTCD).
Parking lot detention shall not be used at critical facilities as determined by the Town Engineer.
Critical facilities may include, but are not limited to, hospitals, fire stations, police stations, schools,
and potential gathering places that may be used in the event of an emergency.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-8
814.02 State Engineer’s Office
Any dam constructed for the purpose of storing water, with a surface area, volume, and/or dam
height as specified in Colorado Revised Statutes 37-87-105, shall require the approval of the
plans by the State Engineer’s Office. Current legislation may revise these statutes. All detention
storage areas shall be designed and constructed in compliance with current state statutes and/or
criteria presented herein.
814.03 Grading Requirements
Slopes on earthen embankments shall not be steeper than 4 (horizontal) to 1 (vertical). The
geotechnical engineer for the project shall verify slope stability. All earthen slopes shall be
covered with topsoil and re-vegetated. For irrigated grassed detention facilities the minimum
bottom slope shall be 2% measured perpendicular to the trickle channel. Wet bottom detention
facilities shall be reviewed on a case-by-case basis.
When proposed lot grading has three or more lots draining to a shared lot line swale to a roadway,
a sidewalk chase drain shall be installed to convey drainage through the sidewalk to the gutter.
In areas with detached sidewalk and trees lawns, the sidewalk chase shall continue through the
tree lawn and curb to the gutter.
814.04 Freeboard Requirements
The minimum required freeboard for grassed and parking lot detention facilities is one (1) foot
above the computed 100-year water surface.
814.05 Trickle Flow Control
All grassed detention ponds shall include a trickle channel.
The base flow shall be carried in a trickle channel. The minimum capacity shall be one (1) percent
to three (3) percent of the 100-year flow, but not less than one (1) cfs. Trickle channels may be
constructed of concrete or other approved materials to minimize erosion and to facilitate
maintenance. Trickle channels that aesthetically blend with the adjacent vegetation and are
designed to be stable based on the soil conditions are preferred..
814.06 Outlet Configuration
Refer to the Urban Storm Drainage Criteria Manual for outlet configuration and sizing methods.
814.07 Embankment Protection
Whenever a detention facility uses an embankment to contain water, the embankment shall be
protected from catastrophic failure due to overtopping. Overtopping can occur when the pond
outlets become obstructed or when a larger than 100-year storm event occurs. Failure protection
for the embankment may be provided in the form of a heavy buried riprap layer (Type M or larger)
on the entire downstream face of the embankment or a separate stable emergency spillway
having a minimum capacity of twice the maximum release rate for the 100-year storm event. For
either case, the pond overflow velocity down the face of the embankment must be analyzed and
adequate erosion protection must be provided. Structures shall not be permitted in the path of the
emergency spillway or overflow. The invert of the emergency spillway should be set equal to or
above the 100-year water surface elevation.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-9
814.08 Release Rates
Refer to Chapter 12, Volume 2 of the USDCD for release rate sizing.
815.00 Design Standards
815.01 Open Channels
Except as modified herein, open channels will be designed for the 100-year frequency storm and will
conform to the criteria set forth in the Urban Storm Drainage Criteria Manual. However, the channel
design will also be analyzed with respect to initial storm runoff and its effect made known. Whenever
practical, the channel should have slow flow characteristics, be wide and shallow, and be natural in
its appearance and functioning.
Where appropriate or required by the Town Engineer, such as for major drainageways, natural
stream corridors shall be preserved and stabilized or naturalized channels shall be created in
accordance with the Urban Storm Drainage Criteria Manual, Chapter 8 Open Channels.
Channels shall be designed in such a manner that critical depth and super-critical flows are avoided.
Capacities for small channels may be computed from Manning's Formula for uniform flow, except at
crossings and transitions where backwater effects will need to be accounted for and the Town
Engineer may require the channel capacity be calculated using different methods.
The channel cross section may be almost any type suitable to the location. However, the limitations
for design for the major storm and initial storm design flows shall include:
A. The channel and overbank areas shall have adequate capacity for the 100-year
storm runoff.
B. Side slopes: Side slopes will be as flat as practical. Side slopes of 4:1 will be
considered a normal minimum. Under special conditions, slopes of 3:1 may be
utilized with written approval of the Town Engineer. However, a slope of no steeper
than 4:1 is the practical limit for mowing equipment.
C. Depth: The maximum design depth of flow for the major storm shall be limited to five
(5) feet, not including freeboard. Any design variation exceeding the maximum depth
of flow must be submitted in writing for approval by the Town Engineer. Critical
depths and velocities will be investigated for both the major and initial storm runoffs
and these values made available to the Town Engineer.
D. Freeboard: Except where localized overflow in certain areas is desirable for additional
ponding benefits or other reasons, the minimum allowable freeboard will be one (1)
foot
E. Bottom width: The bottom width should be designed to satisfy the hydraulic capacity
of the cross-section recognizing the limitations on velocity, depth and Froude number.
F. Slope of channel: Grass lined channel slopes are dictated by velocity and Froude
number requirements. Grass-lined channels normally will have slopes of 0.2% to
0.6%. Where the natural topography is steeper than desirable, drops may have to
be utilized.
G. Curvature: The centerline curvature will not have a radius less than twice the design
flow top width, but not less than one hundred (100) feet.
H. Trickle channels: Trickle channels to carry low flows will be required for all new
channels. The capacity of a trickle channel will be approximately 2.0% of the major
design flow. Where 2.0% of the major design flow exceeds 90 cfs, a low flow
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-10
channel will be required. Low flow channels shall be in accordance with the UDFCD
Urban Storm Drainage Criteria Manual.
I. Design velocity: The maximum velocity for the major storm design runoff will not
exceed seven (7) feet per second for grass lined channels, except in sandy soil where
the maximum velocity shall not exceed five (5) feet per second.
J. Erosion: All channels will be designed with the proper and adequate erosion control
features.
K. Grass lining: The grass lining for channels shall be in accordance with the UDFCD
Urban Storm Drainage Criteria Manual.
L. Water surface profile: A water surface profile for the major storm runoff will be
computed for all channels and clearly shown on the final drawings submitted for
acceptance. Computations of the water surface profile will utilize standard backwater
methods such as HEC-RAS taking into consideration all losses due to velocity
changes, drops, bridge and culvert openings, and other obstructions. A
Computations Report shall be submitted along with the final design plan.
M. Roughness coefficient (n): The value of the roughness coefficient (n) to be used in
Manning's Formula, HEC-RAS, and for any other hydraulic calculation will not be
less than those listed in Table 800-5:
N. Froude number (turbulence factor) shall be less than 0.8 for grass-lined channels.
Grass lined channels having a Froude number greater than 0.8 will not be permitted.
Minimum velocities for all channels will not be less than two (2) feet per second for
the initial storm runoff.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-11
TABLE 800-5
MINIMUM VALUES OF ROUGHNESS COEFFICIENT (n)
Type of Channel and Description
Closed Conduits:
Minimum
Closed Conduits:
Concrete pipe and box culvert (new) 0.013
Concrete pipe and box culvert (old) 0.015
PVC pipe 0.011
CMP pipe 0.024
HDPE pipe 0.010
Channels and Swales:
Grass-lined (native grasses) 0.035
Grass-lined (turfgrass sod) 0.030
Riprap-lined 0.042
Concrete trickle channel 0.013
Major Drainageways:
Natural channel preservation See USDCM
Naturalized channel See USDCM
Wetlands channel See USDCM
Streets:
Asphalt street with concrete gutter 0.016
Concrete street and gutter 0.013
Concrete pavement and crosspans 0.013
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-12
815.02 Street Flow Capacities
Except as modified herein, the criteria set forth in the Urban Storm Drainage Criteria Manual will
be used in analyzing and approving the adequacy of streets as a function of the drainage system.
The Street Classifications for Drainage Purposes are listed in Table 800-6.
Table 800-6
STREET CLASSIFICATION FOR DRAINAGE PURPOSES
Street
Classification Function
Speed/Number
of Lanes Signalization at
Intersections Street Parking
Local
Provide access
to residential and
industrial areas
Low speed with
2 moving lanes
Stop signs One or both
sides of the
street
Collector
Collect and
convey traffic
between local
and arterial
streets
Low to moderate
speed with 2 or 4
moving lanes
Stop signs or
traffic signals
One or both
sides of the
street
Arterial
Function as
primary through
traffic conduits in
urban areas
Moderate to high
speeds with 4 to
6 lanes
Traffic signals
(controlled
access)
Usually
prohibited
Freeway
Provide rapid
and efficient
transport over
long distances
High speed
travel with 4
lanes or more
Cloverleaves,
access ramps
(limited access)
Always
prohibited
Both the initial storm runoff and major storm runoff must be considered, and calculations showing
such runoff at critical sections will be submitted. The following criteria will apply in the determination
of allowable street flow capacities:
A. Street, curb/gutter, walks, crosspans and curb cuts shall conform to all applicable
Sections of these STANDARDS AND SPECIFICATIONS.
B. In relation to street capacity for initial storm, pavement encroachment for the initial
design storm shall not exceed the limitations set forth in Table 800-7:
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-13
TABLE 800-7
ALLOWABLE PAVEMENT ENCROACHMENT AND DEPTH OF FLOW
FOR INITIAL STORM RUNOFF
Street Classification Maximum Encroachment*
Local No curb overtopping; flow may spread to crown of street.
Collector No curb overtopping; flow spread must leave the equivalent
of one 10-foot driving lane clear of water.
Arterials No curb overtopping; flow spread must leave the equivalent
of two 10-foot driving lanes clear of water - one lane in each
direction.
Freeways No encroachment is allowed on any traffic lane.
* Where no curbing exists, encroachment will not extend past property lines.
The storm sewer system will commence at the point where the maximum allowable
encroachment occurs.
C. In relation to street capacity for major storm, the allowable depth of flow and
inundated area for the major design storm will not exceed the limitations set forth in
Table 800-8:
TABLE 800-8
ALLOWABLE DEPTH OF FLOW AND INUNDATED AREA FOR
MAJOR STORM RUNOFF
Street
Classification
Allowable Depth and Inundated Areas
Local & Collector Residential dwellings and public, commercial, and industrial buildings
shall be no less than 12 inches above the 100-year flood at the ground
line or lowest water entry of the building. The depth of water over the
gutter flow line must not exceed 12 inches.
Arterial & Freeway Residential dwellings and public, commercial, and industrial buildings
must be no less than 12 inches above the 100-year flood at the ground
line or lowest water entry of the building. The depth of water must not
exceed the street crown to allow operation of emergency vehicles. The
depth of water over gutter flow line must not exceed twelve (12).inches
D. Cross street flow: Cross street flow will occur by one of the following methods. One
method is runoff which has been flowing in a gutter and then flows across the street
to the opposite gutter or inlet. The second case is flow from some external source,
such as a drainageway or conduit, which will flow across the crown of the street
when the conduit capacity is exceeded. Allowable Cross Street Flow is set forth in
Table 800 –9.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-14
TABLE 800-9
ALLOWABLE CROSS STREET FLOW
Street Classification Initial Storm Flow Major Storm Flow
Local 6 inches of depth in crosspan. 12 inches of depth above
gutter flow line.
Collector
Where cross-pans allowed,
depth of flow must not exceed
6 inches.
12 inches of depth above
gutter flow line.
Arterial/Freeway None. No cross flow.
815.03 Storm Sewers and Storm Inlets
Except as subsequently modified, the design of storm sewers and inlets shall conform to the
criteria set forth in the Urban Storm Drainage Criteria Manual. Both the initial and major storm
events shall be considered to size the storm sewer system. Storm sewers and inlets shall be of
sufficient capacity to adequately carry the expected runoff from the initial design storm, minimum.
There are conditions when the storm sewer system needs to be sized to convey flows greater
than the initial design storm (and as much as the major storm event). The storm sewer system
and subsequent storm inlets will commence at all locations where the allowable street capacity is
exceeded or wherever ponding of water is likely to occur. No bubblers will be allowed. The
minimum allowable pipe size to be used in storm sewers and laterals will be as listed in Table
800-10:
TABLE 800-10
MINIMUM ALLOWABLE PIPE SIZE
Type of Conduit Min. Inside Pipe Dia.
Main Trunk Sewer 18"
Short Laterals 15"
Arch pipes will be allowed where design conditions dictate, provided that the minimum cross-
sectional areas will not be less than the equivalent pipe size specified above. All storm sewer
conduits shall be of sufficient structural strength to withstand an H-20 design load.
The maximum allowable distance between manholes or other suitable appurtenances for cleanouts
shall not exceed those listed in Table 800-11:
TABLE 800-11
MAXIMUM ALLOWABLE MANHOLE SPACING
Inside Diameter or Minimum Head
Room
Maximum Allowable Distance Between
Manholes
18” - 36" 400 feet
42" - 60" 500 feet
60" & Larger 750 feet
The capacities of conduits will be computed using the criteria set forth in the Urban Storm
Drainage Manual, including a hydraulic grade line (HGL) analysis, for both the initial and major
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-15
storm events. Friction, lateral, bend, exit and entrance losses shall be included in the design. The
storm sewer design shall include tailwater conditions. The value of the roughness coefficient (n)
to be used will not be less than those specified in Section 815.01(l), Table 800-5 of these
STANDARDS AND SPECIFICATIONS. The average flow velocity for the initial storm event shall
not be less than two (2) feet per second and the maximum velocity for all storm events shall not
exceed 18 feet per second. The HGL for the major storm event peak flow shall be at least 1 foot
below the elevation of manhole covers, inlet grates, and the flowline at inlet curb openings. For
storm sewer systems designed for the initial storm event, additional runoff can be intercepted by
inlets during major storm events due to greater depths of flow in the streets. Surcharge created
by conveyance of the additional runoff must be analyzed and the HGL must meet the maximum
limit as described above for the major storm event.
Allowable storm inlets will be curb opening inlets, type "R" or combination curb/grate inlets, type “13”,
similar and equal to the Town's Standard Storm Water Inlets or as approved by the Town Engineer.
Inlets will be utilized at all points where ponding or sump conditions exist. Refer to the Standard
Drawings for details.
The allowable capacity and spacing of storm inlets shall be analyzed using the criteria set forth in
the Urban Storm Drainage Criteria Manual. Reduction factors are applied to the theoretical inlet
capacity to determine the allowable capacity. These reduction factors compensate for debris
plugging, pavement overlaying, variations in design assumptions or other factors that decrease inlet
capacities. Other methods, such as nomographs, may be used to design inlets as long as
appropriate reduction factors are applied. The Town Engineer must approve other design
methods.
The size of outlet pipes from storm water inlets shall be based on providing at least 1 foot of freeboard
from the gutter flowline to the hydraulic inlet control depth for the outlet pipe or the storm sewer
hydraulic grade line at the inlet, whichever is higher.
At sump inlets, an emergency overflow channel designed to convey the major storm runoff must be
provided in case the inlet becomes clogged. The emergency overflow channel shall be contained
within a drainage tract or easement. If the sump inlet is designed to intercept the major storm event,
the emergency overflow channel does not need to meet maximum velocity requirements. If the sump
inlet is not designed to intercept the major storm event, the emergency overflow channel must meet
the requirements in Section 815.01 Open Channels of these STANDARDS and SPECIFICATIONS.
Computations for storm sewer design and storm inlet designs shall be submitted on forms similar to
those included in these specifications for acceptance, or computer model or spreadsheet generated
results tables. Adequate details of the proposed storm sewer system, including plan and profile,
details of inlets, manholes and other appurtenances shall be included in the overall drainage plan
submitted for acceptance.
The storm sewer outlet shall be protected for the major storm event. The protection shall be designed
as set forth in the Urban Storm Drainage Criteria Manual.
815.04 Culverts
Culvert capacities shall be at least equal to the capacities of culverts designed in accordance with
the procedures outlined in the Urban Drainage Storm Criteria Manual. Culverts may be of any shape
and construction required by existing topographic features, provided, however, the size, shape,
location, and type of construction of culverts shall be subject to acceptance by the Town Engineer.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-16
Culverts installed under local and collector streets shall be designed to pass at least the 10-year
storm event. Culverts installed under arterials shall pass at least the 100-year storm event.
Culverts under principal arterials shall have sufficient capacity to pass all of the runoff from the major
storm considering a minimum of twenty percent (20%) of the inlet plugged. Higher percentages may
be required based on site-specific considerations.
Overtopping of culvert installations due to plugging must be analyzed for the 100-year storm event.
The overtopping depth due to plugging must be less than one foot.
The following design criteria shall be utilized for all culvert designs:
A. The culvert, including inlet and outlet structures, will properly take care of water, bed
load and debris at all stages of flow.
B. Inlets: Culvert inlets shall be designed to minimize entrance and friction losses. Inlets
shall be provided with either flared-end sections or head walls with wing walls.
Projecting ends will not be acceptable. For large structures, provisions shall be made
to resist possible structural failure due to hydrostatic uplift forces.
C. Outlets: Culvert outlets shall be designed to avoid sedimentation, undermining of
culvert, or erosion of downstream channels. Outlets shall be provided with either
flare-end sections or headwalls, with wingwalls and riprap or grouted boulders.
Projecting outlets will not be acceptable. Outlet protection shall be designed
according to the Urban Storm Drainage Criteria Manual or a method acceptable to
the Town Engineer.
D. Slopes: Culvert slopes shall be such that neither silting nor excessive velocities nor
scour occur.
E. Excessive ponding above culvert entrances will not be acceptable if such ponding
appears likely to cause property or roadway damage, culvert clogging, saturation of
fills, detrimental upstream deposits of debris, or inundate existing or future utilities
and structures.
F. Tailwater: The height of tailwater at the outlet shall be considered by the culvert outlet
control analysis and will be subject to acceptance by the Town Engineer.
G. Hydraulic Design: Culverts shall be analyzed to determine whether discharge is
controlled by inlet or outlet conditions for both the initial storm discharge and the major
storm discharge. The value of the roughness coefficient (n) used shall not be less
than those specified in Section 815.01, Table 800-5 of these STANDARDS AND
SPECIFICATIONS. Computations for selected culvert sizes shall be submitted for
approval on forms similar to those included in these specifications, or computer model
or spreadsheet generated results tables.
H. Minimum Allowable Size: The required size of the culvert shall be based on adequate
hydraulic design analysis. In no case shall approval be made for round culverts with
less than an eighteen (18) inch inside diameter.
I. Multiple Culvert Installations: Where physical conditions dictate, multiple culvert
installations will be acceptable, subject to approval by the Town Engineer. Headwalls
shall be used with multiple culvert installations. The minimum size of any culvert shall
not be less than the requirements set forth in Section 815.03, Table 800-10 of these
STANDARDS AND SPECIFICATIONS.
J. Structural Design: The structural design of culverts shall conform to those methods
and criteria recommended by the manufacturer of a specific type of culvert for the
specified embankment conditions. Where appropriate, the applicable provisions of
Section 815.02 of these STANDARDS AND SPECIFICATIONS will also apply to the
design of culverts.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-17
815.05 Stormwater Quality
Applicable development projects are encouraged to approach water quality planning utilizing the
four-step approach outlined in Volume 3 of the Urban Storm Drainage Criteria Manual. The four
steps aim for a comprehensive approach to stormwater quality by 1) reducing the amount of site
runoff by employing runoff reduction practices; 2) implementing permanent CMs that provide water
quality capture volume (WQCV) with slow release; ; 3) stabilizing streams; and, 4) implementing site
specific source control permanent CMs.
All applicable development projects subject to the requirements of these STANDARDS AND
SPECIFICATIONS must provide for water quality, unless exempted by the Town’s MS4 permit,
through permanent CMs. Please refer to the Urban Storm Drainage Criteria Manual (Volume 3) for
guidance on selection, use and design of BMPs. Justification for the selection of one of the allowed
base design standards must be included in the Phase III Drainage Report, including any allowable
exclusions.
Permanent CMs shall meet one of the following base design standards listed below:
• Water Quality Capture Volume (WQCV) – this standard can be achieved through the
treatment or infiltration of the WQCV. When utilizing this standard, sites must provide
treatment for the entire new development or redevelopment. Some areas may be excluded
from treatment when justified that a portion of the site cannot practically drain to the
permanent CM (such as driveway access, perimeter sidewalks, or tree lawns). In addition,
the excluded area may not be more than 20% of the site, not to exceed one acre.
• Pollutant Removal Standard – this standard can be achieved through treating stormwater
runoff in a manner expected to reduce the mean concentration of total suspended solids
(TSS) to a median value of 30 mg/L or less for the 80th percentile storm event, at a minimum.
When utilizing this standard, sites must provide treatment for the entire new development or
redevelopment. Some areas may be excluded from treatment when justified that a portion
of the site cannot practically drain to the permanent CM (such as driveway access, perimeter
sidewalks, or tree lawns). In addition, the excluded area may not be more than 20% of the
site, not to exceed one acre.
• Runoff Reduction Standard – this standard can be achieved through the infiltration,
evaporation or evapotranspiration of 60% of the sites WQCV, with the WQCV assuming all
of the impervious area for the site discharges to infiltration. When utilizing this standard,
additional soils analysis and recommendations from a geotechnical engineer are required to
demonstrate that site geology and other factors allow appropriate infiltration to occur.
• Regional WQCV Control measure – this standard can be achieved through the treatment or
infiltration of the WQCV. Stormwater form the site must not discharge to a water of the state
before being discharged to the regional WQCV control measure.
• Regional WQCV Facility – this standard can be achieved through the treatement or
infiltration of the WQCV. Stormwater from the site may discharge to water of the state before
being discharged to the regional WQCV facility. In order to utilize this treatment option, the
following apply:
o Before discharging to waters of the state, at least 20% of the upstream
imperviousness of the applicable development site must be disconnected and drain
through a receiving pervious area comprising at least 10% of the upstream
disconnect impervious area.
o The facility must be implemented, functional, and maintained following good
engineering, hydrologic and pollution control practices.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-18
o The facility must be designed and maintained for 100% WQCV for its entire drainage
area and have the capacity to accommodate the drainage from the applicable
development site.
o The facility must be designed and implemented with flood control or water quality as
the primary use. Waterbodies listed by name in surface water quality classifications
and standards regulations (5 CCR 1002-38) may not be considered regional WQCV
facilities.
• Constrained Redevelopment Site – This standard may be utilized if the redevelopment is
greater than 75% impervious AND the Town of Firestone has determined that is it not
practicable to meet any of the previous listed base design standards. Constrained
Redevelopment Site permanent CMs must be designed to meeting one of the following:
o Provide WQCV for at least 50% of the impervious area of the site.
o Provide treatment for the 80th percentile stormwater event, where the CM is designed
to treat stormwater runoff in a manner expected to reduce the even mean
concentration of TSS to a median value of 30 mg/L or less. Additionally, a minimum
of 50% of the applicable development area including 50% or more of the impervious
area shall drain to the CM. This standard does not require that 100% of the
applicable development site be directed to the CM as long as the overall goal is met
or exceeded, or
o Provide Runoff Reduction through infiltration, evaporation, or evapotranspiration, for
a quantity of water equal to 30% of what the calculated WQCV would be if all
impervious area for the site discharged without infiltration.
820.00 GENERAL PROVISIONS
821.00 General
All storm drainage construction in the Town rights-of-way shall be accomplished in accordance with
these STANDARDS AND SPECIFICATIONS, and these standards will cover not only new storm
drainage construction but also repairs and maintenance of the existing facilities within the Town.
822.00 Accepted Plans
All storm drainage construction shall be done in accordance with engineered construction plans for
the work, prepared under the direction of a Registered Professional Engineer licensed to practice in
Colorado. Plans will conform to the Town's Design Criteria and must be accepted by the Town
Engineer. Storm drainage plans will include an Area Grading Plan and an Erosion Control plan as
defined in Section 161.00 of these STANDARDS AND SPECIFICATIONS.
Where work is to be done on an irrigation ditch, the written approval of the ditch owner is required
prior to acceptance by the Town Engineer.
823.00 Permits Required
The Town Engineer will require a public improvement permit. Refer to Section 622.00, Permits
Required, of these STANDARDS AND SPECIFICATIONS for additional requirements.
824.00 Maintenance of Traffic
Maintenance of traffic shall comply with Section 623.00, Maintenance of Traffic, of these
STANDARDS AND SPECIFICATIONS.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-19
830.00 EROSION CONTROL
831.00 General
Erosion and sedimentation are natural processes, the intensity of which are increased by land
disturbing activities that reduce or destroy the aesthetic and practical values of neighboring
properties, streams and lakes. The purpose of these erosion criteria is to reduce intensified erosion,
caused by either wind or water, to an acceptable level without placing undue burdens on the
landowner, builder or community.
832.00 Requirements
Erosion control measures shall be designed in conformance with Urban Storm Drainage Criteria
Manual. All land-disturbing activities within the Town of Firestone shall be in compliance with
applicable Colorado Discharge Permit System (CDPS) and Colorado Air Quality Control
Commission regulations to protect stormwater.
833.00 Submittal
A discussion summarizing erosion control methods shall be submitted as part of the preliminary and
final drainage reports as required in Section 162.00 of these STANDARDS AND SPECIFICATIONS.
A detailed erosion control plan must accompany the Area Grading Plan and approved Drainage Plan
as required in Section 161.09 of these STANDARDS AND SPECIFICATIONS. The erosion control
plan must be submitted to, and accepted by the Town of Firestone Public Engineering Division prior
to receiving a grading permit.
834.00 Erosion Control Measures
Detailed erosion control measures must be provided to protect the following:
A. Inlets and culverts
B. Drainageways
C. Streams or other water bodies that are immediately adjacent to land disturbed by
construction activity.
D. Cut and fill areas where exposed soil exists.
E. Properties and improved streets adjacent to construction activity.
F. Other as required by the Town Engineer.
Temporary erosion control measures such as sediment traps, hay bales or silt fences must be
properly placed in accordance with the accepted Stormwater Management Plan (SWMP) prior to
any earthmoving on site. Erosion control measures shall be kept in good repair and fully functional
until the erosion potential from the site no longer exists. Permanent erosion control (sod, seed,
mulching, etc.) will be in place prior to the request for a Certificate of Occupancy.
A water truck shall be kept on-site at all times during land disturbing activities to control wind erosion
and dust.
835.00 Erosion Control Structures
Standard details and specifications are provided in the Standard Drawings. When applicable,
details of additional erosion control measures should be obtained from the Urban Storm Drainage
Criteria Manual.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-20
840.00 STORM DRAINAGE CONSTRUCTION
841.00 Site Work and Earthwork
841.01 General
Site work and earthwork shall be performed in accordance with Section 300.00, Site Work and
Earthwork, of these STANDARDS AND SPECIFICATIONS.
841.02 Trenching, Backfilling and Compacting
Trenching, backfilling and compacting shall be performed in accordance with Section 350.00,
Trenching, Backfilling and Compacting, of these STANDARDS AND SPECIFICATIONS.
841.03 Preservation of Monuments
Refer to Section 141.00, Protection of Public and Utility Interests, of these STANDARDS AND
SPECIFICATIONS.
842.00 Materials
842.01 Pipe
Reinforced concrete pipe (RCP): shall be manufactured in accordance with ASTM C-76. All
applicable portions of Section 706, Concrete and Clay Pipe, of the CDOT Standard Specifications
for Road and Bridge Construction shall apply. Rubber gasket joints shall be in accordance with ASTM
C443.
Polyvinyl Chloride Pipe (PVC): shall be manufactured in accordance with ASTM F794. All applicable
portions of Section 712.13, Plastic Pipe, of the CDOT Standard Specifications for Road and
Construction shall apply. Use of PVC within the right-of-way is not allowed.
High-density polyethylene pipe (HDPE): shall be manufactured in accordance with ASTM D3350,
ASTM D4976, ASTM F667, ASTM F894, ASTM F2306, and ASTM F2562. Requirements for test
methods, dimensions and markings shall comply with AASHTO Designation M-294. Use of HDPE
within the right-of-way is not allowed.
Couplings shall be corrugated to match the pipe corrugations (to be fabricated by the pipe
manufacturer) and the width shall not be less than one-half (1/2) the nominal diameter of the pipe.
Split couplings shall be manufactured to engage an equal number of corrugations on each side of
the pipe joint. Where required by the Town Engineer, a mastic type gasket will be utilized. A
manufacturer's certification that the product was manufactured, tested and supplied in accordance
with this specification shall be furnished upon request of the Town Engineer.
Pipe class designation or gauge shall be as shown on the accepted plans or as designated by the
Town Engineer for each individual project. Pipe material shall be chosen based on strength and soil
conditions. At no time shall high-density polyethylene pipe (HDPE) be allowed under roadways.
All pipe shall be inspected by the Town Engineer to allow for rejection of pipe that fails to conform to
the requirements of these STANDARDS AND SPECIFICATIONS. Defects will be marked so as not
to disfigure the rejected pipe. Rejected pipe will be removed from the job site within 24 hours.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-21
842.02 Pipe Joints
Pipe joints shall be constructed as designated on the accepted construction plans or as otherwise
accepted by the Town Engineer. Rubber gasket joints for concrete pipe will conform to ASTM C-443.
Corrugated metal pipe joints will be installed according to pipe manufacturer's recommendations.
Cement mortar joints will be constructed with mortar mixture composed of one (1) part Portland
cement to three (3) parts sand and enough water to produce a workable mix. Mortar that has started
to set will be discarded and a new batch prepared.
842.03 Manholes, Inlets and Sidewalk Chases
Manholes and inlets may be constructed of cast-in-place or precast concrete. Concrete precast
reinforced risers and tops must conform to ASTM Designation C-478 except that wall thickness may
be either wall "A" or wall "B" as described in ASTM Designation C-76. Manholes shall conform to
details shown on the Standard Drawings unless otherwise approved by the Town Engineer. Cones
will be of the eccentric type.
The top of the manhole vault shall be a minimum of twelve (12) inches and a maximum of eighteen
(18) inches below the finished street or ground surface elevation. Concrete extension risers or collars
shall be used to bring the manhole ring and cover up to finished street or ground surface elevation.
Manhole rings and covers (all traffic covers shall be designed for H-20 traffic loading):
A. Twenty-four (24) inch manhole rings and covers; cover weight = approximately one
hundred sixty-five (165) pounds, ring weight = approximately two hundred forty (240)
pounds.
B. Twenty-four (24) inch by thirty-six (36) inch double ring and cover (36" cover with
auxiliary 24" opening and cover);
36" cover weight = approximately two hundred fifty (250) pounds.
24" cover weight = approximately one hundred sixty five (165) pounds.
36" ring weight = approximately two hundred eighty (280) pounds.
C. Manholes located in drainage ways, floodplains, near roadway sump conditions, or
as otherwise directed shall be fitted with water tight lids with hinges and locking
devices. Bolted manhole lids are not acceptable. A submittal detailing the water tight
lid to be used must be accepted by the Town.
Steps shall have a minimum tensile strength of 38,000 psi, minimum yield strength of 35,000 psi,
and have an elongation of not less than ten percent (10%) in two (2). inches Without permanent
deformation, steps must carry a load of one thousand (1,000) pounds when projected six (6) inches
from the wall and fifteen hundred (1,500) pounds when projected four (4) inches from the wall. Steps
shall be one-half (1/2) inch diameter steel-reinforcing rods completely encapsulated in Copolymer
Polypropylene as manufactured by M.A. Industries, Inc. or an approved equal. Steps shall be spaced
as shown on the Standard Drawings. All manhole steps shall be cast into the manhole barrel when
the manhole is poured. The maximum distance from the finished ground (street) surface to the first
step shall be twenty-four (24) inches.
Mortar for manholes shall be mixed in the following proportions by volume: One (1) part Portland
cement; one-half (1/2) part hydrated lime; and three (3) parts sand or masonry cement. The cement,
lime, and sand will be thoroughly mixed dry and only enough water added to form a mortar of proper
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-22
consistency. Mortar shall be used within one (1) hour after mixing with no retempering permitted.
Mortar that has taken a partial set is prohibited from use.
Inlets shall conform to the Standard Drawings and to applicable Colorado Department of
Transportation "M" Standards. All lids for inlets shall have the words “No Dumping – Drains to River”
and “Storm Sewer”.
Sidewalk chase drains are allowed and shall conform to the standard drawings.
842.04 Manhole Base Slabs & Base Beams
Manhole base slabs may be poured in place or precast. Where possible, inverts will be the PVC pipe
with the top half cut out. The slab shall be designed to uniformly support the earth load and any other
reasonable loads that may occur. The minimum slab thickness shall be six (6) inches. The minimum
reinforcement will be #4 Rebar grid on one (1) foot centers.
If required, manhole base beams shall be precast, reinforced concrete. The beams shall be twelve
(12) inches wide by nine (9) inches deep by eight (8) feet long.
The reinforcement shall consist of three (3) No. 5 bars longitudinally and No. 4 bars at twelve (12)
inch centers transversely.
842.05 Concrete
Concrete shall conform to Section 400.00, Concrete Work, of these STANDARDS AND
SPECIFICATIONS, for Portland cement concrete work. Type II cement will be used. Concrete
encasement of pipe will conform to the details shown on the accepted plans.
842.06 Cast Iron Fittings
All cast iron manhole rings and covers, and other iron castings must be made of tough gray pig iron
conforming to ASTM Designation A-48 and shall be free from cracks, holes, swells, and cold shuts,
and will have a smooth workman-like finish. Fittings shall be hot dipped in asphalt varnish in such a
manner as to form a firm and tenacious coating. Fittings shall conform to details shown on the
Standard Drawings unless otherwise approved by the Town Engineer. Cast iron manhole rings and
covers shall have a combined weight of between three hundred (300) and four hundred (400)
pounds. All metal bearing surfaces between the ring and cover will be machined or fabricated to
insure good seating. Manhole lids shall be provided with non-slip pattern in surface that lies flush
with the elevation of the ring. Lids shall be furnished with the word "STORM" cast on top with a
confined space warning in accordance with the Standard Drawings.
842.07 Bedding Material
Bedding for storm sewer mains shall meet the gradation of CDOT “No.67 Coarse Aggregate” as
specified in Section 703.02 in the latest edition of the CDOT “Standard Specifications for Road and
Bridge Construction”. Reference the Storm Sewer Trench Detail for further detail. All applicable
portions of Section 352.00, Bedding for Pipelines and Service Lines, of these STANDARDS AND
SPECIFICATIONS, shall apply.
842.08 Riprap and Filter Cloth
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-23
Riprap and filter cloth shall be installed at those locations noted on the accepted plans, or in locations
designated by the Town Engineer. Riprap and bedding shall meet the standards set forth in the
Urban Storm Drainage Criteria Manual.
842.08.01 Riprap
Rock used for riprap shall be hard, durable, angular in shape, and be free from cracks, overburden,
shale and organic matter. Neither breadth nor thickness of single stone shall be less than one-third
(1/3) its length and rounded stone will not be accepted except when used for mixing void-filled riprap
per the USDCM requirements. The rock shall sustain abrasion test (Los Angeles machine - ASTM
C0535-69) and shall sustain a loss of not more than ten percent (10%) after twelve (12) cycles of
freezing and thawing (AASHTO test 103 for ledge rock procedure A). The rock shall have a minimum
specific gravity of 2.50. Classification and gradation for riprap are shown in Table 800-14.
The riprap designation and total thickness of riprap shall be as shown on the accepted plans. The
maximum stone size shall not be larger than the thickness of the riprap.
TABLE 800-14
CLASSIFICATION AND GRADATION OF RIPRAP
Riprap Designation % Smaller Than Given
Size By Weight
Intermediate Rock
Dimension
(Inches)
d(50)*
(Inches)
Type VL 70-100 12
50-70 9
35-50 6 6**
2-10 2
Type L 70-100 15
50-70 12
35-50 9 9**
2-10 3
Type M 70-100 21
50-70 18
35-50 12 12
2-10 4
Type H 70-100 30
50-70 24
35-50 18 18
2-10 6
Type VH 70-100 42
50-70 33
35-50 24 24
2-10 9
*d(50) = Mean rock size
** Bury Types VL and L with native topsoil and re-vegetate to protect from vandalism.
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-24
842.08.02 Filter Cloth
Filter cloth shall be manufactured especially for the stability of erosion control construction and made
from polyethylene, polypropylene or polyester yarns in accordance with the following:
A. Weight 3.9 oz/yd ASTM D1910
B. Thickness 15 mils ASTM D1777
C. Grab Strength 130 lbs ASTM D1682
D. Elongation Break 60% ASTM D1682
E. Mullen Burst Strength 140 psi ASTM D3786
F. Puncture Strength 40 lb ASTM D751
G. Trapezoid Tear Strength 60 lb ASTM D751
H. Equivalent Opening Size 70-100 U.S. Sieve CW 02215
842.08.03 Filter Material
The filter material that shall be placed on top of the filter cloth (at specified thickness) prior to
placement of the riprap shall meet the requirements of "Stabilization Material" as defined in Section
340.01, Definitions, of these STANDARDS AND SPECIFICATIONS.
When requested by the Town Engineer, the Contractor shall furnish copies of tests from a certified
and acceptable testing laboratory for the following:
A. Gradation and soundness of rock for riprap and boulders
B. Gradation of filter material
C. Strength and characteristic tests for filter cloth
843.00 Installation
Refer to Section 733.01, General, of these STANDARDS AND SPECIFICATIONS.
843.01 Alignment and Grade
Storm sewers and structures appurtenances shall be constructed accurately to the line and grade
as shown on the accepted plans. Construction stakes shall be placed by field parties under the direct
supervision of a Registered Professional Land Surveyor licensed to practice in the State of Colorado.
The grade and alignment of the storm sewer will be determined and maintained by the use of a string
line, parallel to the sewer supported above the ground on grade boards spaced not more than thirty
(30) feet apart and rigidly anchored to and supported by substantial posts driven into the ground.
The boards will be straight and true with a minimum size of the boards of two (2) inch by six (6) inch.
Where possible, not less than three (3) boards will be installed and maintained in proper position at
any one time as a check on the accuracy of the grade line. If the Town Engineer approves double
string lines, there will be a minimum of three (3) feet six (6) inches between strings.
The grade and alignment may also be determined by use of suitable surveying instruments (checking
the invert of each piece of pipe) or laser equipment, operated continuously during the construction.
"As-built" drawings, as described in Section 161.00, Construction Plan Requirements, of these
STANDARDS AND SPECIFICATIONS, shall be furnished to the Town Engineer.
843.02 Protection of Existing Underground Utilities
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-25
Refer to Section 733.03, Protection of Existing Underground Utilities, of these STANDARDS AND
SPECIFICATIONS.
843.03 Wet Trench
Refer to Section 351.00, Trench Excavation for Pipelines and Service Lines, of these STANDARDS
AND SPECIFICATIONS.
843.04 Handling Pipe and Fittings
Refer to Section 733.05, Handling Pipe and Fittings, of these STANDARDS AND SPECIFICATIONS.
843.05 Sewer Pipe Installation
Refer to Section 733.06, Sewer Pipe Installation, of these STANDARDS AND SPECIFICATIONS.
843.06 Connections to Existing Manholes
Refer to Section 733.07, Connections to Existing Manholes, of these STANDARDS AND
SPECIFICATIONS.
843.07 Construction of Manholes, Inlets and Sidewalk Chases
Manholes and inlets shall be constructed in accordance with applicable portions of Section 733.08,
Construction of Manholes, of these STANDARDS AND SPECIFICATIONS.
Refer to the Standard Drawings for manhole details, inlet details, and for sidewalk chase details.
Inlets shall be per CDOT Construction Details or accepted by the Town of Firestone.
843.08 Construction of Open Channels and Special Structures
All work will conform to details shown on the accepted plans and whatever additional specifications
are required. Construction will be accurately done to line and grade according to construction stakes
as required by Section 843.01 of these STANDARDS AND SPECIFICATIONS.
When required, sidewalk chases will be constructed as detailed on the Standard Drawings.
843.09 Riprap and Filter Cloth
Excavation for riprap shall conform to all applicable portions of Section 300.00, Site Work and
Earthwork, of these STANDARDS AND SPECIFICATIONS.
The Contractor shall complete the excavation in accordance with the accepted plans or as directed
by the Town Engineer, then he shall place the filter cloth over the graded areas loosely enough so
that any protrusions from underneath or applied bands to the cloth will not cause stretching of the
cloth beyond elastic limits.
The outer edge of the filter cloth shall be folded vertically upward at the trench. All overlapping joints
shall be a minimum of two (2) feet wide, with the upstream section overlapping the downstream
portion. The overlapping joints shall be secured with staples at each edge of the adjoining sections
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-26
of cloth, and spaced at two (2) foot intervals. The Contractor, at his expense, in accordance with the
manufacturer’s recommendations, shall repair any holes, rips or other damage to the filter cloth.
Stabilization material, as described in Section 340.01, Definitions, of these STANDARDS AND
SPECIFICATIONS, shall be placed on top of the filter cloth (where filter cloth is used) to a thickness
of six (6) inches. The material shall be placed using equipment, which will not rip, tear or otherwise
damage the filter cloth. Any damaged areas shall be promptly repaired at the Contractor's expense.
The material shall be screeded to give a finished surface, which is within one- (1) inch of the specified
thickness.
Riprap shall be placed to conform to the details shown on the accepted plans. The larger size stones
shall be placed first and roughly arranged in close contact. The toe trench and foundation course
shall be closed first. The spaces between the larger stones shall then be filled with smaller stone of
suitable size, so placed as to leave the surface evenly stepped, conforming to the contour required.
The finished surface shall be even and tight and shall not vary from the planned surface by more
than one-quarter (1/4) foot per foot of depth. The material may be machine placed with sufficient
handwork to accomplish the requirements noted herein.
Where boulders are to be grouted, the boulders shall be laid with care to prevent earth and sand
from filling the gaps between boulders. Grout must be removed from exposed rock for aesthetic
purposes. Gaps shall be filled with grout and mechanical vibrators shall be used to insure all voids
are filled. The surface shall be trowel finished. Concrete for the grout shall be an approved batch
meeting the following requirements:
a. All grout shall have a minimum 28-day compressive strength equal to 3,200 psi.
b. One cubic yard of grout shall contain a minimum of six (6) sacks of Type II Portland
cement.
c. A maximum of 25% Type F Fly Ash may be substituted for the Portland cement.
d. Aggregate for the grout shall consist of 70% natural sand (fines) and 30% 3/8-inch rock
(coarse).
e. Slump shall be four (4) inches to six (6) inches.
f. Air entrainment shall be 5.5% - 7.5%.
g. Grout shall contain one and one-half (1-1/2) pounds of Fibermesh, or approved
equivalent, per cubic yard of grout.
h. Color Additive in required amounts shall be used when so specified by contract.
Except when approved in writing by the Town Engineer, the Contractor shall not be permitted to
grout boulders when the air temperature away from artificial heat falls below thirty-two degrees
Fahrenheit (32°F), and there is frost in the subgrade. When grouting is permitted during cold weather,
the temperature of the mix shall not be less than fifty degrees Fahrenheit (50°F) at the time of placing.
During hot weather conditions, the temperature of the mix shall not be more than ninety degrees
Fahrenheit (90°F) at the time of placing The Contractor shall not place filter cloth, stabilization
material, or boulders on frozen ground. Blankets and heaters must be used to maintain a temperature
between fifty degrees Fahrenheit (50°F) and seventy degrees Fahrenheit (70°F) for the required
curing period. Concrete shall not be placed against forms exposed to heating unless the temperature
of the forms is first cooled to less than or equal to ninety degrees Fahrenheit (≤90°F).
STORM DRAINAGE SYSTEM SECTION 800
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 800-27
843.10 Inspections
Initial Acceptance: Prior to initial acceptance the Contractor, at the Contractor’s expense, will jet-
vac the storm sewer and have the lines inspected with TV video equipment (a copy of the video tape
and written report must be supplied to the Town). If, after visual inspection of the storm sewer system
and video, the Town Engineer suspects that there is a problem, he may require that further tests
shall be completed by the Contractor at the Contractor’s expense. Should any inadequacies be
found, the Contractor shall make repairs deemed necessary to correct the problem.
Final Acceptance: Prior to final acceptance the Contractor, at the Contractor’s expense, will jet-vac
the storm sewer and have the lines inspected with TV video equipment (a copy of the video tape and
written report must be supplied to the Town). If, after visual inspection of the storm sewer system
and video, the Town Engineer suspects that there is a problem, he may require that further tests
shall be completed by the Contractor at the Contractor’s expense. Should any inadequacies be
found, the Contractor shall make repairs deemed necessary to correct the problem.
850.00 TRENCHING, BACKFILLING AND COMPACTING
Refer to Section 350.00, Trenching Backfilling and Compacting, of these STANDARDS AND
SPECIFICATIONS.
860.00 RESTORATION AND CLEANUP
Refer to Section 360.00, Restoration and Cleanup, of these STANDARDS AND SPECIFICATIONS.
870.00 GRADING AND EXCAVATION
Refer to Section 330.00, Site Preparation, of these STANDARDS AND SPECIFICATIONS.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-1
SECTION 900 TRAFFIC SIGNALS
SECTION PAGE
910.00 GENERAL REQUIREMENTS ............................................................................ 2
910.01 Traffic Control and Street Closure ................................................................... 2
910.02 Protection of Property ..................................................................................... 2
910.03 Intersection Power .......................................................................................... 2
910.04 Field Location .................................................................................................. 2
910.05 Intersection Phasing ........................................................................................ 3
910.06 License and Permits ........................................................................................ 3
910.07 Utilities ............................................................................................................ 3
910.08 Work Hours ..................................................................................................... 3
910.09 Inspection ....................................................................................................... 3
910.10 Design and Submittal Review ......................................................................... 4
910.11 Regulations and Code ..................................................................................... 4
910.12 Equipment Lists and Drawings ........................................................................ 4
920.00 TRAFFIC SIGNAL CONSTRUCTION ................................................................ 4
920.01 Excavation and Backfill .................................................................................... 4
920.02 Removing, Replacing, and Resetting Improvements ....................................... 5
930.00 TRAFFIC SIGNAL MATERIALS ........................................................................ 6
930.02 Conduit ............................................................................................................ 7
930.03 Pull Box ........................................................................................................... 9
930.04 Cabinet Bases ................................................................................................10
930.05 Conductor and Cable ......................................................................................10
930.06 Interconnect ....................................................................................................13
930.07 Video Detection ..............................................................................................13
930.08 Inductance Loop Detection .............................................................................14
930.09 Pedestrian Push Buttons ................................................................................15
930.10 Emergency Vehicle Detection .........................................................................15
930.11 Electrical Services ..........................................................................................15
930.12 Bonding and Grounding ..................................................................................16
930.13 Controller and Cabinet ....................................................................................16
930.14 On-Street Master Controller ............................................................................17
930.15 Traffic Signal Heads .......................................................................................17
930.16 Traffic Signal Poles, Mast Arms and Luminate Davits .....................................18
930.17 Pedestrian Pole ..............................................................................................19
930.18 Pedestrian Push Button Pole ..........................................................................20
930.19 Illuminated Street Name SIgns .......................................................................20
930.20 Blank Out Regulatory/Warning SIgns..............................................................20
930.21 School Flashing Beacon Assembly .................................................................21
930.22 Warning or Regulatory Sign Flashing Beacon Assembly ................................22
930.23 Solar Power System .......................................................................................23
930.24 Uninteruptable Power Supply (UPS) ...............................................................23
930.24 Miscellaneous Hardware ................................................................................24
940.00 POST CONSTRUCTION ...................................................................................24
940.02 Maintenance and Emergency Repairs During and After Construction .............24
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-2
SECTION 1100 TRAFFIC SIGNALS
910.00 GENERAL REQUIREMENTS
910.01 Traffic Control and Street Closure
The Contractor or Developer will be required to maintain access to all properties throughout
the period of construction for this project. The Contractor or Developer shall be required to
erect, maintain, and remove all barricades, traffic control signs and devices necessary for any
street closure including detour signs. Any signs not in use shall be turned away from traffic
or removed from the job site. All traffic control devices shall be in good condition. Signs shall
be clean, retro reflective, and free of scratches and graffiti.
Any street closure must be pre-approved by the Town Engineer. All such barricades and
traffic control signs and devices shall be in accordance with the latest edition of the Manual
on Uniform Traffic Control Devices (MUTCD) for Streets and Highways including the Colorado
Supplement. Traffic control plans shall be submitted to the Town Engineer for review no later
than two (2) weeks in advance of any work.
910.02 Protection of Property
The Contractor or Developer shall assume full responsibility and expense for the protection of
all public and private property, structures, water mains, sewers, utilities, etc., both above and
below ground, at or near the site or sites of the work being performed under the Contract, or
which are in any manner affected by the prosecution of the work or the transportation of
personnel and materials in connection therewith.
The Contractor or Developer shall give notice of not less than forty-eight (48) hours to the
Town Engineer and to other owner or owners of public or private property or utilities when
they will be affected by the work to be performed under the Contract; and shall make all
necessary arrangements with the Town, owner or owners for the removal, replacement, or
protection of such property or utilities.
The Contractor or Developer shall be responsible for insuring that all work sites are properly
cleaned and barricaded prior to the completion of the day's activities.
910.03 Intersection Power
The Contractor or Developer shall notify the Town Engineer a minimum of three (3) weeks
prior to the signal turn-on so that orders may be issued for service inspection and power
connection as applicable.
910.04 Field Location
All loops, poles, control cabinets, pull boxes, pole foundations and permanent pavement
markings shall be field located by the Town Engineer.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-3
910.05 Intersection Phasing
Intersection phasing shall be as defined in the table below regardless of direction of the
coordinated vehicular movements. When intersection phasing defined in the plans and/or
project specials conflicts with that defined here within, the Town Engineer shall make final
determination as to the intersection phasing.
Controller Phase Vehicular Movement
1 Main Street Left Turn (SB/WB)
2 Main Street Through (NB/EB)
3 Side Street Left Turn (NB/WB)
4 Side Street Through (SB/EB)
5 Main Street Left Turn (NB/EB)
6 Main Street Through (SB/WB)
7 Side Street Left Turn (SB/EB)
8 Side Street Through (NB/WB)
910.06 License and Permits
The Contractor or Developer shall obtain any, and all, permits as necessary from the Town’s
Engineering Division and CDOT as may be applicable.
910.07 Utilities
All utility locations and elevations will require field verification in cooperation with the affected
companies and public agencies. The Contractor or Developer shall be responsible for locating
all underground utilities, valve boxes, manholes, etc., and insuring that they are properly
protected and adjusted as called for in the plans and/or project specials. When utility
adjustments are required, but have not been called for in the plans and/or project specials,
the Contractor or Developer shall notify the Town.
910.08 Work Hours
Working hours shall be as defined in sections 131.01 and 171.00 of these STANDARDS AND
SPECIFICATIONS. The Contractor or Developer, upon approval of the traffic control plan by
the Town Engineer, will only be allowed lane closures in the public roadway during normal
working hours and/or at other times as requested by the Contractor or Developer, and
approved by the Town Engineer via written approval.
910.09 Inspection
Prior to both Construction Acceptance and Final Acceptance, the Town Engineer will employ
the services of the Town’s designated Traffic Signal Maintenance Contractor to assist with the
said inspection. The Contractor or Developer shall reimburse the Town for the actual cost
associated with the utilization of the Town’s designated Traffic Signal Maintenance Contractor
for the inspections.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-4
910.10 Design and Submittal Review
The Town Engineer may elect to employ the services of the Town’s designated Traffic Signal
Maintenance Contractor to review design drawings, shop drawings, and specifications for
equipment and materials. In such cases, the Contractor or Developer shall reimburse the
Town the actual costs associated with the utilization of the Town’s designated Traffic Signal
Maintenance Contractor for the review.
910.11 Regulations and Code
All materials and workmanship shall conform to the standards of the latest edition of the
Colorado Department of Transportation Standard Specifications for Road and Bridge
Construction. If conflicts arise between the Colorado Department of Transportation Standard
Specifications for Road and Bridge Construction and these STANDARDS AND
SPECIFICATIONS, these STANDARDS AND SPECIFICATIONS shall take precedence. In
addition to requirements of the Colorado Department of Transportation Standard
Specifications for Road and Bridge Construction, and the Contract Documents, all material
and work shall conform to the requirements of the National Electrical Line Construction of the
Public Utilities Commission, the Standards of the American Society for Testing and Materials
(ASTM), the American Standards Association (ASA), and any local ordinance which may
apply.
910.12 Equipment Lists and Drawings
After contract award, prior to installation, and/or at the Town Engineer’s request, the
Contractor or Developer shall submit shop drawings and specifications for equipment and
materials the Contractor or Developer proposes to furnish. The shop drawings and
specifications shall be complete as to name of manufacturer, size, and catalog number of unit,
and shall be supplemented by such other data as may be required. The Town Engineer’s
approval shall be required prior to installation.
Inspection or sampling of any materials, other than those materials already approved by the
Town Engineer, must be made by the Town Engineer prior to installation. If the Contractor or
Developer proposes a substitution of material called for in the plans, project specials, as
specifically defined in these specifications, or as shown in approved submittals and shop
drawings, the Contractor or Developer shall provide additional information to prove the
substitution item is of equal or superior quality. Any material and/or equipment installed by
the Contractor or Developer that is not in conformance with these specifications shall be
removed and/or replaced solely at the Contractor or Developer's expense.
920.00 TRAFFIC SIGNAL CONSTRUCTION
920.01 Excavation and Backfill
Excavations for the installation of conduit, foundations, and other appurtenances shall be
performed in such a manner as to cause the least possible injury to the streets, sidewalks and
other improvements. The trenches shall not be excavated wider than necessary for the proper
installation of conduit, foundations, and other appurtenances. Excavating shall not be
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-5
performed until immediately before installation of conduit, foundations, and other
appurtenances. The material from the excavation shall be placed in a position where the least
interference with the surface drainage will occur and without obstruction to vehicular or
pedestrian traffic. All excavations shall be done in conformance with OSHA regulations.
Excavated material shall be removed at the completion of the project or as directed by the
Town Engineer.
Excavations, after backfilling, shall be kept well filled and maintained in a smooth and
well-drained condition until permanent repairs are made. The Colorado Department of
Transportation latest edition of Standard Specifications for Road and Bridge Construction
shall be used for standards for compaction, except as outlined in Section 5.3 herein.
Trench excavation for conduit within the roadway shall be 2-inches wider than the outside
diameter of the conduit but shall not exceed 6-inches. Backfilling and patching of roadway
cuts shall refer to section 500.00 of these STANDARDS AND SPECIFICATIONS.
At the end of each day's work and any other time construction operations are suspended, all
construction equipment and other obstructions shall be removed from that portion of the
roadway open for use by public traffic.
Excavations in streets or highways shall be performed in such a manner that, at a minimum,
one (1) lane of traffic in each direction shall be open to public traffic during the approved work
hours.
When excavations remain open overnight when approved by the Town Engineer, they shall
be properly marked to warn motorists and/or pedestrians. The excavation shall be properly
barricaded for vehicles and/or pedestrians.
Excavating and backfilling for foundations shall be incidental to the pay item for which a
foundation is required. Excavating and backfilling for conduit trenches shall be paid for under
the appropriate conduit trenching pay item.
920.02 Removing, Replacing, and Resetting Improvements
The Contractor or Developer shall replace or reconstruct sidewalks, curbs, gutters, rigid or
flexible pavement, and any other improvements removed during construction according to
section 400.00 of these STANDARDS AND SPECIFICATIONS.
Removal items shall be as indicated in the pay item list and shall consist of the items
specifically identified on the plans, or in writing by the Town Engineer. It shall be the Contractor
or Developer’s responsibility to assure that the Contractor or Developer has a full and
complete understanding of included items prior to bidding.
Removal of poles and controllers shall include foundation removal to the depth indicated by
the Town Engineer. Otherwise, removal shall consist of complete elimination of the specified
items. Any conduit runs associated with the foundation shall be extended or abandoned as
called for on the plans.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-6
Where traffic signal equipment and/or materials are slated for removal, the Town shall define
which traffic signal equipment and/or materials are to remain property of the Town, being kept
for future reuse. All traffic signal materials and/or equipment which is to remain the property
of the Town shall be delivered to the Town storage site with the address being provided by
the Town.
Reset pay items shall be as indicated in the pay item list and shall consist of the items
specifically identified in the plans, or in writing by the Town Engineer. It shall be the Contractor
or Developer’s responsibility to assure that the Contractor or Developer has a full and
complete understanding of included items prior to bidding.
Reset items are to be initially removed, then adjusted or modified as directed by the Town
Engineer, and finally reinstalled to full operational capability. Modifications and adjustments
shall be detailed on the plans or stated in writing by the Town Engineer, and shall be incidental
to the reset pay item.
930.00 TRAFFIC SIGNAL MATERIALS
930.01 Foundations
All concrete foundations shall be of a class as defined by the most recent revision of the
Colorado Department of Transportation latest edition of Standard Specifications for Road and
Bridge Construction or as otherwise directed by the Town Engineer.
The bottom of foundations shall rest on properly compacted ground. Cast-in-place
foundations shall be poured monolithically. The exposed portions shall be formed to present
a neat appearance.
Pre-cast pole footings, if used, shall be used only for roadway lighting and pedestal poles.
They shall be installed in drilled holes, with tamped sand backfill material.
Forms shall be true to line and grade. Tops of foundations, except as noted on plans, shall
be finished to curb or sidewalk grade, or as ordered by the Town Engineer. Forms shall be
rigid and securely braced in place, and inspected prior to the pouring of concrete. Conduit
ends and anchor bolts shall be placed in proper position and to template until the concrete
sets.
Anchor bolts shall conform to the manufacturer’s specifications and each individual bolt shall
have a minimum of two (2) flat washers, one (1) lock washer, and two (2) nuts. Shims or other
similar devices will not be allowed for plumbing or raking.
Both forms and ground, which will be in contact with the concrete, shall be thoroughly
moistened before placing concrete. Forms shall not be removed until the concrete has
thoroughly set.
Reinforcing steel shall be installed in foundations as specified in the Construction Plans.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-7
All foundations (concrete and fiberglass) shall be incidental to the pay item for which a
foundation is required. Ground rods shall be provided as indicated in the standard details,
and these shall be incidental to the installation pay item as well.
930.02 Conduit
All cables and conductors not shown on the plans as aerial cable shall be installed in conduit
unless installed in poles, pedestals, or master arms. All metal conduits referred to in the
specifications and shown on the plans shall be the rigid pipe type of ductile steel that is
adequately galvanized. All PVC conduits shall be Schedule 80 or heavier. For new conduit
installations, PVC or Schedule 80 polypipe shall be understood unless otherwise defined.
The Contractor or Developer, at his sole expense, may use larger conduit than specified in
the plans, if desired. Where larger conduit is used, it shall be for the entire length of the run
from outlet to outlet. No reducing couplings will be permitted underground.
The ends of all metal conduit, existing or new, shall be well reamed to remove burrs and rough
edges. Field cuts of existing or new conduit shall be made square and true, and the ends
shall butt together for the full circumference thereof. Slip joints or running threads will not be
permitted for coupling metal conduit. When a standard coupling cannot be used, an approved
threaded union coupling shall be used. All couplings shall be screwed up tight until the ends
of the metal conduits are brought together.
Where a "stubout" is called for on the plans, a sweeping ell shall be installed in the direction
indicated and properly capped. The locations of ends of all conduits in structures or
terminating at curbs shall be marked by a "Y" at least three (3) inches high cut into the face of
curb, gutter or wall directly above the conduit.
Conduit bends, except factory bends, shall have a radius of not less than six (6) times the
inside diameter of the conduit. Where factory bends are not used, conduit shall be bent
without crimping or flattening, using the longest radius practicable. Conduit bends feeding pull
boxes and foundations shall have an eighteen (18) inch radius as shown on the standard
details.
Conduit shall be laid at a depth of not less than thirty (30) inches below the finished roadway
grade and twenty-four (24) inches below the finished grade in all other areas.
Conduit under railroad tracks shall be at the minimum depth below the bottom of tie required
by the particular railroad company.
Conduit shall always enter a pedestal base, pull box, pole foundation, cabinet foundation, or
any other type structure from the direction of the run only. Conduit connections at junctions
shall be tightly secured.
Conduit terminating in a standard or pedestal shall extend approximately two (2) inches
vertically above foundations.
All conduit runs that exceed ten (10) feet in length shall have a continuous ¾” polyester mule
tape pulled into the conduit along with the specified electrical cables. The line shall be firmly
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-8
secured at each end of the conduit run with three (3) feet of slack. The purpose of this line is
to be able to pull future electrical cable through the existing conduit runs.
A 14 AWG locate wire shall be installed for the complete length of all new conduit runs installed
as part of the project. No less than three (3) feet of slack shall remain in each pull box in
which the conduit terminates. Where joint trenching is used, only one locate wire need be
installed for each joint trench. Splicing of the locate wire within conduits shall not be permitted.
Locate wires installed within interconnect conduits shall be spliced in each pull box as to
provide an uninterrupted run between intersections.
Existing underground conduit to be incorporated into a new system shall be cleaned with a
mandrel and blown out with compressed air.
New conduit runs shown on the plans are for bidding purposes only and may be changed at
the direction of the Town Engineer.
Any spare or unused conduits shall be capped using industry standard end caps.
Polypipe to PVC coupling shall be completed with the use of “E-Loc” couplings or approved
equal.
When a cabinet is defined as a master cabinet, a two (2) inch PVC conduit shall be installed
from the controller cabinet to the designated telephone company demarcation point.
A two (2) inch PVC conduit shall be installed between the local utility company demarcation
point and the electrical service, and additionally from the electrical service to the controller
cabinet home run pull box.
A two (2) inch PVC conduit shall be installed to all signal poles for exclusive use in providing
electrical power for luminaires. The conduit may be laid in trenches cut for signal wire conduit
and shall run from the controller cabinet home run pull box to signal poles through associated
signal pole pull boxes.
The following conduit schedule is in effect unless otherwise specified in the traffic signal plans.
Run Type Qty Size Use
Street Crossing 1 3" 120VAC Signal Load Wiring
1 3"
Low Voltage Signal Wiring &
Interconnect
1 2” Spare
1 2" Luminaire Wiring
Signal Pole 1 2" All Signal Wiring
1 2" Luminaire Wiring
Controller Cabinet 1 3" 120VAC Signal Load Wiring
1 3" Low Voltage Wiring & Interconnect
1 2" Spare
1 2" Public Service Utility Power Feed
Inductance Loop 1 2" Inductance/Micro Loops
Interconnect 1 2" Interconnect
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-9
Service Points 1 2" Public Service Utility Power Feed
1 2" Telephone Service Feed
Conduit shall be measured and paid for by the linear foot of conduit installed from center of
pull box to center of pull box, center of pull box to center of pole, or center of pull box to center
of cabinet and shall include all labor, equipment, and materials necessary to install the item
complete-in-place. Conduit shall be paid for under the “conduit” pay item.
930.03 Pull Box
A pull box shall be installed at all locations shown on the plans and at such additional points
as ordered by the Town Engineer.
Pull boxes shall be installed so that the covers are level with curb or sidewalk grade or level
with the surrounding ground when no grade is established. The bottoms of all pull boxes shall
be set on twelve (12) inches of crushed rock.
Pull box size shall be as shown in the Plans. With the exception of water valves, pull boxes
shall be of “Quazite” or pre-cast polymer concrete type with both boxes and lids rated for 20K
lb. loads. The following pull box schedule is in effect unless otherwise specified in the traffic
signal plans:
Pull Box Usage Size Pull Box Lid Marking
Cabinet Home Run Pull Box 24" x 36" x 18" Traffic
Signal Pole Pull Box 13" x 24" x 12" Traffic
Detector Pull Box (Side of Road) 12" x 12" x 12" Traffic
Detector Water Valve Water Valve Traffic
Interconnect (T/S Cabinet) 30” x 48” x 18” T/S Communications
Interconnect (Intermediate Locations) 24" x 36" x 18" T/S Communications
Telephone Demarcation 12" x 12" x 12" T/S Communications
Electrical Demarcation 12" x 12" x 12" Electric
Pull box lids shall be imprinted with markings as defined in the pull box schedule. Painted
markings shall not be permitted.
When a new conduit run enters an existing pull box, the Contractor or Developer shall
temporarily remove the pull box, or tunnel under the side at no less than eighteen inches (18”)
below the pull box bottom, and enter from the direction of the run. No new conduit will be
allowed to enter a new or existing pull box in any other manner than that shown on the
standard details.
All interconnect pull boxes shall include wire mesh installed between the pull box and crushed
rock base to prevent ingress of varmints. The wire mesh shall extend beyond the outside
edges of the pull box by a minimum of 3”.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-10
Pull boxes shall be measured and paid for per unit count and shall include all labor, equipment,
and materials necessary to install the item complete-in-place. Pull boxes shall be paid for
under the “pull box” pay item.
930.04 Cabinet Bases
Controller cabinet bases shall be fiberglass type, sized to match with the controller cabinet,
and set with approximately 50% of height extending below grade and 50% extending above
grade.
Controller cabinet bases shall be set on a twelve (12) inch deep bed of crushed rock. The
interior of the base shall be filled to grade level with crushed rock.
Conduits within the controller cabinet base shall extend a minimum of 6” above the crushed
rock. Conduits shall be installed in such fashion as to prevent undo bend stress on cables
being fed into the cabinet through these conduits.
Cabinet bases shall be incidental to the pay item for which a cabinet base is required. Ground
rods shall be provided as indicated in the standard details, and these shall be incidental to the
installation pay item as well.
930.05 Conductor and Cable
Wiring shall conform to appropriate articles of the Colorado Department of Transportation
Standard Specifications for Road and Bridge Construction, and/or the National Electrical
Code, as applicable. Wiring within cabinets, junction boxes, etc., shall be neatly arranged.
Signal conductors shall be No.14 AWG stranded, conforming to IMSA Spec 20-1-1984.
Power feed cable shall be THHN/THWN copper, installed in conduit, and be sized for the
electrical load served. The power feed cable shall have a minimum size of #8 and be sized
such that the overall voltage drop, between the local utility company demarcation point and
controller cabinet, does not exceed 5%. The Contractor or Developer shall install power feed
cable from the local utility company power demarcation point to the controller cabinet thru an
URD Mold connector located in the controller cabinet home run pull box. URD Mold
connectors shall be installed in the home run pull box and shall be used to extend electrical
service from the local utility company power demarcation point to the controller cabinet and
to street lights on signal poles.
Whenever a raceway is not UL approved, direct burial type insulation shall be required on all
associated wiring.
Power cable between the controller cabinet home run pull box and the street lights pole bases
shall be type 12-2 UF. Daisy chaining of power cable thru the pole bases using SLK
connectors shall be permitted. With the exception of the URD Mold connector in the controller
cabinet home run pull box, power cable splices within pull boxes shall not be permitted.
Power cable from the end of each street light davit to the base of the signal pole shall be type
12-2 UF with ground. All street light feeds shall be independently fused at the base of each
pole.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-11
All signal cables shall be labeled with colored electrical tape based on the table below.
Direction Tape Color
Northbound Thru Red
Northbound Left Turn Red + White
Northbound Right Turn Red + Brown
Northbound Pedestrian Red + Yellow
Southbound Thru Green
Southbound Left Turn Green + White
Southbound Right Turn Green + Brown
Southbound Pedestrian Green + Yellow
Eastbound Thru Orange
Eastbound Left Turn Orange + White
Eastbound Right Turn Orange + Brown
Eastbound Pedestrian Orange + Yellow
Westbound Thru Blue
Westbound Left Turn Blue + White
Westbound Right Turn Blue + Brown
Westbound Pedestrian Blue + Yellow
Signal circuit wiring shall be accomplished in the following manner:
A separate 25 conductor cable shall be installed between the cabinet and each signal pole.
Cables shall be continuous with no splices. Conductor usage has been defined in the table
below. All unused conductors shall become spare conductors and shall be coiled and taped
back to minimize the chance for a short.
25 Conductor Color to Phase Assignment
Main Street
Color Phase
Solid Green Green
Solid Orange Yellow
Solid Red Red
Solid Blue Left Turn Green
Solid Black Left Turn Solid Yellow
Solid Black #2 Left Turn Flashing Yellow
Red with White Trace Left Turn Red
Blue with White Trace Walk
Black with Red Trace Don't Walk
Side Street
Green with Black Trace Green
Orange with Black Trace Yellow
Red with Black Trace Red
Blue with Black Trace Left Turn Green
Black with White Trace Left Turn Solid Yellow
Solid Green #2 Left Turn Flashing Yellow
Red with Green Trace Left Turn Red
Blue with Red Trace Walk
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-12
Orange with Green Trace Don't Walk
Right Turn
Green with White Trace Right Turn Green
Orange with Red Trace Right Turn Yellow
AC Return
Solid White AC Return
Solid White #2 AC Return
White with Black Trace AC Return
White with Red Trace AC Return
Each signal head shall have its own signal cable to the base of the pole that it is mounted on.
Cables shall be continuous with no splices. Conductor usage has been defined in the table
below. All unused conductors shall become spare conductors and shall be coiled and taped
back to minimize the chance for a short.
Conductor 7 Conductor 5 Conductor 5 Conductor
Color
(5 Section Head /
4 Section Head) (3 Section Head)
(Pedestrian
Head)
Red Red Ball
Red Ball or Red
Arrow Don't Walk
Orange Yellow Ball
Yellow Ball or
Yellow Arrow Spare
Green Green Ball
Green Ball or Green
Arrow Walk
Blue Green Arrow Not Available Not Available
Black
Solid Yellow
Arrow Spare Spare
White/Black
Flashing Yellow
Arrow Not Available Not Available
White AC Return AC Return AC Return
Outboard signal heads shall use “7 Conductor” cable to accommodate for present or future
left turns.
When a cabinet is defined as a master cabinet, phone cable shall be installed in conduit from
the controller cabinet to the designated telephone company demarcation point. Phone cable
shall be #REA-PE54 or equivalent for telephone service. The cable shall be continuous with
no splices and run from the telephone service point to the controller cabinet. Adequate cable
length shall remain on both cable ends to permit for proper termination.
Pedestrian push button wire shall be shielded single or multiple twisted pairs in polyethylene
jacketed cable. Conductors shall be No. 18 AWG stranded copper, minimum. A stranded
tinned copper drain wire shall be provided.
Pedestrian push button common wire shall not be connected to the signal neutral circuit.
Inductance detector loop lead-in cable shall be shielded single or multiple twisted pairs in
polyethylene jacketed cable. Conductors shall be No. 18 AWG stranded copper, minimum.
A stranded tinned copper drain wire shall be provided.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-13
Emergency vehicle detection wiring, Opticom wiring, shall be of the type as specified by
equipment manufacturer.
Splicing any conductor, cable or wiring, except loop detector wiring and power cable as
defined in these specifications, shall not be permitted in conduit or in pull boxes. All signal
conductor splices shall be in the signal pole near the hand hole above grade. Signal load
splices shall utilize copper crimp sleeves that compress from four directions as manufactured
by Buchanan Company, or approved equal. The crimped sleeve shall then be protected within
a flexible rubber insulating cover as manufactured by Ideal Wrap Company, or approved
equal. Detector loop lead-in splices in pull boxes below grade shall be fully waterproofed
using a DBY-6 splice kit as manufactured by 3M, or approved equal. A minimum of 12-inches
of slack shall be left at each splice.
Powdered soapstone, talc, or other approved lubricant shall be used in placing conductors in
conduit.
A small permanent tag with the direction and phase printed on it shall be securely attached
near the end of each conductor in the controller cabinet. An example is “Ø1-NBLT” where Ø1
is the phase number.
Cabling shall be paid for on a lump sum basis and shall include all labor, equipment and
materials necessary to install the item complete-in-place. Cabling shall be paid for under the
“wiring” pay item.
930.06 Interconnect
Interconnect shall only be installed where identified in the project plans and/or specifications.
Where identified, interconnect shall be of the manufacture and model number as defined or,
where no manufacturer and model number is specified, meeting or exceeding material
specifications.
Where identified, interconnect shall include all cabling, hardware, and communications
equipment as identified in the project plans and specifications as to provide for end-to-end
communications; master to local, or to the local from the central system where a Centralized
system is in use.
Where communications equipment is Ethernet based, the Contractor or Developer turn the
communications equipment over to the Town for setup and programming prior to field
installation. Upon completion of setup and programming by the Town, the Contractor or
Developer shall complete the field installation as to provide for end-to-end communications.
930.07 Video Detection
Video detection shall be installed unless otherwise defined in the project plans and
specifications.
Video detection systems shall consist of one video detection camera and one video processor.
The system shall be Iteris or approved equal. For Iteris systems, the camera shall be model
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-14
RZ-4 with Wide Dynamic Range (WDR) or approved equal. The processor shall be Vantage
Edge 2 or approved equal.
The system shall include software that detects vehicles in multiple lanes using only the video
image with the availability for up to twenty four (24) detection zones per camera.
The camera shall be mounted on the luminaire davit when luminaire davit is present, mast
arm when luminaire davit is not present, or other location as defined on the plans or as directed
by the Town Engineer. The camera shall view approaching vehicles at a distance not to
exceed 350 feet for reliable detection.
The camera shall be housed in an environmentally sealed enclosure and shall be equipped
with a sun shield that prevents sunlight from directly entering the lens. The camera shall be
less than 6 inches in diameter, less than 18 inches long and shall weight less than 6 pounds
when the camera and lens are mounted inside the enclosure.
The camera enclosure shall include all required environmental controls as defined by the
camera manufacturer and may include a thermostatically controlled heater and/or fan to
assure proper operation of the lens iris at both low and high temperatures, and prevent
moisture condensation of the optical faceplate of the enclosure. The camera shall operate
within the temperature range of -30 degrees Fahrenheit to +140 degrees Fahrenheit.
When a variable focal length lens with variable focus control is supplied as part of the camera,
the lens shall be adjusted to suite the site geometry without opening up the camera housing.
Control and other cables required for installation, setup, and operation of the camera and/or
video detection system, shall be of the size and type required per manufacturer’s
specifications and the National Electric Codes. Control cables shall terminate within the
controller cabinet.
The power cable shall be 16 AWG three conductor cable. The cabling shall comply with local
and National Electric Codes.
The complete video detection system shall be warranted to be free of defects in material and
workmanship for a period of not less than three years from the date of final acceptance and
warranty initiation. During the warranty period, the Contractor or Developer shall be
responsible for the repair or replacement, at no charge to the Town, of any product of the
video detection system which fails to operate properly with the exception of failures as a result
of vandalism, accident, and/or act of God.
Video detection systems shall be paid for on a unit basis and shall include all labor, equipment
and materials necessary to install a video detection system for a single approach, complete-
in-place. The video detection system shall be paid for under the ”Video DetectionSystem” pay
item.
930.08 Inductance Loop Detection
Inductance loops shall only be installed where/when specifically defined in project plans and
specifications or as otherwise directed by the Town Engineer. When defined for use,
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-15
inductance loops shall be installed in accordance with specifications approved by the Town
Engineer and the construction plans.
930.09 Pedestrian Push Buttons
Pedestrian push button assemblies shall be Pelco model SE-2005-08 (ADA pedestrian push
button), or approved equal. The button housing shall be black in color. A separate 9” W x 12”
H decal sign, MUTCD Reference # R10-3d, or approved equal shall be installed with each
pedestrian push button.
Audible and/or tactile pedestrian push buttons shall only be used where specified in the plans
and project specials, and may be considered by the Town Engineer on a per project basis.
When audible and/or tactile pedestrian push buttons are requested, the audible and/or tactile
function shall be integrated into the pedestrian push buttons. Pedestrian push buttons shall
be of the manufacturer and model number specified, and shall conform to the MUTCD.
Pedestrian push buttons shall be paid for on a unit price basis and shall include all labor,
equipment and materials necessary to install the item complete-in-place. Pedestrian push
buttons shall be paid for under the “pedestrian push button” pay item.
930.10 Emergency Vehicle Detection
Global Traffic Technologies (GTT) Opticom phase selectors and detectors shall be of the most
current model, or as specified herein. Opticom Detectors shall be installed as specified in the
plans and may include model numbers 711, 721, and/or 722. Opticom Phase Selectors shall
be model number 762.
Opticom phase selectors and detectors shall be paid for on a unit price basis based on
quantities and model numbers and shall include all labor, equipment and materials necessary
to install the item complete-in-place. Opticom phase selectors shall be paid for under the
“Opticom Phase Selector” pay item. Opticom detectors shall be paid for under the “Opticom
Detector” pay item.
930.11 Electrical Services
Electrical services shall be installed for all new signals or as otherwise directed by the Town
Engineer. Services shall be 240VAC, Single Phase, providing for two separate 120VAC,
Single Phase, circuits. One circuit shall be used as the traffic signal cabinet feed. The second
circuit shall be used as the street light feed.
Unless otherwise directed by the utility company and agreed upon by the Town Engineer,
electrical services shall be metered.
Electrical service shall be installed as per NEC or as amended by the Town. The grounding
and bonding of services shall be completed in accordance with Article #250.
Electrical service shall be paid for on a unit price basis and shall include all labor, equipment
and materials necessary to install the electrical service, complete-in-place. The electrical
service shall be paid for under the “Electrical Service” pay item.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-16
930.12 Bonding and Grounding
Metallic cable sheaths, conduit, metal poles and pedestals shall be effectively grounded.
Bonding and grounding jumpers shall be copper wire or copper strap of the same cross-
sectional area, No. 8 AWG for all systems. Loop lead-in cable for inductance loops is to be
grounded in controller cabinet only. The other end of the inductance loop lead-in shall remain
ungrounded, being taped back.
Bonding of standards shall be by means of a bonding strap attached to a brass bolt or a
3/16-nch or larger brass or bronze bolt installed in the lower portion of the shaft.
The controller cabinet and each individual pole and/or pedestal shall be attached to its own
separate ground electrode via #6 solid bare copper wire. The ground electrodes may be
placed in the foundation of the item to be grounded or may be placed in an adjacent pull box
located no more than 6-feet away from said foundation. Ground electrodes shall be a one
piece copper weld rod of 5/8-inch diameter, 8-feet in length.
Grounding shall be incidental to the pay item for which it is associated.
930.13 Controller and Cabinet
This specification sets forth the minimum requirements for a 170/2070 traffic control modular
cabinet assembly. The cabinet assembly shall meet, as a minimum, all applicable sections
here within.
All controller cabinets shall be stretched 333SD type traffic control cabinets except when used
at two phase pedestrian crossings and/or fire signals. Two phase pedestrian crossing and
fire signal controller cabinets shall be pole mount 303 type traffic control cabinets unless
otherwise called for on the plans.
Controller cabinets shall have a powder coated finish, “silver wheel” in color, with anti-graffiti
coating. All cabinets and conduits into the cabinet shall be made to be rodent resistant.
A controller shall consist of a complete electrical mechanism to control the operation of traffic
control signals, including the timing mechanism and all necessary auxiliary equipment.
Controllers shall be Econolite Cobalt-C. All equipment furnished shall be the manufacturers'
latest, current production model, complete with all standard accessories, tested and delivered
by domestic manufacture who is regularly engaged in the construction of such equipment.
Each cabinet shall be furnished with a full complement of auxiliary equipment (loop amps,
load switch, etc.) regardless of specific intersection design.
For base mounted cabinets, all electrical conduits running to the control cabinet shall enter
from the bottom only, except as noted on the plans. No holes shall be drilled in any part of
the cabinet other than the bottom, unless otherwise called for on the plans.
All controller cabinets and control equipment shall be factory wired, ready for operation.
Contractor or Developer shall test cabinet and controller in his shop prior to installation. Field
work will be limited to placing cabinets and equipment and the connecting of field wiring to
field terminal strips. All cabinet wiring shall be neat and firm.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-17
Controller cabinets shall be furnished with all mounting hardware.
All controller cabinets shall be equipped for and wired for two Opticom card rack mounted
Global Traffic Technologies (GTT) Model 752 phase selectors. The phase selector cards,
field wiring, and detectors shall not be supplied, unless called for in the Bid Schedule.
Controllers and cabinets shall be measured and paid for per unit count and shall include all
labor, equipment, and materials necessary to install the item complete-in-place. Traffic signal
cabinets shall be paid under the “Traffic Signal Cabinet” pay item. Traffic signal controllers
shall be paid under the “Traffic Signal Controller” pay item.
930.14 On-Street Master Controller
An on-street master controller shall only be installed where identified in the project plans
and/or specifications. Where identified, an on-street master controller shall be of the
manufacture and model number as defined.
930.15 Traffic Signal Heads
All vehicular traffic signal heads shall be 12-inch, 100% polycarbonate, black in color, with
black, detachable, tunnel visors. Use of 8-inch signal traffic signal heads shall not be
permitted.
Retro-reflective back plates shall be installed on all mast arm mounted traffic signal heads
and shall be louvered, black in color, with retro-reflective strip. Back plates shall not be
mounted on side-of-pole mounted traffic signal heads.
All pedestrian signal heads shall be single section, 16”, clam shell, black in color.
LED indications shall be furnished for all indications with the exception of side-of-pole red
indications. Side-of-pole red indications shall be incandescent type to aid in snow melt during
the winter. All LED indications shall be warranted for a minimum of seven years by the
manufacturer.
LED ball modules shall be incorporate a clear front shell and be GE models DR6-GCFB-VLA,
DR6-YCFB-VLA, and/or DR6-RCFB-VLA or approved equal.
LED arrow module shall be DR6-GGE models TAAN-17A, DR6-YTAAN-17A, and/or DR6-
RTAAN-17A or approved equal.
Pedestrian signals shall 16” x 18”, countdown type, and be GE model PS7-CFF1-27A or
approved equal.
Incandescent bulbs, as required for the side-of-pole red indications, and as otherwise directed
for use by the Town Engineer, shall be Philips, Sylvania, or Town Engineer approved
alternate. They shall be 116 watt, 130 volt, with a minimum life hour rating of 8,000 hour.
All signal head locations shall be approved by the Town Engineer.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-18
Astro-brac or Sky-brac type mounting hardware shall be used to attach all traffic signal heads
mounted on mast arms.
Side of pole traffic signal heads shall use industry standard side of pole hardware on both the
top and bottom traffic signal head sections for mounting.
All Band-it material, including buckles, shall be ¾” stainless steel.
During construction, traffic signal heads that have been installed but are not ready for actual
electrical connection shall be bagged with a dark opaque material.
Signal and pedestrian heads shall be paid for on a unit price basis and shall include all labor,
equipment and materials necessary to install the signal head, complete-in-place. Signal and
pedestrian heads shall by paid for under the “traffic signal head” and “pedestrian head” pay
items respectively.
930.16 Traffic Signal Poles, Mast Arms and Luminate Davits
Traffic poles, mast arms, and luminaire davits shall meet the requirements of the standard
details, which indicate the critical dimensions that must be met exactly or within stated
tolerances. The intent is to provide traffic poles, mast arms, and luminaire davits that match
the overall appearance as illustrated and meet the performance requirements of the details
and these specifications. Traffic pole, mast arm, and luminaire davit supplier submittals shall
be required and shall demonstrate conformity with this intent.
Traffic poles, mast arms, and luminaire davits shall be wrapped for shipping from the factory
in heavy duty paper or plastic to protect them from scratches and abrasions in transit.
Traffic poles, mast arms, and luminaire davits shall be paint over hot-dipped galvanized, black
in color. Hot-dip galvanized shall be as per ASTM A123 and A153. Prior to the installation of
traffic poles, mast arms, and/or davits, the Contractor or Developer shall wipe clean the outer
surfaces. Following the installation of the traffic poles, mast arms, and/or luminaire davits, the
Contractor or Developer shall touch up nicks and abrasions using paint of similar color and
sheen.
Nicks and abrasions greater than 1/8 inch deep shall be spray painted with zinc rich paint
(greater than 90%) that matches the galvanized finish, such as Brite Products Brite Zinc
Galvanizing Compound prior to paint touch up.
Two hand holes shall be provided on each pole; one at the base, one flush hand hole behind
the signal mast arm connection. The flush covers shall be flush with the base metal giving
them a hidden appearance. A “J-hook” wire support shall be provided in each pole shaft
above the hand hole behind the mast arm connection. One grounding attachment shall be
provided in each pole shaft near the hand hole cover at the base of the pole.
Anchor bolt base covers shall be provided in a two piece, tamper-resistant style. A locking
device shall be provided to prevent lifting or creeping of the base cover.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-19
Mast arm connecting bolts shall be of sufficient strength to conform to current AASHTO
specifications.
All mast arm and pole shaft end openings shall be provided with set screw caps.
All welding shall conform to AWS D1.1 Sections 1 through 8 and shall be performed by
welders certified in accordance with AWS code. All butt welds shall be ground flush with base
metal to provide a uniform smooth finish.
By American Provision, all steel materials permanently incorporated into the work shall be
certified to have been produced in the United States. All manufacturing processes for these
materials must occur in the United States and be new domestic steel. Certifications that steel
has been manufactured in the United States shall be provided to the Town by the
manufacturer.
All materials shall be of the ASTM type as called for in this specification. Mill certifications
shall be supplied for proof of compliance to these Specifications.
Valmont brand traffic signal poles, mast arms, and luminaire davits have been pre-approved
to meet Town specifications. Other brands must be approved by the Town Engineer prior to
ordering the poles, mast arms, and/or luminaire davits.
Traffic signal poles, mast arms, and luminaire davits shall be measured and paid for per unit
count and shall include all labor, equipment, and materials necessary to install the item
complete-in-place. Traffic signal poles, mast arms, and luminaire davits shall be paid for under
the “Street Light Pole, and/or “Traffic Signal Pole” pay item as appropriate.
930.17 Pedestrian Pole
Pedestrian poles shall be designed to meet the structural requirement given in the latest
edition of “Standard Specifications for Structural Support for Highway Signs, Luminaires and
Traffic Signals”, published by AASHTO, for a wind velocity of 90 MPH.
Pedestrian poles shall be aluminum of the appropriate length of 8-feet, 12-feet, or 15-feet as
required for signal equipment mounting heights in compliance with the latest MUTCD
standards. When aluminum poles are not of adequate strength for the given wind load to meet
the above AASHTO requirements, use of a Schedule 40 galvanized steel pole shall be
required. Pedestrian poles shall be painted black in color.
With the exception of beacon assemblies, top mounting of signal heads shall not be permitted.
The pole base shall be frangible, of the same material as the pole.
After installation where galvanized steel poles have been installed, nicks and abrasions
greater than 1/8 inch deep shall be spray painted with zinc rich paint (greater than 90%) that
matches the galvanized finish, such as Brite Products Brite Zinc Galvanizing Compound.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-20
Pedestrian poles shall be measured and paid for per unit count and shall include all labor,
equipment, and materials necessary to install the item complete-in-place. Pedestrian poles
shall be paid for under the “Pedestrian Pole” pay item.
930.18 Pedestrian Push Button Pole
Pedestrian push button pole shall be as illustrated in the standard details, constructed of
Schedule 40 galvanized steel painted black. Pole base shall be frangible.
After installation, nicks and abrasions greater than 1/8 inch deep shall be spray painted with
zinc rich paint (greater than 90%) that matches the galvanized finish, such as Brite Products
Brite Zinc Galvanizing Compound.
Pedestrian push button poles shall be measured and paid for per unit count and shall include
all labor, equipment, and materials necessary to install the item complete-in-place. Pedestrian
push button poles shall be paid for under the “Pedestrian Push Button Pole” pay item.
930.19 Illuminated Street Name SIgns
Illuminated street name signs shall be RAZOR Internally-Illuminated LED Street Name Signs
as manufactured by Temple Edge-Lit or approved equal.
Illuminated street name signs shall be double sided unless otherwise defined in the project
plans and/or specifications.
Illuminated street name signs housings shall be constructed of 6000 series aluminum.
Sheeting shall be 3M Electro Cut film #1178 with white lettering over a green background.
The sign shall be provided with a manufacturer approved under-hang mast arm mount.
Illuminated street name signs shall have a minimum wind load rating of 150 MPH with 1.14
gust factor and ice loading as per AASHTO LTS-4 2001.
LEDs shall be high-intensity, rated for a minimum of 60,000 hours.
Illuminated street name signs shall be warranted for a minimum or 5 years.
Illuminated street name signs shall be measured and paid for per unit count and shall include
all labor, equipment, and materials necessary to install the item complete-in-place. Illuminated
street name signs shall be paid for under the “Illuminated Street Name Sign” pay item.
930.20 Blank Out Regulatory/Warning SIgns
Blank out regulatory or warning sign housings shall be constructed of aluminum unless
directed otherwise by the Town Engineer. All ferrous hardware parts shall be galvanized
cadmium plated, or stainless steel.
The lens panel shall be capable of removal or be swung open without the use of tools.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-21
The sign panel shall be completely blanked out when not energized. The sign color shall not
fade when exposed to an accelerated test of ultraviolet light equivalent to five years of outdoor
exposure.
The entire surface of the sign panel shall be evenly illuminated. All messages shall be clearly
legible attracting attention under any lighting conditions for an advance distance of at least
500 feet. When illuminated, the sign shall be visible anywhere within the approximately a 60
degree cone centered about the optic axis.
Terminal blocks shall be molded, phenolic, barrier type rated at 15 ampere, 1000 V and shall
have waterproof marking strips. No wiring splices will be permitted within the sign without the
permission of the Town Engineer.
The overall weight of the complete sign assembly including mounting hardware shall not
exceed 90 lbs.
Blank out regulatory or warning signs shall be of LED or fiber optic light source type as
specified in the project plans and specifications.
If a fiber optic light source is specified, the lamps shall be 50 watts or less, operating at 15
volts or less and shall have an average rated life of 8,000 hours or more. The color of any
message shall be changeable in the field by replacement of the color filters without removing
the sign from the case.
Blank out regulatory/warning signs shall be measured and paid for per unit count and shall
include all labor, equipment, and materials necessary to install the item complete-in-place.
Blank out regulatory/warning signs shall be paid for under the “Blank Out Regulatory/Warning
Sign” pay item.
930.21 School Flashing Beacon Assembly
A school flashing beacon assembly shall be as shown in the standard details.
LED indications shall be furnished for all indications. For 120VAC installations, LED
indications shall be warranted for a minimum of seven years by the manufacturer. For solar
installations, LED indications shall be warranted for a minimum of five years by the
manufacturer.
Each school flasher beacon assembly shall include a NEMA Type 4 enclosure for housing the
associated time clock unit and electrical connections. When solar power is used in
conjunction with the school flashing beacon assembly, the NEMA Type 4 enclosure shall be
of sufficient size to house all associated solar power equipment, including the battery(s), as
may be applicable.
The NEMA Type 4 enclosure shall be lockable and provided with a treasury type lock Corbin
number R357SGS, or exact equivalent
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-22
A time clock, RTC model number AP21T, or approved equal shall be incorporates in the
school flashing beacon assembly NEMA Type 4 enclosure.
Terminal blocks shall be molded, phenolic, barrier type rated at 15 ampere, 1000 V. No wiring
splices will be permitted within the school flasher beacon assembly or NEMA Type 4 enclosure
without the permission of the Town Engineer.
Signs shall be supplied and installed by the Contractor or Developer as an integral part of the
flashing assembly.
For 120VAC installations, a main circuit breaker shall be installed in the NEMA Type 4
enclosure between the service feed and school flashing beacon assembly electronics.
Fuse(s) in place of the circuit breaker shall not be permitted. A main circuit breaker shall not
be required for solar type installations.
For 120VAC installations, a 120VAC receptacle shall be installed within the NEMA Type 4
enclosure.
School flashing beacon assemblies shall be paid for on a unit price basis and shall include all
labor, equipment, materials, and electrical service connections necessary to install a school
flashing beacon assembly, complete-in-place, on a single pole. School flashing beacon
assemblies shall be paid for under the “School Flashing Beacon Assembly” pay item.
930.22 Warning or Regulatory Sign Flashing Beacon Assembly
A warning or regulatory sign flashing beacon assembly shall be as shown in the standard
details.
LED indications shall be furnished for all indications. For 120VAC installations, LED
indications shall be warranted for a minimum of seven years by the manufacturer. For solar
installations, LED indications shall be warranted for a minimum of five years by the
manufacturer.
All terminations shall be made on a terminal block located within the signal head. Terminal
blocks shall be molded, phenolic, barrier type rated at 15 ampere, 1000 V. No wiring splices
will be permitted within the warning or regulatory sign flashing beacon assembly without the
permission of the Town Engineer.
Signs shall be supplied and installed by the Contractor or Developer as an integral part of the
flashing assembly.
Warning or regulatory sign flashing beacon assemblies shall be paid for on a unit price basis
and shall include all labor, equipment, materials, and electrical service connections necessary
to install a warning or regulatory sign flashing beacon assembly, complete-in-place, on a
single pole. Warning or regulatory sign flashing beacon assemblies shall be paid for under
the “Warning/Regulatory Sign Flashing Beacon Assembly” pay item.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-23
930.23 Solar Power System
The solar power system shall be of sufficient size to adequately support the power
requirements of the attached equipment year-round. It shall incorporate a solid-state solar
controller including a high output solar regulator and low voltage disconnect. The system shall
operate on input voltages ranging from 11.5 VDC to 25 VDC. The solar regulator’s minimum
rating shall be 25A at 12 VDC, temperature compensation.
The solar panel position shall be field settable to the correct degree required at the location
and shall use automatic night dimming to conserve power.
The solar power system shall not be paid for separately but shall be included in the cost for
the equipment it is powering and shall include all labor, equipment, and materials necessary
to install a solar power system, complete-in-place, on a single pole.
930.24 Uninterruptable Power Supply (UPS)
A UPS shall be installed for all new traffic signals and shall be a Clary SP1250LX or approved
equal. It shall include a bypass switch by which the user can manually bypass the UPS and
power the signal via utility power.
The UPS shall include a weatherproof generator receptacle accessible via the exterior of the
traffic signal cabinet. The UPS generator receptacle shall be mounted at a minimum height
of two feet as measured from the bottom of the cabinet.
The UPS shall be configured such that the UPS provides regulated 120VAC, 60 Hz, single
phase output power to run the signal in full operation and recharges the UPS batteries while
under generator power. The unit shall automatically sense when generator power is applied,
and when generator power fails. When generator power is applied, the UPS unit shall be
configured such that it automatically reverts to generator power. The unit shall be configured
such that it automatically reverts back to either utility power or UPS battery power respectively,
based upon the availability at the time, when the generator power falls outside of acceptable
signal tolerances.
The UPS shall be supplied with a minimum of six (6) 12V, sealed, maintenance free batteries
as approved for use by the manufacturer.
Programming software and manuals shall be supplied with each UPS and shall become the
property of the Town at the completion of the project.
UPS units shall be initially programmed to provide two (2) hours of normal operation before
transitioning to flash mode.
A UPS shall include all labor, equipment, and materials necessary to install the item complete-
in-place.
UPS shall be measured by the units installed and shall include all labor, equipment, and
materials necessary to install a UPS, complete-in-place. UPS shall be paid for under the pay
item “Uninterruptible Power Supply”.
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-24
930.24 Miscellaneous Hardware
All ferrous mounting hardware and weather heads shall be galvanized, cadmium plated, or
made of stainless steel to resist corrosion.
940.00 POST CONSTRUCTION
940.01 Field Testing
Prior to completion of the work, the Contractor or Developer shall cause the following tests to
be made on all traffic signals in the presence of the Town Engineer:
Each circuit shall be tested for continuity and for grounds.
A functional test shall be made in which it is demonstrated that each and every part of the
system functions as specified or intended herein. The functional test for the traffic signal
installation shall consist of not less than fourteen (14) days of continuous, satisfactory
operation following a three to five day mandatory flashing period, or other flash period as
directed by the Town Engineer.
Signal turn-on, following the mandatory flashing period to transition into the functional test,
shall be scheduled with the Town Engineer, completed Monday-Thursday during normal
business hours.
940.02 Maintenance and Emergency Repairs During and After Construction
During the construction, reconstruction, fourteen-day test period, and until signal Construction
Acceptance by the Town, the Contractor or Developer shall maintain the system or systems
on a 24 hour basis. The cost of any maintenance necessary except electrical energy, and
maintenance due to damage by public traffic, shall not be paid for separately but shall be
included in the cost of the work.
Acceptance by the Town of the work performed by the Contractor or Developer shall only take
place after all punch list items have been satisfactorily completed and inspected by the Town.
The Contractor or Developer shall provide the Town with a 24 hour one call phone number for
reporting of any and all signal malfunctions. Fees incurred for such service shall not be paid
for separately but shall be included in the cost of the work.
All malfunctions of a controller and its accessory equipment shall be considered an emergency
unless otherwise identified by the Town. Equipment malfunctions and/or damage, which in
the opinion of the Town Engineer constitutes a serious hazard or inconvenience to the public,
shall be considered an emergency. The Contractor or Developer shall undertake emergency
repairs no later than two (2) hours after the Town notifies the Contractor or Developer of the
emergency.
Malfunctions of a controller and its accessory equipment, which are identified by the Town
Engineer as non-emergency repairs shall be considered non-emergency. The Contractor or
TRAFFIC SIGNALS SECTION 900
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 900-25
Developer shall undertake non-emergency repairs no later than 24 hours after the Town
notifies the Contractor or Developer of the non-emergency.
If the Contractor or Developer fails to respond within the defined response time, the Town
Engineer may elect to employ the services of the Town’s designated Traffic Signal
Maintenance Contractor to perform the said maintenance work. In such cases, the Contractor
or Developer shall reimburse the Town for labor, equipment, and material charges associated
with the utilization of the Town’s designated Traffic Signal Maintenance Contractor plus a
fifteen percent administration fee.
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STREET CONSTRUCTION
DRAWINGS
DRIVEWAY APPROACHES FOR ROADS
ST13
SCALE: NTS
BY: JME DRAWING:
DATE: 11/2019
STREET CONSTRUCTION
DRAWINGS
90 DEGREE TURN - LOCAL ACCESS STREETS
ST14
SCALE: NTS
BY: JME DRAWING:
DATE: 11/2019
STREET CONSTRUCTION
DRAWINGS
4" PERFORATED UNDERDRAIN
ST15A
SCALE: NTS
BY: JME DRAWING:
DATE: 11/2019
STREET CONSTRUCTION
DRAWINGS
4" PERFORATED MEDIAN UNDERDRAIN FOR CENTER PLANTING
ST15B
SCALE: NTS
BY: JME DRAWING:
DATE: 11/2019
STREET CONSTRUCTION
DRAWINGS
4" PERFORATED MEDIAN UNDERDRAIN FOR EDGE PLANTING
ST15C
SCALE: NTS
BY: JME DRAWING:
DATE: 11/2019
STREET CONSTRUCTION
DRAWINGS
UNDERDRAIN OUTLET TREATMENT
ST16
SCALE: NTS
BY: JME DRAWING:
DATE: 11/2019
STREET CONSTRUCTION
DRAWINGS
TYPICAL STREET UTILITY LOCATION
ST17
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
SANITARY SEWER
CONSTRUCTION
DRAWINGS
INDEX OF SANITARY SEWER DETAILS
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
SANITARY SEWER
CONSTRUCTION
DRAWINGS
STANDARD MANHOLE
SS1
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
SANITARY SEWER
CONSTRUCTION
DRAWINGS
SANITARY MANHOLE WITH PRIVATE UNDERDRAIN
SS2
SCALE: NTS
BY: PCB DRAWING:
DATE: 12/2021
SANITARY SEWER
CONSTRUCTION
DRAWINGS
24" MANHOLE RING AND COVER
SS3
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
SANITARY SEWER
CONSTRUCTION
DRAWINGS
SANITARY SEWER TRENCH DETAIL
SS4
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
SANITARY SEWER
CONSTRUCTION
DRAWINGS
SANITARY SEWER TRENCH WITH PRIVATE UNDERDRAIN
SS5
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
INDEX OF STORM SEWER DETAILS
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
SMALL CONSTRUCTION PROJECT EROSION CONTROL
STM1
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
FLARED END SECTION OUTLET
STM2
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
INLET PROTECTION
STM3
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
SILT FENCE EROSION BARRIER
STM4
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
STRAW BALE EROSION BARRIER
STM5
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
TRACKING CONTROL PAD - CRUSHED ROCK
STM6A
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
TRACKING CONTROL PAD - CATTLE GUARD
STM6B
CONSTRUCTION SEQUENCE FOR EROSION &
SEDIMENT CONTROL PRACTICES FOR SMALL
1. INSTALL PERIMETER EROSION AND SEDIMENT CONTROLS
IDENTIFY THE AREAS WHERE SEDIMENT LADEN RUNOFF COULD LEAVE THE CONSTRUCTION
SITE, AND INSTALL PERIMETER CONTROLS TO MINIMIZE THE POTENTIAL FOR OFF-SITE
SEDIMENTATION. IT'S IMPORTANT THAT PERIMETER CONTROLS ARE IN PLACE BEFORE ANY
LOT EXCAVATION ACTIVITIES BEGIN.
PROTECT DOWN-SLOPE AREAS WITH VEGETATIVE FILTER STRIPS
PROTECT DOWN-SLOPE AREAS WITH SILT FENCES AND OTHER APPROPRIATE PRACTICES
INSTALL STABLE CONSTRUCTION TRAFFIC ENTRANCE
2. PREPARE THE SITE FOR CONSTRUCTION
PREPARE THE SITE FOR CONSTRUCTION AND FOR INSTALLATION OF UTILITIES. NOTIFY
ALL CONTRACTORS (ESPECIALLY THE EXCAVATION CONTRACTOR) OF AREAS
TO BE PROTECTED.
SALVAGE AND STOCKPILE TOPSOIL OR SUBSOIL
3. BUILD STRUCTURE(S) AND CONNECT UTILITIES
CONSTRUCT THE STRUCTURE AND CONNECT THE UTILITIES.
4. MAINTAIN CONTROL PRACTICES
MAINTAIN ALL EROSION AND SEDIMENT CONTROL PRACTICES UNTIL CONSTRUCTION IS
COMPLETED AND THE LOT IS STABILIZED.
5. RE-VEGETATE BUILDING SITE
IMMEDIATELY AFTER ALL OUTSIDE CONSTRUCTION ACTIVITIES ARE COMPLETED,
STABILIZE THE LOT WITH LANDSCAPING, SEED AND/OR MULCH.
REDISTRIBUTE THE STOCKPILED SUBSOIL AND TOPSOIL
SEED OR LANDSCAPE BARE AREAS
MULCH NEWLY SEEDED AREAS
6. REMOVE REMAINING TEMPORARY CONTROL MEASURES
ONCE THE SOD AND/OR VEGETATION IS WELL ESTABLISHED, REMOVE ANY REMAINING
TEMPORARY EROSION AND SEDIMENT CONTROL PRACTICES.
PREFERRED METHODS
PREFERRED METHOD
METHODS
CONSTRUCTION PROJECTS
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
EROSION CONTROL SEQUENCE FOR SMALL CONSTRUCTION PROJECTS
STM7
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
STANDARD MANHOLE
STM8A
SCALE: NTS
BY: PCB DRAWING:
DATE: 12/2021
STORM SEWER
CONSTRUCTION DRAWINGS
24" MANHOLE RING AND COVER
STM8B
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
MANHOLE STEPS
STM9
E
TON GN
ST ERD
R
E
R
SRM
NIA
O
T OS
W REVIWOINFO
PMDU
RIF ST
O
EN
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
INLET AND INLET COVER
STM10
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
CONCRETE PIPE JOINTS - SHIPLAP
STM11A
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
CONCRETE PIPE JOINTS - TYPE 'R'
STM11B
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
STORM SEWER TRENCH DETAIL
STM12
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
CONCRETE ENCASEMENT OF RIGID CONDUITS (1 OF 2)
STM13A
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
CONCRETE ENCASEMENT OF RIGID CONDUITS (2 OF 2)
STM13B
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
FLARED END SECTION WITH TRICKLE CHANNEL
STM14
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
TRASH GUARD FOR CONDUIT (1 OF 3)
STM15A
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
TRASH GUARD FOR CONDUIT (2 OF 3)
STM15B
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
TRASH GUARD FOR CONDUIT (3 OF 3)
STM15C
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
SIDEWALK CHASE DETAIL (1 OF 2)
STM16A
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STORM SEWER
CONSTRUCTION DRAWINGS
SIDEWALK CHASE DETAIL (2 OF 2)
STM16B
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
TRAFFIC SIGNAL
CONSTRUCTION
DRAWINGS
INDEX OF TRAFFIC SIGNAL DETAILS
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020ILLUMINATED STREET NAME SIGNTS1
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
TRAFFIC SIGNAL
CONSTRUCTION
DRAWINGS
REGULATORY WARNING SIGN
TS2
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020SCHOOL FLASHING BEACONTS3
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020POWER FEED FOR TRAFFIC SIGNALSTS4
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020PULL BOX (PLASTIC/PREFAB)TS5
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020PULLBOX (SPECIAL)TS6
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020PEDESTRIAN POLETS7
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
TRAFFIC SIGNAL
CONSTRUCTION
DRAWINGS
POWER SOURCE SCHEMATIC
TS8
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020SIGNAL HEAD MOUNTINGTS9
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020CONTROLLER CABINETTS10
SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
TRAFFIC SIGNAL
CONSTRUCTION
DRAWINGS
CONDUIT DETAILS
TS11
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020FLASHING BEACONTS12
WATER CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020MASTARM POLES (MAX 55')TS13A
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020MASTARM POLES (MAX 55')TS13B
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020MASTARM POLES (MAX 55')TS13C
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020MASTARM POLES (MAX 55')TS13D
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020MASTARM POLES (>55' AND DOUBLES)TS14A
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020MASTARM POLES (>55' AND DOUBLES)TS14B
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020MASTARM POLES (>55' AND DOUBLES)TS14C
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020MASTARM POLES (>55' AND DOUBLES)TS14D
TRAFFIC SIGNAL CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020MASTARM POLES (>55' AND DOUBLES)TS14E
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
INDEX OF WATER DETAILS
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
VALVE OPERATION
W1
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
WATER TRENCH DETAIL
W2
NON-POTABLE
WATER FIRE
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STANDARD VALVE AND BOX
W3
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: PCB DRAWING:
DATE: 12/2021
24" MANHOLE RING AND COVER
W4
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
WATERLINE LOWERING
W5
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
FIRE HYDRANTS, MAINS AND VALVES
W6
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STUB-OUT CONFIGURATIONS (1 OF 2)
W7A
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
STUB-OUT CONFIGURATIONS (2 OF 2)
W7B
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
WATER SERVICE DETAIL
W8
A
A
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: PCB DRAWING:
DATE: 12/2021
5/8IN - 1IN WATER METER DETAIL
W9
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
1 1/2 IN - 2 IN WATER METER DETAIL
W10
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
PRV IN RECTANGULAR VAULT (1 OF 2)
W11A
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
PRV IN RECTANGULAR VAULT (2 OF 2)
W11B
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
POLYETHYLENE WRAP
W12
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
INSULATORS
W13
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
TEMPORARY BLOWOFF FOR 12" AND SMALLER PIPE
W14
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
UTILITY ENCASEMENT DETAIL
W15
WATER CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020CONCRETE THRUST BLOCK DETAILW16
A
PLAN VIEW
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
METER PIT AND CURB STOP PROTECTION
W17
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
DITCH OR PIPE CROSSING DETAIL
W18
WATER CONSTRUCTION DRAWINGSBY: JMEDRAWING:SCALE: NTSDATE: 1/2020CASING PIPE DETAILW19
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
RESTRAINED PIPE LENGTHS
W20
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
GALVANIZED STEEL VENT PIPE
W21
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
AIR AND VACUUM VALVE DETAIL
W22
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
MECHANICAL JOINT RESTRAINT DETAIL
W23
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
COMBINATION FLANGED HARNESS LUG DETAIL
W24
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
JOINT RESTRAINT DETAIL
W25
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
FIRE HYDRANT GUARDS
W26
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
TAPPING TEE AND VALVE
W27
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
DOMESTIC WATER TAPPING DETAIL
W28
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
CROSSING STORM AND SANITARY SEWERS
W29
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
MARKER POST
W30
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
TYPICAL CUTOFF WALL FOR DITCH CROSSING
W31
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
2" AND LARGER DOMESTIC AND FIRELINE CONNECTIONS
W32
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
TRACER WIRE (1 OF 2)
W33A
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
TRACER WIRE (2 OF 2)
W33B
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
CONCRETE METER SUPPORTS
W34
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
PLASTIC STEP
W35
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
WATER AND SEWER SERVICE LOCATIONS
W36
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
CLAY OR CONCRETE CUT-OFF WALL
W37
WATER CONSTRUCTION
DRAWINGS SCALE: NTS
BY: JME DRAWING:
DATE: 1/2020
WATER METER NOTES
W38
GENERAL NOTES CONSTRUCTION
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 1 OF 7
GENERAL NOTES – CONSTRUCTION
1. ALL CONSTRUCTION SHALL CONFORM TO THE LATEST "DESIGN
STANDARDS AND CONSTRUCTION SPECIFICATIONS FOR PUBLIC
IMPROVEMENTS" BY THE TOWN OF FIRESTONE. COPIES OF THE
STANDARDS AND SPECIFICATIONS MAY BE OBTAINED FROM THE TOWN
WEB SITE. CONTRACTOR SHALL HAVE A SET ON SITE AT ALL TIMES.
2. THE OWNER SHALL SCHEDULE A PRE-CONSTRUCTION MEETING WITH THE
TOWN OF FIRESTONE ENGINEERING STAFF PRIOR TO THE START OF
CONSTRUCTION. THOSE IN ATTENDANCE SHALL INCLUDE THE OWNER,
HIS ENGINEER, THE TOWN ENGINEERING STAFF, REPRESENTATIVES OF
THE CONTRACTORS AND OTHER AFFECTED AGENCIES. PLANS SIGNED
AND ACCEPTED BY THE TOWN WILL BE DISTRIBUTED AT THE PRE-
CONSTRUCTION MEETING. CONTRACTOR SHALL HAVE (1) COPY OF THE
SIGNED PLANS ON SITE AT ALL TIMES.
3. THE TOWN OF FIRESTONE, THROUGH ACCEPTANCE OF THIS DOCUMENT,
ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS AND/OR
ACCURACY OF THIS DOCUMENT. THE OWNER AND DESIGN ENGINEER
UNDERSTAND THAT THE RESPONSIBILITY FOR THE ENGINEERING
ADEQUACY OF THE FACILITIES DEPICTED IN THIS DOCUMENT LIES SOLELY
WITH THE REGISTERED PROFESSIONAL ENGINEER WHOSE STAMP AND
SIGNATURE ARE AFFIXED TO THIS DOCUMENT. REPORT ALL
DISCREPANCIES TO THE DESIGN ENGINEER IMMEDIATELY.
4. PRIOR TO BEGINNING THE WORK, THE CONTRACTOR SHALL OBTAIN
ANY/ALL WRITTEN AGREEMENTS FOR INGRESS AND EGRESS TO THE
WORK SITE FROM ADJACENT PRIVATE PROPERTY OWNERS. A COPY OF
ALL AGREEMENTS SHALL BE PROVIDED TO THE TOWN. ACCESS TO ANY
ADJACENT PRIVATE PROPERTY SHALL BE MAINTAINED THROUGHOUT THE
CONSTRUCTION PERIOD.
5. ALL MATERIALS AND WORKMANSHIP SHALL BE SUBJECT TO INSPECTION
BY THE TOWN ENGINEERING STAFF. THE TOWN RESERVES THE RIGHT TO
ACCEPT OR REJECT ANY SUCH MATERIALS AND WORKMANSHIP THAT
DOES NOT CONFORM TO TOWN STANDARDS AND SPECIFICATIONS.
INSPECTIONS AND ONSITE VISITS ARE NOT TO BE CONSTRUED AS A
GUARANTEE BY THE TOWN ENGINEERING STAFF OF THE CONTRACTORS’’
CONTRACTUAL COMMITMENT. REQUESTS FOR INSPECTION BY THE TOWN
SHALL BE MADE BY THE CONTRACTOR A MINIMUM OF TWENTY-FOUR (24)
HOURS IN ADVANCE.
GENERAL NOTES CONSTRUCTION
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 2 OF 7
6. CONSTRUCTION WATER IS AVAILABLE TO THE CONTRACTOR AS
ESTABLISHED IN THE TOWN STANDARDS AND SPECIFICATIONS. IT SHALL
BE THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT THE TOWN
REGARDING CURRENT REGULATIONS, FEES AND REQUIRED AGREEMENTS
RELATED TO THE PROVISION OF CONSTRUCTION WATER.
7. THE CONTRACTOR SHALL COORDINATE HIS ACTIVITIES WITH THE
AFFECTED UTILITY COMPANIES AND SHALL NOTIFY THE UTILITY
NOTIFICATION CENTER, PHONE NUMBER 811, THREE (3) BUSINESS DAYS
PRIOR TO THE START OF CONSTRUCTION.
8. UTILITIES IN THE AREA OF CONSTRUCTION ARE APPROXIMATE ONLY. THEY
HAVE BEEN LOCATED FROM FIELD INVESTIGATION AND THE BEST
AVAILABLE UTILITY RECORDS. THE CONTRACTOR SHALL BE RESPONSIBLE
FOR THE LOCATION, PROTECTION AND REPAIR OF ALL UTILITIES
ENCOUNTERED DURING CONSTRUCTION WHETHER SHOWN ON THESE
PLANS OR NOT. THE CONTRACTOR SHALL CONTACT ALL RESPECTIVE
UTILITIES AND HAVE ALL UTILITIES FIELD-LOCATED PRIOR TO
CONSTRUCTION. IF ANY UNKNOWN SUBSURFACE STRUCTURES ARE
ENCOUNTERED DURING CONSTRUCTION, IT SHALL BE BROUGHT TO THE
IMMEDIATE ATTENTION OF THE TOWNENGINEERING STAFF AND DESIGN
ENGINEER PRIOR TO PROCEEDING.
9. THE CONTRACTOR SHALL NOTIFY TOWN ENGINEERING STAFF OF ANY
PROBLEM IMPACTING WATER AND WASTE WATER FACILITIES THAT WOULD
POTENTIALLY REQUIRE A VARIANCE FROM THE APPROVED PLANS AND
SPECIFICATIONS. ANY VARIANCE FROM THE APPROVED DOCUMENTS
SHALL BE AT THE SOLE DISCRETION OF THE TOWN ENGINEERING STAFF.
10. CONTRACTOR SHALL OBTAIN, AT HIS OWN EXPENSE, ALL APPLICABLE
SPECIFICATIONS AND PERMITS NECESSARY TO PERFORM THE PROPOSED
WORK.
11. AS-BUILT DRAWINGS AS REQUIRED IN THE SPECIFICATIONS, ARE TO BE
SUBMITTED BY THE OWNER/DEVELOPER PRIOR TO INITIAL ACCEPTANCE
OF THE CONSTRUCTION.
12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING AND
REPLACING ANY EXISTING SIGNS, STRUCTURES, FENCES, ETC.,
ENCOUNTERED ON THE JOB AND RESTORING THEM TO THEIR ORIGINAL
CONDITION.
GENERAL NOTES CONSTRUCTION
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 3 OF 7
13. THE CONTRACTOR IS RESPONSIBLE FOR:
A. NOTIFYING THE TOWN UTILITY CUSTOMERS OF POTENTIAL SERVICE
OUTAGES, AND COORDINATE WITH THE TOWN FOR DETERMINATION
OF MINIMUM TIME REQUIREMENT.
B. NOTIFYING THE TOWN ENGINEERING STAFF IF WORK IS SUSPENDED
FOR ANY PERIOD OF TIME AFTER INITIAL START-UP. THE
CONTRACTOR SHALL NOTIFY THE TOWN FORTY-EIGHT (48) HOURS
PRIOR TO RESTART.
C. IN THE EVENT OF AN AFTER HOURS EMERGENCY, CALL 720-652-4222.
D. NOTIFYING THE FREDERICK FIRESTONE FIRE PROTECTION DISTRICT
OF ALL STREET CLOSURES AND EXISTING FIRE HYDRANTS TAKEN OUT
OF SERVICE A MINIMUM OF FORTY-EIGHT (48) HOURS PRIOR TO THE
START OF CONSTRUCTION.
14. PRIOR TO INSTALLATION OF UTILITY MAINS, ROAD CONSTRUCTION MUST
HAVE COMPLETED THE OVER LOT GRADING STAGE.
15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY
GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF ANY
PORTION OF THIS PROJECT. A CONSTRUCTION DEWATERING PERMIT MUST
BE OBTAINED FROM THE COLORADO DEPARTMENT OF PUBLIC HEALTH AND
ENVIRONMENT (CDPHE). GROUNDWATER SHALL BE PUMPED, PIPED,
REMOVED AND DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE
FLOODING OF EXISTING STREETS OR EROSION OF ABUTTING PROPERTIES
IN ORDER TO CONSTRUCT THE IMPROVEMENTS SHOWN ON THESE PLANS.
THE USE OF ANY SANITARY SEWER TO DISPOSE OF TRENCH WATER WILL
NOT BE PERMITTED. NO CONCRETE SHALL BE PLACED WHERE
GROUNDWATER IS VISIBLE OR UNTIL THE GROUNDWATER TABLE HAS
BEEN LOWERED BELOW THE PROPOSED IMPROVEMENTS. ANY UNSTABLE
AREAS, AS A RESULT OF GROUNDWATER, ENCOUNTERED DURING THE
CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE
STABILIZED AS AGREED UPON BY THE CONTRACTOR, THE TOWN, AND THE
DESIGN ENGINEER AT THE TIME OF THE OCCURRENCE
16. IT SHALL BE THE RESPONSIBILITY OF THE DESIGN ENGINEER TO RESOLVE
CONSTRUCTION PROBLEMS WITH THE TOWN DUE TO CHANGED
CONDITIONS ENCOUNTERED BY THE CONTRACTOR DURING THE
PROGRESS OF ANY PORTION OF THE PROPOSED WORK. IF, IN THE
OPINION OF THE TOWN, PROPOSED ALTERATIONS TO THE SIGNED
CONSTRUCTION PLANS INVOLVES SIGNIFICANT CHANGES TO THE
CHARACTER OF THE WORK, OR TO THE FUTURE CONTIGUOUS PUBLIC OR
PRIVATE IMPROVEMENTS, THE DESIGN ENGINEER SHALL BE RESPONSIBLE
FOR SUBMITTING REVISED PLANS TO THE TOWN FOR REVIEW AND
ACCEPTANCE, PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO
THAT PORTION OF THE WORK.
GENERAL NOTES CONSTRUCTION
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 4 OF 7
GENERAL NOTES CONSTRUCTION
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 5 OF 7
17. DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, THE
CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR
CONDITIONS AT AND ADJACENT TO THE JOB INCLUDING SAFETY OF ALL
PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THE
CONTRACTOR SHALL PROVIDE ALL LIGHTS, SIGNS, BARRICADES,
FLAGMEN, OR OTHER DEVICES NECESSARY TO PROVIDE FOR PUBLIC
SAFETY. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND IS NOT
LIMITED TO NORMAL WORKING HOURS. THE TOWN OR THE DESIGN
ENGINEER EXERCISE NO CONTROLS OVER THE SAFETY OR ADEQUACY OF
ANY EQUIPMENT, BUILDING COMPONENTS, SCAFFOLDING, FORMS OR
OTHER WORK AIDS USED IN OR ABOUT THE PROJECT, OR IN THE
SUPERINTENDING OF THE SAME. THE CONTRACTOR SHALL DEFEND,
INDEMNIFY AND HOLD HARMLESS FROM ANY AND ALL LIABILITY, REAL AND
ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS
PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE
NEGLIGENCE OF THE OWNER, THE DESIGN ENGINEER OR THE TOWN. THE
TOWN ENGINEERING STAFF, OR ANY CONTRACTED ENGINEER, ARE NOT
RESPONSIBLE FOR SAFETY IN, ON OR ABOUT THE PROJECT SITE, NOR FOR
COMPLIANCE BY THE APPROPRIATE PARTY OF ANY REGULATIONS
RELATING THERETO.
18. WORK IN PUBLIC STREETS, ONCE BEGUN, SHALL BE PROSECUTED TO
COMPLETION WITHOUT DELAY SO AS TO PROVIDE MINIMUM
INCONVENIENCE TO ADJACENT PROPERTY OWNERS AND TO THE
TRAVELING PUBLIC.
19. REGULAR WORK HOURS ARE SEVEN (7) A.M. UNTIL SEVEN (7) P.M. OR DUSK
(WHICHEVER OCCURS FIRST) OF THE SAME DAY, MONDAY THROUGH
FRIDAY. THE CONTRACTOR WILL NOT PERMIT OVERTIME WORK OUTSIDE
OF REGULAR WORKING HOURS OR THE PERFORMANCE OF WORK ON
SATURDAY, SUNDAY OR ANY LEGAL HOLIDAY WITHOUT RECEIVING
WRITTEN CONSENT FROM THE TOWN ENGINEER. REQUESTS FOR
WEEKEND WORK APPROVAL MUST BE SUBMITTED, IN WRITING TO THE
TOWN NO LATER THAN WEDNESDAYS AT 3:30PM FOR SUBSEQUENT
WEEKEND AND REQUESTS FOR HOLIDAY WORK APPROVAL MUST BE
SUBMITTED, IN WRITING TO THE TOWN NO LATER THAN 7:00AM-2
BUSINESS DAYS PRIOR TO THE HOLIDAY. ALL EXPENSES INCURRED BY
THE TOWN SHALL BE REIMBURSED AT A RATE TO BE DETERMINED BY
DIRECTOR OF FINANCE.
20. THE CONTRACTOR SHALL TAKE ALL NECESSARY AND PROPER
PRECAUTIONS TO PROTECT ADJACENT PROPERTIES FROM ANY AND ALL
DAMAGE THAT MAY OCCUR FROM STORM WATER RUNOFF AND/OR
DEPOSITION OF DEBRIS RESULTING FROM ANY AND ALL WORK. THE
OWNER/CONTRACTOR IS RESPONSIBLE FOR OBTAINING A STORMWATER
DISCHARGE PERMIT FOR CONSTRUCTION ACTIVITIES FOR ANY PROJECT
DISTURBING OVER ONE ACRE FROM BOTH THE COLORADO DEPARTMENT
OF PUBLIC HEALTH AND THE TOWN.
GENERAL NOTES CONSTRUCTION
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 6 OF 7
21. EACH TYPE OF CONSTRUCTION SHALL BE COMPLETED BY A CONTRACTOR
THAT HAS DEMONSTRATED ACCEPTABLE QUALIFICATIONS TO THE TOWN
AND IS A LICENSED CONTRACTOR IN THE TOWN.
22. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TRAFFIC CONTROL
DURING CONSTRUCTION. ALL TRAFFIC CONTROLS SHALL CONFORM TO
THE TOWN STANDARDS AND SPECIFICATIONS AND THE MANUAL ON
UNIFORM TRAFFIC CONTROL DEVICES, (MUTCD) LATEST EDITIONS. A PLAN
SHALL BE SUBMITTED TO THE TOWN FOR REVIEW AND ACCEPTANCE
PRIOR TO CONSTRUCTION.
23. ALL BACKFILL SHALL CONFORM TO THE TRENCH DETAIL LOCATED IN THE
TOWN STANDARDS & SPECIFICATIONS.
24. THE CONTRACTOR SHALL IMMEDIATELY REMOVE ANY CONSTRUCTION
DEBRIS OR MUD TRACKED ONTO EXISTING ROADWAYS.
25. THE CONTRACTOR SHALL REPAIR ANY EXCAVATION OR PAVEMENT
FAILURES CAUSED BY HIS CONSTRUCTION.
26. THE CONTRACTOR SHALL RENEW OR REPLACE ANY EXISTING TRAFFIC
STRIPING AND/OR PAVEMENT MARKINGS, WHICH HAVE BEEN EITHER
REMOVED OR THE EFFECTIVENESS OF WHICH HAS BEEN REDUCED
DURING HIS OPERATION. RENEWAL OF PAVEMENT STRIPING AND
MARKING SHALL BE DONE IN CONFORMANCE WITH THE TOWN STANDARD
SPECIFICATIONS.
27. IT SHALL BE THE CONTRACTOR’S RESPONSIBILITY TO TAKE EVERY
MEASURE NECESSARY TO COMPLY WITH ANY STATE, COUNTY OR TOWN
DUST CONTROL ORDINANCE.
28. CONSTRUCTION VEHICLES SHALL USE TRUCK ROUTES DESIGNATED BY
THE TOWN. OVERSIZE AND/OR OVERWEIGHT VEHICLES REQUIRE AN
OVERWIEGHT VEHICLE PERMIT FROM THE TOWN PRIOR TO TRAVELLING
ON TOWN STREETS.
29. THE OWNER/DEVELOPER WILL BE HELD RESPONSIBLE FOR THE PROPER
FUNCTIONING OF THE IMPROVEMENTS FOR A MINIMUM OF TWO (2) YEARS
FROM THE DATE OF INITIAL ACCEPTANCE OF THE IMPROVEMENTS BY THE
TOWN. ANY FAILURE DURING THIS PERIOD OF GUARANTEE SHALL BE
REMEDIED BY THE OWNER/CONTRACTOR TO THE SATISFACTION OF THE
TOWN AT NO EXPENSE TO THE TOWN.
30. THE SOILS ENGINEER SHALL PERFORM SUFFICIENT INSPECTIONS DURING
GRADING AND CONSTRUCTION SO THAT AN OPINION CAN BE RENDERED
GENERAL NOTES CONSTRUCTION
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 7 OF 7
AND VERIFIED IN WRITING AS TO COMPLIANCE WITH THE PLANS AND
CODES WITHIN THE SOILS ENGINEER’S PURVIEW.
GENERAL NOTES GRADING
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 1 OF 3
GENERAL NOTES – GRADING
1. ALL CONSTRUCTION ACTIVITIES THAT DISTURBS ONE OR MORE
ACRES OF LAND, AS WELL AS ACTIVITIES THAT DISTURB LESS THAN
ONE ACRE OF LAND, BUT IS PART OF A LARGER COMMON PLAN OF
DEVELOPMENT, MUST COMPLY WITH BOTH LOCAL AND STATE
REGULATIONS REGARDING STORMWATER DRAINAGE ON
CONSTRUCTION SITES. OWNERS OR CONTRACTORS MUST OBTAIN A
COLORADO STORMWATER DISCHARGE PERMIT FOR CONSTRUCTION
ACTIVITIES FROM THE COLORADO DEPARTMENT OF PUBLIC HEALTH
AND ENVIRONMENT (CDPHE) AND A STORMWATER QUALITY PERMIT
FROM THE TOWN OF FIRESTONE. OWNERS AND OPERATORS SHALL:
A. MAINTAIN A COPY OF THE STORM WATER MANAGEMENT PLAN
(SWMP) ONSITE AT ALL TIMES, THOUGH A DIGITAL COPY WILL
SUFFICE. THE SWMP MUST BE MAINTAINED AND MADE AVAILABLE
TO TOWN INSPECTORS UPON REQUEST.
B. INSTALL AND MAINTAIN EROSION, SEDIMENT, AND MATERIALS
MANAGEMENT CONTROL BMPS AS SPECIFIED IN THE SWMP.
C. INSPECT ALL BEST MANAGEMENT PRACTICES (BMPS) AT LEAST
EVERY SEVEN (7) DAYS OR EVERY FOURTEEN (14) DAYS AND
WITHIN TWENTY FOUR (24) HOURS AFTER ANY PRECIPITATION OR
SNOWMELT EVENT THAT CAUSES SURFACE RUNOFF.
D. MAINTAIN INSPECTION AND MAINTENANCE RECORDS OF BMPS
ONSITE WITH THE SWMP. COPIES OF THESE REPORTS SHALL BE
PROVIDED TO THE TOWN ENGINEERING STAFF.
E. BASED ON INSPECTIONS PERFORMED BY THE PERMIT HOLDER OR
BY TOWN PERSONNEL, MODIFICATIONS TO THE SWMP WILL BE
NECESSARY IF AT ANY TIME THE SPECIFIED BMPS DO NOT MEET
THE OBJECTIVES OF THE PERMIT. ALL MODIFICATIONS SHALL BE
COMPLETED AS SOON AS PRACTICABLE AFTER THE REFERENCED
INSPECTION, AND SHALL BE RECORDED ON THE OWNER'S COPY
OF THE SWMP.
F. THE OPERATOR SHALL AMEND THE SWMP WHENEVER THERE IS A
MINOR CHANGE TO ADDRESS A SPECIFIED CONTROL MEASURE
THAT DOES NOT MEET THE REQUIREMENTS OF THE STORMWATER
QUALITY PERMIT. SIGNIFICANT CHANGES IN DESIGN,
CONSTRUCTION, OPERATION, OR MAINTENANCE, WHICH HAS A
SIGNIFICANT EFFECT ON THE POTENTIAL FOR DISCHARGE OF
POLLUTANTS TO THE RECEIVING WATERS, OR IF THE SWMP
PROVES TO BE INEFFECTIVE IN ACHIEVING THE GENERAL
GENERAL NOTES GRADING
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 2 OF 3
OBJECTIVES OF CONTROLLING POLLUTANTS IN STORM WATER
DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITIES, A
REVISED SWMP SHALL BE SUMITTED TO THE TOWN ENGINEER.
G. INSTALLATION AND MAINTENANCE OF BMPS SHALL BE
SUPERVISED BY PERSONNEL CERTIFIED IN EROSION AND
SEDIMENT CONTROL.
2. ALL SITE GRADING (EXCAVATION, EMBANKMENT, AND COMPACTION)
SHALL CONFORM TO THE RECOMMENDATIONS OF THE LATEST SOILS
INVESTIGATION FOR THIS PROPERTY AND SHALL FURTHER BE IN
CONFORMANCE WITH THE TOWN OF FIRESTONE "DESIGN STANDARDS
AND CONSTRUCTION SPECIFICATIONS OF PUBLIC IMPROVEMENTS",
LATEST EDITION.
3. ALL GRADING AND FILLING OPERATIONS SHALL BE OBSERVED,
INSPECTED AND TESTED BY A LICENSED SOILS ENGINEER. ALL TEST
RESULTS SHALL BE SUBMITTED TO THE TOWN ENGINEERING STAFF.
4. NATURAL VEGETATION SHALL BE RETAINED AND PROTECTED
WHEREVER POSSIBLE. EXPOSURE OF SOIL TO EROSION BY REMOVAL
OR DISTURBANCE OF VEGETATION SHALL BE LIMITED TO THE AREA
REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATION AND FOR
THE SHORTEST PRACTICAL PERIOD OF TIME. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO AVOID ANY DAMAGE TO
EXISTING FOLIAGE THAT LIES IN THE PROJECT AREA UNLESS
DESIGNATED FOR REMOVAL AND SHALL BE LIABLE FOR SUCH
DAMAGE AT HIS/HER EXPENSE.
5. TOPSOIL SHALL BE STOCKPILED TO THE EXTENT PRACTICABLE ON
THE SITE FOR USE ON AREAS TO BE RE-VEGETATED. ANY AND ALL
STOCKPILES SHALL BE LOCATED AND PROTECTED FROM EROSIVE
ELEMENTS.
6. TEMPORARY VEGETATION SHALL BE INSTALLED ON ALL DISTURBED
AREAS WHERE PERMANENT SURFACE IMPROVEMENTS ARE NOT
SCHEDULED FOR IMMEDIATE INSTALLATION. SEEDING WILL BE DONE
ACROSS THE SLOPE FOLLOWING THE CONTOURS. VEGETATION
SHALL CONFORM TO THE TOWN STANDARDS AND SPECIFICATIONS.
PROJECT SCHEDULING SHOULD TAKE ADVANTAGE OF SPRING OR
FALL PLANTING SEASONS FOR NATURAL GERMINATION. SEEDED
AREAS SHALL BE IRRIGATED IN ACCORDANCE WITH THE TOWN
STANDARDS AND SPECIFICATIONS.
7. AT ALL TIMES, A WATER TRUCK SHALL BE ON-SITE AND THE
PROPERTY SHALL BE MAINTAINED AND/OR WATERED TO PREVENT
GENERAL NOTES GRADING
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 3 OF 3
WIND-CAUSED EROSION. EARTHWORK OPERATIONS SHALL BE
DISCONTINUED WHEN FUGITIVE DUST SIGNIFICANTLY IMPACTS
ADJACENT PROPERTY. IF EARTHWORK IS COMPLETE OR
DISCONTINUED AND DUST FROM THE SITE CONTINUES TO CREATE
PROBLEMS, THE OWNER/DEVELOPER SHALL IMMEDIATELY INSTITUTE
MITIGATIVE MEASURES AND SHALL CORRECT DAMAGE TO ADJACENT
PROPERTY.
8. FILL SLOPES SHALL BE COMPACTED BY MEANS OF SHEEPSFOOT
COMPACTOR OR OTHER SUITABLE EQUIPMENT. COMPACTING SHALL
CONTINUE UNTIL SLOPES ARE STABLE AND THERE IS NOT AN
APPRECIABLE AMOUNT OF LOOSE SOIL ON THE SLOPES.
9. TEMPORARY CUT/FILL SLOPES SHALL ABIDE BY THE SOILS REPORT.
PERMANENT SLOPES SHALL BE AS SHOWN ON PLANS.
10. DEPTH OF MOISTURE-DENSITY CONTROL SHALL BE FULL DEPTH ON
ALL EMBANKMENT AND SIX (6) INCHES ON THE BASE OF CUTS AND
FILLS.
11. OUTLET SIDES OF ALL STORM PIPES SHALL BE GRADED TO DRAIN AND
SHALL HAVE SUFFICIENT EROSION PROTECTION.
12. THE PERMITTEE OR HIS AGENT SHALL NOTIFY THE SITE
GEOTECHNICAL ENGINEER WHEN THE GRADING OPERATION IS
READY FOR EACH OF THE FOLLOWING INSPECTIONS:
A. INITIAL INSPECTION WHEN THE PERMITTEE IS READY TO BEGIN
WORK, BUT NOT LESS THAN TWO (2) DAYS BEFORE ANY GRADING
OR GRUBBING IS STARTED.
B. AFTER THE NATURAL GROUND OR BEDROCK IS EXPOSED AND
PREPARED TO RECEIVE FILL, BUT BEFORE FILL IS PLACED.
C. EXCAVATION INSPECTION AFTER THE EXCAVATION IS STARTED
BUT BEFORE THE VERTICAL DEPTH OF THE EXCAVATION EXCEEDS
TEN (10) FEET.
D. FILL INSPECTION AFTER THE FILL PLACEMENT IS STARTED, BUT
BEFORE THE FILL EXCEEDS TEN (10) FEET.
13. TEMPORARY CUT/FILL SLOPES SHALL NOT BE STEEPER THAN 2:1
(2H:1V). PERMANENT SLOPES SHALL NOT BE STEEPER THAN 4:1
(4H:1V) IN AREAS TO BE SEEDED OR SODDED.
GENERAL NOTES ROADWAY
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 1 OF 3
GENERAL NOTES – ROADWAY
1. ALL STATIONING IS BASED ON CENTERLINE OF ROADWAYS UNLESS
OTHERWISE NOTED.
2. THE CONTRACTOR SHALL PREPARE THE SUBGRADE BY SCARIFYING
THE UPPER ONE (1) FOOT OF THE SUBGRADE IN CUT AREAS OR AREAS
WITH LITTLE OR NO FILL, UNLESS SPECIFIED IN THE SOILS REPORT.
THE WORK SHALL CONFORM TO THE COLORADO DEPARTMENT OF
TRANSPORTATION STANDARD SPECIFICATIONS.
3. PAVEMENT SHALL NOT BE CONSTRUCTED UNTIL ALL UNDERGROUND
UTILITIES HAVE BEEN INSTALLED, TESTED AND ACCEPTED BY THE
TOWN OF FIRESTONE ENGINEERING STAFF.
4. IT SHALL BE THE RESPONSIBILITY OF THE OWNER/CONTRACTOR TO
SUPERVISE AND CERTIFY THAT PROPER COMPACTION HAS BEEN
OBTAINED BY SUBCONTRACTORS AND AGENCIES CONCERNING
UTILITY LINE BACKFILL INCLUDING, BUT NOT LIMITED TO, SEWER,
WATER, ELECTRICAL, GAS AND LANDSCAPE IRRIGATION LINES AND
ACCEPTED BY THE TOWN ENGINEERING STAFF AND THE SOILS
ENGINEER.
5. STREET PAVING SHALL NOT START UNTIL:
a. A SOILS REPORT AND PAVEMENT DESIGN IS ACCEPTED BY THE
TOWN ENGINEERING STAFF.
b. ALL STREETS ARE COMPACTED IN ACCORDANCE WITH THE
SOILS REPORT AND THE TOWN SPECIFICATIONS.
c. ALL COMPACTION TEST REPORTS HAVE BEEN SUBMITTED TO
THE TOWN ENGINEERING STAFF PRIOR TO PROOF ROLLS.
d. PROOF ROLLS ARE PERFORMED USING A LOADED SINGLE AXLE
2000 GALLON WATER TRUCK AND MONITORED BY THE TOWN
ENGINEERING STAFF.
6. THE OWNER/CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING
ALL UTILITY MANHOLE COVERS AND ACCESS LIDS TO GRADE.
7. ALL CONCRETE SHALL BE A MINIMUM OF CLASS B, IN CONFORMANCE
WITH CDOT STANDARDS.
8. ALL CONCRETE EDGES MUST BE ROUNDED TO A FOURTH (1/4) INCH
RADIUS, EXCEPT WHERE SHOWN OTHERWISE ON DRAWINGS.
GENERAL NOTES ROADWAY
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 2 OF 3
9. ONE HALF (1/2) INCH EXPANSION JOINTS SHALL BE INSTALLED AT ALL
CURB RETURNS, CURB CUTS AND EXISTING STRUCTURES. CONTROL
JOINTS SHALL BE INSTALLED PER THE TOWN STANDARDS AND
SPECIFICATIONS.
10. BEFORE PLACING OF ASPHALT THE SUBGRADE SHALL RECEIVE A
GROUND STERILANT APPLIED AT A RATE IN ACCORDANCE TO
MANUFACTURERS RECOMMENDATIONS.
11. THE GRADATION OF THE MINERAL AGGREGATE WILL BE GRADING SX
(1/2” NOMINAL) FOR ALL TOP LIFTS AND OVERLAYS.
12. TACK COAT SHALL BE USED PRIOR TO OVERLAY, (CSS-1H), 50:50
DILUTION, 0.10 GAL/SY. ALL EDGES ABUTTING NEW PAVEMENT SHALL
BE TACKED.
13. WHEN IT IS REQUIRED TO MATCH EXISTING PAVEMENT, EXISTING
PAVEMENT SHALL BE SAW CUT IN A MANNER TO AFFECT A SMOOTH,
VERTICAL STRAIGHT CUT EDGE. T PATCH MILLING MUST BE DONE PER
STANDARD DETAILS.
14. ALL SAWCUT EDGES OF EXISTING PAVEMENT SHALL BE CLEAN AND
COATED WITH TACK COAT PRIOR TO PLACING NEW PAVEMENT
ADJACENT TO THE EXISTING PAVEMENT.
15. ALL ASPHALT SHALL BE ONE FOURTH (1/4) INCH ABOVE CONCRETE
EDGES, MANHOLE COVERS AND ACCESS LIDS.
16. SIGNAGE AND STRIPING SHALL CONFORM TO THE MANUAL ON
UNIFORM TRAFFIC CONTROL DEVICES, THE COLORADO DEPARTMENT
OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND
BRIDGE CONSTRUCTION, THE COLORADO DEPARTMENT OF
TRANSPORTATION M&S STANDARDS, AND THE TOWN STANDARDS.
17. THE PURCHASE AND INSTALLATION OF STREET NAME SIGNS SHALL
BE THE RESPONSIBILITY OF THE OWNER/CONTRACTOR. THE
OWNER/CONTRACTOR SHALL SECURE THE APPROVAL OF THE TOWN
ENGINEERING STAFF FOR TYPE AND LOCATION OF THE STREET NAME
SIGNS PRIOR TO INSTALLATION.
18. ALL NEW ROADWAY SECTIONS SHALL HAVE SUBGRADE
PREPARATION AND INITIAL ASPHALT PAVEMENT PLACED WITH A 1%
CROWN. FINAL OVERLAY IS TO BE PLACED WITH A 2% CROWN. SEE
DETAIL ST7 IN THE “STANDARD DETAILS-STREET” FOR MORE
INFORMATION.
GENERAL NOTES ROADWAY
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 3 OF 3
19. DETERMINATION OF CROWN FOR CUL DE SAC PAVING SHALL BE
EVALUATED ON A CASE BY CASE BASIS.
GENERAL NOTES SANITARY SEWER
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 1 OF 2
GENERAL NOTES – SANITARY SEWER
1. TOWN OF FIRESTONE SEWER SERVICE IS UNDER THE JURISDICTION
OF THE ST. VRAIN SANITATION DISTRICT (SVSD). ALL SANITARY
SEWER SHALL BE CONSTRUCTED IN ACCORDANCE WITH SVSD
STANDARDS AND CRITERIA IN ADDITION TO THE TOWN STANDARDS
AND SPECIFICATIONS.
2. MINIMUM VERTICAL SEPARATIONS BETWEEN ALL UTILITY PIPES
SHALL BE EIGHTEEN (18) INCHES. IF VERTICAL SEPARATIONS ARE
LESS THAN EIGHTEEN (18) INCHES, THE UTILITY PIPES SHALL BE
REINFORCED AND PROTECTED AS REQUIRED BY CURRENT TOWN
STANDARD SPECIFICATIONS.
3. WATER AND SANITARY SEWER LINES SHALL HAVE A MINIMUM
HORIZONTAL SEPARATION OF TEN (10) FEET. WHEN A TEN (10) FOOT
SEPARATION IS NOT PROVIDED OR WHEN SEWER LINES CROSS
WATER LINES WITH LESS THAN ONE AND ONE-HALF (1½) FEET OF
VERTICAL SEPARATION, SEWER LINE JOINTS SHALL BE CONCRETE
ENCASED. FOR PERPENDICULAR CROSSINGS, ENCASED JOINTS
SHALL EXTEND TEN (10) FEET, PERPENDICULAR TO THE WATER LINE
IN BOTH DIRECTIONS.
4. ALL SANITARY SEWER SERVICES AND WATER SERVICES ARE TO BE
TEN (10) FEET APART.
5. SERVICE LATERALS SHALL EXTEND FIVE (5) FEET BEYOND RIGHTS OF
WAY OR UTILITY EASEMENTS, WHICHEVER IS GREATER. THE ENDS
SHALL BE MARKED BY A GREEN PAINTED WOOD POST UNTIL CURB
AND GUTTER IS IN PLACE. WHEN CURB AND GUTTER IS IN PLACE THE
LATERALS SHALL BE MARKED ON THE CONCRETE CURB FACE WITH
AN “S” or "X".
6. BEDDING MATERIAL SHALL CONFORM TO SVSD AND TOWN
STANDARDS AND SPECIFICATIONS.
7. WARNING TAPE SHALL BE INSTALLED 12” MINIMUM AND 18” MAXIMUM
ABOVE SEWER PIPE.
8. PRECAST CONCRETE MANHOLE SECTIONS SHALL BE IN ACCORDANCE
WITH ASTM C-478. CAST IRON RING AND COVER SHALL CONFORM TO
ASTM A-48.
9. MANHOLES SHALL BE A MINIMUM FOUR (4) FOOT DIAMETER AND
CONSTRUCTED PER THE STANDARDS AND SPECIFICATIONS.
GENERAL NOTES SANITARY SEWER
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 2 OF 2
10. MANHOLE RIMS SHALL BE SET AT AN ELEVATION RELATIVE TO THE
PAVEMENT, IN ACCORDANCE WITH THE TOWN STANDARDS.
WHETHER THE MANHOLE IS AT PAVED OR UNPAVED GRADE, A
MINIMUM OF ONE (1) AND A MAXIMUM OF FOUR (4) CONCRETE RINGS
SHALL BE USED TO ADJUST THE RIM ELEVATION TO FINAL GRADE.
THE MAXIMUM ACCEPTABLE VERTICAL ADJUSTMENT UTILIZING
CONCRETE RINGS IS EIGHTEEN (18) INCHES.
GENERAL NOTES STORM SEWER
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 1 OF 1
GENERAL NOTES – STORM SEWER
1. EXCEPT WHERE NOTED, ALL STORM SEWER PIPE SHALL BE
REINFORCED CONCRETE, CLASS III AND SHALL CONFORM TO
REQUIREMENTS OF ASTM C76. ALL RCP SHALL HAVE RUBBER
GASKETED JOINTS AND SHALL CONFORM TO REQUIREMENTS OF
ASTM C443, AND SHALL PROVIDE WATERTIGHT PERFORMANCE
CHARACTERISTICS.
2. TONGUE AND GROOVE JOINTS SHALL NOT BE ALLOWED.
3. THE MINIMUM COVERAGE FOR ALL STORM DRAINAGE PIPES SHALL
BE 1.5 FEET FOR CLASS III PIPE AND 1 FOOT FOR CLASS IV PIPE.
4. BEDDING MATERIAL SHALL CONFORM TO TOWN OF FIRESTONE
STANDARDS AND SPECIFICATIONS.
5. ALL MANHOLES SHALL BE CONCRETE AND CONFORM TO CDOT
STANDARD M-604-20.
6. THE MINIMUM MANHOLE DIAMETER SHALL BE AS SPECIFIED BELOW:
PIPE DIAMETER MANHOLE SIZE
15" TO 18" 4' DIAMETER
21" TO 42" 5' DIAMETER
48" TO 54" 6' DIAMETER
60" AND LARGER BOX BASE MANHOLE
7. ALL STREET INLETS SHALL BE CURB OPENING TYPE R CONFORMING
TO CDOT STANDARD M-604-12, EXCEPT WHERE OTHERWISE NOTED.
8. ALL INLET ACCESS COVERS SHALL HAVE THE WORDS “NO DUMPING
– DRAINS TO RIVERS” AND “STORM SEWER” CAST INTO THE COVER
PER TOWN STANDARD DETAIL.
9. ALL END SECTIONS SHALL CONFORM TO CDOT STANDARD M-603-10.
10. WHERE RIPRAP OR GROUTED BOULDERS ARE CALLED FOR ON THE
PLANS FOR EROSION CONTROL, IT SHALL CONFORM TO THE URBAN
STORM DRAINAGE CRITERIA MANUAL SPECIFICATIONS (LATEST
REVISION).
GENERAL NOTES WATER
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 1 OF 4
GENERAL NOTES – WATER
1. AT ALL POINTS OF CONNECTION OF NEW WATER MAINS TO EXISTING
MAINS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR EXCAVATING
AND VERIFYING LOCATION OF THE EXISTING LINES PRIOR TO ANY
CONSTRUCTION.
2. EXCEPT IN CASE OF AN EMERGENCY, VALVES ON THE TOWN OF
FIRESTONE WATER SYSTEM SHALL BE OPERATED BY OR UNDER THE
DIRECTION OF THE APPROPRIATE TOWN PERSONNEL. THE
CONTRACTOR SHALL GIVE THE TOWN ENGINEERING STAFF 48 HOURS
NOTICE TO ARRANGE FOR OPERATING VALVES. BOTH THE
CONTRACTOR AND THE APPROPRIATE TOWN PERSONNEL SHALL BE
PRESENT WHEN THE VALVES ARE OPERATED.
3. WATER AND SANITARY SEWER LINES SHALL HAVE A MINIMUM
HORIZONTAL SEPARATION OF TEN (10) FEET. WHEN A TEN (10) FOOT
SEPARATION IS NOT PROVIDED OR WHEN SEWER LINES CROSS
WATER LINES WITH LESS THAN ONE AND ONE-HALF (1½) FEET OF
VERTICAL SEPARATION, SEWER LINE JOINTS SHALL BE CONCRETE
ENCASED. FOR PERPENDICULAR CROSSINGS, ENCASED JOINTS
SHALL EXTEND TEN (10) FEET, PERPENDICULAR TO THE WATER LINE
IN BOTH DIRECTIONS.
4. ALL WATER LINES SHALL HAVE A MINIMUM OF FOUR AND ONE-HALF
(4½) FEET OF COVER AND BE LOCATED A MINIMUM OF TEN (10) FEET
FROM THE SANITARY SEWER AND THREE (3) FEET FROM THE EDGE
OF CONCRETE CURB AND GUTTER PAN.
5. CHANGES IN DIRECTION OF WATERLINE PIPE SHALL REQUIRE BENDS
IN ALL INSTANCES. AXIAL DEFLECTION AT THE JOINTS SHALL NOT BE
ALLOWED.
6. WHEN IT IS NECESSARY TO DEPRESS WATER LINES AT UTILITY
CROSSINGS, A MINIMUM CLEARANCE OF ONE AND ONE-HALF (1-1/2)
FEET SHALL BE MAINTAINED BETWEEN OUTSIDES OF PIPE.
7. DISTANCES FOR WATER LINES ARE THE HORIZONTAL DISTANCE
BETWEEN THE CENTERS OF THE FITTINGS. THEREFORE, DISTANCES
SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO
VERTICAL ALIGNMENT AND FITTING DIMENSIONS.
8. ALL WATER LINE VALVES SHALL BE SET ADJACENT TO THE TEE,
EXCEPT FOR POINTS THAT FALL IN THE FLOW LINE OF A CONCRETE
CROSS PAN. IN WHICH CASE, THE VALVE SHALL BE LOCATED SO THAT
SURFACE DRAINAGE DOES NOT INFILTRATE THE VALVE BOX. VALVE
BOXES SHALL BE SET AT AN ELEVATION IN ACCORDANCE WITH TOWN
PAVING REQUIREMENTS.
GENERAL NOTES WATER
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 2 OF 4
9. ALL WATER MAINS SHALL BE POLYVINYL CHLORIDE (PVC) PRESSURE
PIPE UNLESS SPECIFIED OTHERWISE. NOMINAL PVC PIPE SIZES 8-
INCH THROUGH 12-INCH SHALL CONFORM TO ALL REQUIREMENTS OF
AWWA STANDARD C-900, PRESSURE CLASS 150 (DR18). NOMINAL PVC
PIPE SIZES 16-INCH THROUGH 24-INCH SHALL CONFORM TO ALL
REQUIREMENTS OF AWWA STANDARD C-905, PRESSURE CLASS 165
(DR25). ALL PVC PIPES SHALL HAVE OUTSIDE DIAMETERS
EQUIVALENT TO CAST IRON PIPE.
10. FIRE HYDRANT ASSEMBLY INCLUDES THE FIRE HYDRANT, SIX (6) INCH
VALVE, AND SIX (6) INCH PIPE. INSTALLATION SHALL BE IN
ACCORDANCE WITH THE TOWN STANDARDS AND SPECIFICATIONS.
11. ALL FITTINGS SHALL BE MADE FROM DUCTILE IRON, FURNISHED WITH
MECHANICAL JOINT ENDS OR INTEGRAL RESTRAINED JOINTS, AND
SHALL HAVE A PRESSURE RATING OF 350 PSI.
12. POLYETHYLENE WRAPPING SHALL BE INSTALLED AROUND ALL
DUCTILE IRON PIPES, FITTINGS, VALVES, FIRE HYDRANT BARRELS
AND ROD AND CLAMPS. THE POLYETHYLENE SHALL HAVE A MINIMUM
THICKNESS OF EIGHT (8) MILS, IN ACCORDANCE WITH AWWA
STANDARD C-105.
13. ALL WATER LINE PIPE SHALL BE PROVIDED WITH A MINIMUM GAGE
SIZE OF 12 SINGLE STRAND INSULATED COPPER WIRE. SPLICES IN
TRACER WIRE SHALL BE CAPPED IN WATER PROOF GEL CAP TYPE
CONNECTORS SUITED FOR DIRECT BURY APPLICATION (3M TYPE DBY-
6 LOW VOLTAGE OR EQUAL). WIRE SHALL BE ATTACHED TO TOP OF
WATER LINE WITH 2-INCH WIDE PVC TAPE @ 5-FT INTERVALS ALONG
PIPE. TRACER WIRE SHALL EXTEND TO THE SURFACE AND BE COILED
IN A LOCATE BOX AT THE BACKSIDE OF EITHER EACH FIRE HYDRANT
OR VALVE. UNDER THE SUPERVISION OF TOWN ENGINEERING STAFF,
TEST SHALL BE MADE BY THE CONTRACTOR @ THE COMPLETION OF
CONSTRUCTION TO INSURE THAT THE TRACER WIRES CARRY A
CONTINUOUS CURRENT BETWEEN ALL ACCESS POINTS.
14. WARNING TAPE SHALL BE INSTALLED 12” MINIMUM AND 18” MAXIMUM
ABOVE WATER PIPE.
15. BEDDING MATERIAL SHALL CONFORM TO TOWN STANDARDS AND
SPECIFICATIONS.
16. VALVES SHALL OPEN COUNTER CLOCKWISE. VALVES 12-INCH AND
SMALLER SHALL BE RESILIENT SEAT GATE VALVES. LARGER VALVES
SHALL BE BUTTERFLY VALVES.
17. VALVE BOXES SHALL BE RAISED TO ONE-FOURTH (1/4) INCH BELOW
GRADE AFTER COMPLETION OF SURFACE PAVING OR FINAL GRADING.
GENERAL NOTES WATER
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 3 OF 4
VALVE BOXES IN NON-PAVED AREAS SHALL HAVE A CONCRETE
COLLAR AROUND THE VALVE LID IN ACCORDANCE WITH THE DETAIL.
18. ALL SERVICE LINE TAPS SHALL HAVE DOUBLE STRAP BRASS TAPPING
SADDLES. (ROMAC 202B OR APPROVED EQUAL).
19. ALL RESIDENTIAL WATER TAPS SHALL BE FIVE-EIGHTS (5/8) INCH OR
AS REQUIRED BY THE CURRENT BUILDING CODE.
20. ALL WATER SERVICE LATERALS SHALL EXTEND FIVE (5) FEET BEYOND
RIGHT OF WAY OR UTILITY EASEMENTS, WHICHEVER IS GREATER.
THE ENDS SHALL BE MARKED BY A BLUE PAINTED WOOD POST UNTIL
CURB AND GUTTER IS IN PLACE. WHEN CURB AND GUTTER IS IN
PLACE THE LATERALS SHALL BE MARKED ON THE CONCRETE CURB
FACE WITH A “V" or “W”.
21. CONCRETE THRUST BLOCKS AND/OR "MEGA-LUG" MECHANICAL
RESTRAINTS ARE REQUIRED AT ALL MECHANICAL FITTINGS. THRUST
BLOCKS MAY NOT BE REQUIRED IF PIPE RESTRAINT IS PROVIDED IN
ACCORDANCE WITH RESTRAINED PIPE DETAIL.
22. NO WORK SHALL BE BACKFILLED (INCLUDING BEDDING MATERIAL
ABOVE THE SPRING LINE OF THE PIPE) UNTIL THE CONSTRUCTION
HAS BEEN INSPECTED AND APPROVED FOR BACKFILLING BY TOWN
ENGINEERING STAFF.
23. ONLY ONE CONNECTION TO THE EXISTING WATER DISTRIBUTION
SYSTEM SHALL BE MADE UNTIL ALL HYDROSTATIC TESTING,
CHLORINATION AND FLUSHING HAS BEEN COMPLETED.
24. DISINFECTION AND HYDROSTATIC TESTING SHALL BE DONE IN THE
PRESENCE OF A TOWN ENGINEERING STAFF. CONTACT THE TOWN
ENGINEERING DIVISION FORTY-EIGHT (48) HOURS PRIOR TO
DISINFECTING AND/OR TESTING.
25. DISINFECTION AND FLUSHING SHALL BE DONE IN ACCORDANCE WITH
THE REQUIREMENTS OF THE COLORADO DEPARTMENT OF HEALTH
AND THE PROCEDURE SET FORTH IN AWWA C651, "STANDARD FOR
DISINFECTING WATER MAINS". THE CHLORINATION OF THE WATER
LINE SHALL BE PERFORMED PRIOR TO THE HYDROSTATIC TESTING.
ALL VALVES, FIRE HYDRANTS AND OTHER APPURTANCES SHALL BE
OPERATED WHILE PIPELINE IS FILLED WITH THE CHLORINATING
AGENT TO INSURE THAT HIGH CHLORINE CONTACT IS MADE WITH ALL
INTERNAL SURFACES.
26. TWO TWENTY-FOUR (24) HOUR BACTERIOLOGICAL TESTS, FROM
MULTIPLE POINTS TO BE DETERMINED BY THE TOWN ENGINEER, FOR
TOTAL COLI-FORM BACTERIA SHALL BE PERFORMED BY THE TOWN A
GENERAL NOTES WATER
STANDARDS AND SPECIFICATIONS 2022 EDITION PAGE 4 OF 4
MINIMUM OF 24 HOURS APART. IF EITHER OF THESE TESTS FAIL, THE
LINE SHALL BE RE-CHLORINATED, RE-FLUSHED AND THEN RETESTED.
THE DEVELOPER AND/OR CONTRACTOR SHALL BE RESPONSIBLE FOR
REIMBURSING THE TOWN FOR ALL COSTS ASSOCIATED WITH THE
WATER QUALITY TESTING.
27. ALL WATER LINES SHALL BE HYDROSTATIC TESTED. PRESSURE AND
LEAKAGE TESTS SHALL BE CONDUCTED ACCORDING TO THE
APPLICABLE SECTIONS OF AWWA C600/605 TO A MINIMUM PRESSURE
OF ONE HUNDRED AND FIFTY (150) POUNDS PER SQUARE (PSI) INCH
AT THE LOW POINT OF THE SECTION BEING TESTED FOR THE
DURATION OF TWO (2) HOURS. THE MAXIMUM LENGTH OF LINE TO BE
TESTED SHALL BE ONE THOUSAND (1,000) FEET. ALL JOINTS IN
CONNECTIONS ARE TO BE WATERTIGHT WITHIN TOLERANCES
ALLOWED BY THE SPECIFICATIONS IN AWWA C600/605. ANY LEAKAGE
THAT IS DISCOVERED BY OBSERVATION OR TESTS SHALL BE
LOCATED AND MADE WATERTIGHT BY THE CONTRACTOR. PRESSURE
AND LEAKAGE TESTS SHALL NOT BE CONDUCTED UNTIL THE LINE HAS
PASSED ALL REQUIRED DISINFECTION TESTS.
28. INITIAL ACCEPTANCE OF THE NEW WATER LINES ARE CONTINGENT
UPON RECEIVING COPIES OF:
A. WATER TRENCH COMPACTION TEST RESULTS
B. HYDRO STATIC TESTING OF 100% OF THE SYSTEM
C. HEALTH DEPARTMENT TESTS. (CHLORINE AND/OR CLEAR
WATER AS REQUIRED)
29. ALL METER PITS AND CURB STOPS SHALL BE PROTECTED AT THE TIME
OF INSTALLATION WITH A MINIMUM OF THREE (3) T-POSTS AND
ORANGE SAFETY FENCE. THE T-POST AND SAFETY FENCE SHALL
REMAIN IN PLACE AND IN GOOD CONDITION UNTIL THE LANDSCAPING
IS INSTALLED.
30. ALL WATER VAULTS SHALL BE WATER TIGHT. CONTRACTOR SHALL
SEAL VAULTS TO ENSURE SURFACE WATER DOES NOT INFILTRATE
INTO THE VAULTS. VAULT LIDS SHALL BE PLACED TO ENSURE THAT
SURFACE WATER DOES NOT FLOW INTO THE VAULTS.