HomeMy WebLinkAbout14853RESOLUTION NO. 14853
A RESOLUTION ADOPTING AND APPROVING STANDARD
CONSTRUCTION SPECIFICATIONS AND STANDARD DETAILS
FOR THE CITY OF PUEBLO, COLORADO DATED APRIL 11,
2022
BE IT RESOLVED BY THE CITY COUNCIL OF PUEBLO, that:
SECTION 1.
Pursuant to and in furtherance of sections 4-2-2 (8), 12-3-1, 12-4-7 (J)(2), 12-4-7 (J)(5)(b),
12-4-7 (J)(5)(c), 12-4-7 (J)(8), 12-6-5 (f), and 12-6-9 of the 1971 Code of Ordinances of the City
of Pueblo, as amended, and upon recommendation by the City Engineer, City Council does
hereby adopt and approve the Standard Construction Specifications and Standard Details for the
City of Pueblo, Colorado, published April 11, 2022 by the Department of Public Works, a true copy
of which is attached hereto and made a part hereof by reference (hereinafter referred to as the
“Standard Specifications”).
SECTION 2.
City Council declares that the design and construction of all public improvements within
the public rights-of-way, or on private property where required by a subdivision improvement
agreement, shall be performed and installed in conformance with said Standard Specifications
and all other provisions of Title 12 of the 1971 Code of Ordinances, as amended.
SECTION 3.
City Council declares that all excavations and backfills within the public rights-of-way shall
be performed in conformance with the applicable provisions of said Standard Specifications, and
all other provisions of Title 12 of the 1971 Code of Ordinances, as amended.
SECTION 4.
After adoption of this Resolution, a true copy of the Standard Specifications shall be
maintained on fire in the office of the City Clerk for public inspection. Copies of the Standard
Specifications shall be made available through the City’s Department of Public Works.
SECTION 5.
This Resolution and the Standard Construction Specifications and Standard Details
hereby approved and adopted amend and supersede in their entirety Resolution Numbers 8155,
9225, 10129, 10349 and 14332 and the prior Standard Construction Specifications and Standard
Details including all revisions previously adopted by said Resolutions.
SECTION 6.
The officers and staff of the City are authorized to perform any and all acts consistent with
the intent of the Resolution to implement the policies and procedures described herein.
SECTION 7.
This Resolution shall become effective immediately upon final approval.
INTRODUCED: March 28, 2022
BY: Vicente Martinez Ortega
MEMBER OF CITY COUNCIL
APPROVED:
PRESIDENT OF CITY COUNCIL
ATTESTED BY:
CITY CLERK
PASSED AND APPROVED: April 11, 2022
City Clerk’s Office Item # M-11
BACKGROUND PAPER FOR PROPOSED
RESOLUTION
COUNCIL MEETING DATE: March 28, 2022
TO: President Heather Graham and Members of City Council
CC: Nicholas A. Gradisar, Mayor
VIA: Marisa Stoller, City Clerk
FROM: Andrew E. Hayes, P.E., Director of Public Works
SUBJECT: A RESOLUTION ADOPTING AND APPROVING STANDARD
CONSTRUCTION SPECIFICATIONS AND STANDARD DETAILS FOR
THE CITY OF PUEBLO, COLORADO DATED APRIL 11, 2022
SUMMARY:
This Resolution adopts the Standard Construction Specifications and Standard Details
for the City of Pueblo, Colorado, dated April 11, 2022.
PREVIOUS COUNCIL ACTION:
City Council adopted the current Standard Construction Specifications and Standard
Details (the Standards) for the City of Pueblo, Colorado, Resolution No. 8155, on June 9,
1997.
Subsequently, the Standards were revised by Resolutions 9225, 10129, 10349 and
14332 on February 26, 2001, May 24, 2004, March 28, 2005, and December 23, 2019,
respectively.
BACKGROUND:
The Public Works Department – in coordination with other departments responsible for
managing the City’s public infrastructure systems – develops construction standards and
specifications that apply to all City projects. The Standards also apply to construction
work performed by developers and builders responsible for constructing public
improvements in residential, commercial, and industrial developments within the City.
These standards ensure that public infrastructure can safely meet the needs and
demands of the public; that the City remains in compliance with state and federal law;
and that the City responsibly approaches the management of the total life-cycle cost of
constructing, operating, and maintaining its infrastructure systems. The Standards
generally do not specify what types of improvements must be constructed for a given
project, but they do address the required quality, materials, dimensions, capacities, and
other physical and functional characteristics for public infrastructure systems.
City staff from each of the departments that manage and operate public infrastructure
have worked diligently since January 2021 to review each section to ensure that the
document is aligned with industry standards; that required materials, designs, and
construction practices meet the public’s needs; and that all specified materials are readily
available in the local marketplace. Staff also compared the City’s Standards with those
of state agencies and other municipalities along the Front Range to ensure that the
revised Standards would not create any competitive disadvantage for Pueblo’s continuing
development as compared to neighboring cities and communities.
FINANCIAL IMPLICATIONS:
Not applicable.
BOARD/COMMISSION RECOMMENDATION:
Not applicable.
STAKEHOLDER PROCESS:
Since October, the Public Works Department staff has engaged with the Committee on
Community Development (made up of local engineers, designers, builders, developers,
representatives from PEDCO, and City Council members) to review and provide feedback
on the updated content. Meetings and discussions have also been held with local material
suppliers. Feedback received as a result of these interactions has been considered and
appropriate revisions have been made throughout the review process.
The Public Works Department desires to continue working with the Committee and other
stakeholders on an annual basis to discuss specific areas of concern and any issues that
may arise over time with respect to the Standards.
ALTERNATIVES:
The existing Standard Construction Specifications and Standard Details will remain in
effect if the Resolution is not approved.
RECOMMENDATIONS:
Approval of the Resolution.
Attachments:
Standard Construction Specifications and Standard Details for the City of Pueblo,
Colorado dated April 11, 2022.
STANDARD CONSTRUCTION SPECIFICATIONS
AND
STANDARD DETAILS
FOR
CITY OF PUEBLO, COLORADO
DEPARTMENT OF PUBLIC WORKS
211 EAST “D” STREET
PUEBLO, COLORADO
TELEPHONE: (719) 553-2295
WWW.PUEBLO.US
REVISED: APRIL 11, 2022
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PREFACE
The specifications contained herein have been prepared by the Department of Public Works of
the City of Pueblo in accordance with Title XII of the 1970 Code of Ordinances, and adopted by
Resolution Number _______ of the City Council.
These specifications shall apply to the construction of all public improvements within the public
right-of-way of the City of Pueblo, City owned property, and to those improvements on private
property which have been made a requirement of any subdivision improvement agreement.
Methods of measurement and payment specified herein shall only apply to City contracts.
Where the term “Engineer” is used in these specifications it shall mean the Director of Public
Works or his authorized representative.
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TABLE OF CONTENTS
Abbreviations
Accuracy
Standard Specifications
Article 4 Concrete
Article 5 Reinforcement for Structural Concrete
Article 6 Aggregate Base Course
Article 7 Earthwork
Article 8 Pavement
Article 9 Traffic Control
Article 10 Landscaping
Article 11 Sanitary Sewer
Article 12 Storm Sewer
Standard Details
SD1 Typical Street Intersection
SD1.2 Square Pan and Cross Pan Detail
SD2 Concrete Curb and Gutter, Double Gutter and Cross Pan
SD3 Attached Sidewalk Details
SD4 Typical Alley Approach & Driveway Detail for Setback Walk
SD5 Typical Alley Approach & Driveway Detail for Attached Walk
SD6.1 Attached Sidewalk Curb Ramp Detail (Type A)
SD6.2 Detached Sidewalk Curb Ramp Detail (Type B)
SD6.3 Radial Curb Ramp Detail (Type C)
SD6.4 In-Line Curb Ramp Detail (Type D)
SD6.5 Tactile Warning Band Detail
SD7 Expansion Joint Detail
SD8 Sidewalk Drain Detail
SD9 Joint Placement & Width Standards for Walk, Curb & Gutter, and Alleys
SD10.1General Requirements for Driveways
SD10.2Knuckle and “T” Intersection Detail
SD11Cul-De-Sac Detail
SD12 Manhole and Valve Adjustment Detail
SD13.1Cast-in-Place Type “S” Inlet
SD13.2Standard Radial Catch Basin
SD14 Pre-Cast Type “S” Inlet
SD15 Storm Manholes
SD16 Storm Sewer Trench Detail
SD17 Type III Standard Manhole
SD18 Grated Inlet Type 13 (Multiple)
SD19 Grated Inlet Type 13 (Single)
SD20 Standard Type III Barricade
SD21 Sanitary Sewer Trench Detail
SD22 Sanitary Sewer Manhole Details
SD23 Sanitary Sewer Manhole Details
SD24 Manhole Details
SD25 Manhole, Inlet Ring, & Cover Detail
SD26 Sewer Details
SD27 Right of Way Monument Standard
SD28 Curb Side Mailboxes
SD29 Type “W” Inlet
SD30 Sanitary Sewer Main Cleanout Detail
SD31 Alternative Storm Manhole for 18” to 48” Pipe
ABBREVIATIONS
Whenever in these specifications the following terms, or pronouns in place of them, are
used, the intent and meaning shall be interpreted as follows. Reference to a specific
standard or specification shall mean the latest edition or amendment in effect on date of
invitation to bid. In those cases where work is being performed which is not contracted
for directly by the City, then the latest standard in effect at the time the work is being done
shall apply.
AAR Association of American Railroads
AASHTO American Association of State Highway and Transportation Officials
ACI American Concrete Institute
ADA Americans with Disabilities Act of 1990
ADAAG Americans with Disabilities Act Accessibility Guidelines
AI Asphalt Institute
AISC American Institute of Steel Construction
AISI American Iron and Steel Institute
AITC American Institute of Timber Construction
ANSI American National Standards Institute
ASTM American Society for Testing and Materials
ATSSA American Traffic Safety Services Association
AWG American Wire Gauge
AWS American Welding Society
BMPS Best Management Practices
CBR California Bearing Ratio
CDOT Colorado Department of Transportation
CDPHE Colorado Department of Public Health and Environment
CFRP Carbon Fiber Reinforced Polymer
CLSM Controlled Low Strength Materials
CRS Colorado Revised Statutes, 1973 as amended
CRSI Concrete Reinforcing Steel Institute
CY Cubic Yard
FRP Fiber Reinforced Polymer
GFRP Glass Fiber Reinforced Polymer
GPH Gallons Per Hour
HP Horsepower
ISSA International Slurry Surfacing Association
LP Pound
LL & PI Liquid Limit / Plasticity Index
MPH Miles Per Hour
MUTCD Manual of Uniform Traffic Control Devices
NACE National Association of Corrosion Engineers
NSF National Sanitation Foundation
NTPEP National Transportation Product Evaluation Program
O.D. Outside Diameter
OSHA Occupational Safety and Health Administration
PCA Portland Cement Association
PLS Pure Live Seed
PSIG Pound Per Square Inch Gauge
PVC Polyvinyl Chloride
RAP Recycled Asphalt Product
RC Recycled Concrete
RE Removability Modulus
SWMP Stormwater Management Plan
UL Underwriter's Laboratories
WWPA Western Wood Products Association
MEASUREMENT AND CALCULATED QUANTITY ACCURACY
All quantities for payment shall be field measured (where applicable), calculated and rounded to
the degree of accuracy given below.
UNIT ACCURACY
Lump Sum (%) x.
Each x.
Linear Foot x.x
Square Feet x.x
Square Yard x.x
Cubic Yard x.x
Gallon x.
Ton x.x
Acre x.x
Rounding of numbers shall be as follows:
0.1 thru 0.4 - round down to zero
0.5 - round up if it makes the whole number even, down if the whole number is even
0.6 thru 0.9 - round up to next whole number
Examples: 93.3 rounds to 93
93.5 rounds to 94
94.5 rounds to 94
93.7 rounds to 94
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ARTICLE 4
CONCRETE
4.1 GENERAL
4.1.1 DESCRIPTION
The work under this section shall consist of the furnishing of all labor and materials necessary
for the placing and finishing of concrete in accordance with these specifications and conforming
to the lines, grades, and dimensions shown on the drawings (approved by the Engineer) or the
City Standard Details. Concrete shall consist of Portland cement, fine and coarse aggregates,
and water, together with any specified additives or admixtures proportioned and mixed in
conformity with the following specifications.
4.1.2 SUBMITTALS
4.1.2.1 General
Concrete submittals outlined below are required on all City contracts and any other project
within the public right-of-way. All ready-mix suppliers furnishing concrete for placement within
any City right-of-way shall furnish to the City once every two years, concrete mix designs for
concrete intended to be used for placement within the right-of-way.
4.1.2.2 Mix Design
Unless a mix design has been previously approved as required under Section 4.1.2.1, the
Contractor shall submit copies of all concrete mix designs to the Engineer for approval prior to
placing any concrete. Separate mix designs shall be submitted for each type of concrete to be
used in the project. Submittals shall include all information used in designing mixes, including
admixture manufacturer's information.
4.1.3 QUALITY ASSURANCE
4.1.3.1 Plant Access
The Engineer shall be allowed access to the ready-mix batching plant at all times that the work
is in progress. If required by the Engineer, samples of all concrete ingredients may be taken at
the plant.
4.1.3.2 Record of Work
The Contractor shall keep a written record listing approximate locations, time and date of
placement of all concrete for the project. Such record shall be kept until completion of the
project and shall be available to the Engineer for review at any time.
Article 4 - 1
4.1.3.3 Codes and Industry Standards
The Contractor is responsible for ensuring that all materials, formwork, and finishes comply with
all applicable codes and industry standards as prescribed by ASTM, AASHTO, and/or ACI.
4.2 MATERIALS
All concrete shall be ready-mixed conforming to AASHTO M 157-13 (2017). No jobsite mixed
concrete will be permitted unless written permission is granted by the Engineer.
4.2.1 GENERAL
4.2.1.1 Cement
Portland Cement shall conform to the specifications for Portland Cement (ASTM C-150) and
specifications for air-entrained Portland Cement (ASTM C-175 or C-595) and shall otherwise be
Type II cement unless sulfate conditions allow otherwise. Refer to Table 2.2.3 in Chapter 2.2 of
ACI 201 for cement recommendations for sulfate resistances. In addition to the standard
chemical requirements for Portland cement in ASTM C-150, the maximum percent of alkali shall
be specified in Table 2 of ASTM C-150 for low alkali cement. Other types of cement or
admixtures are only to be used upon approval by the Engineer.
Type II (6 Sack), Type IP, or Type IL is required for all sidewalks, driveways, curb and gutter,
drainage pans, headwalls, wingwalls, and concrete paving. Type II (7 Sack), Type IP (HS),
Type IL (HS) (in lieu of type V cement) will be acceptable for cast-in-place inlets, and cast-in-
place manhole bases. Type II (7 Sack), Type IP (HS), or Type IL (HS) is required for all precast
box culverts, inlets, manhole bases, manhole barrel sections, and manhole cone sections.
4.2.1.2 Fly Ash and Natural Pozzolan FLY
Use of fly ash or natural pozzolan (ASTM C-618 Class F; or Class N) for a partial substitute
(25% maximum by weight) for Type II, Type IP (HS) or Type V cement may be used with written
permission from the Engineer. Fly ash or natural pozzolan shall conform to the requirements of
ASTM C-618 – Class F or Class N, respectively. Cement containing Class C fly ash shall not
be used for any concrete for use wherever these specifications are applicable.
4.2.1.3 Aggregate
(a) Fine Aggregate
Fine aggregate shall conform to ASTM C-33. Fine aggregate shall be natural sand
composed of clean, hard, durable, uncoated grains, preferably of siliceous materials. Fine
aggregate shall be thoroughly washed to remove shale, coal, mica, clay, loam, alkali,
organic matter, or other deleterious matter.
(1) Deleterious Substances. The amount of deleterious substances in the washed
aggregate shall not exceed the values in Table 4.1
Article 4 - 2
Table 4.1. Maximum amount of deleterious substances in the washed fine aggregate
Material ASTMLimit
Material finer than 200 mesh C1173% by weight
sieve
Shale Petrographic 1% by weight
analyses
Coal & Lignite C123 0.5% by weight
Clay lumps and friable C142 3% by weight
particles
Organic Impurities C40 Plate 3
Sulfate Soundness C88 10% by weight (Sodium Sulfate)
15% by weight (Magnesium Sulfate)
The sum of the percentages of the above deleterious substances shall not exceed
5% by weight.
(2) Gradation. Fine aggregate shall be well graded and conform to AASHTO M6 as
shown in CDOT Specifications Section 703, Table 703-1 and Table 4.3 below.
(b) Coarse Aggregate
Coarse aggregate shall conform to ASTM C-136. Coarse aggregate shall consist of
crushed limestone, trap rock, granite, washed gravel, or other approved inert materials
having clean, hard, strong, durable pieces, free from adherent coating, and conforming to
the requirements of these specifications. Coarse aggregate shall be thoroughly washed of
clay, loam, bark, sticks, alkali, organic matter, shale, coal, mica, or other deleterious
material.
(1) Deleterious Substances. The amount of deleterious substances in the washed
aggregate shall not exceed the values in Table 4.2.
Table 4.2. Maximum amountof deleterious substances in the washed course aggregate
MaterialASTMLimit
Material finer than 200 mesh C117 1% by weight
sieve
Lightweight fragments C123 3% by weight
(specific gravity < 2.4)
Coal and lignite C123 0.5% by weight
(specific gravity < 2.4)
Clay lumps and friable C142 3% by weight
particles
Abrasion C131/C535 50% by weight
Sulfate Soundness C88 12% by weight (Sodium Sulfate)
18% by weight (Magnesium
Sulfate)
Non-aggregate material such as wood, sealant, and backer-rod are considered
deleterious substances. The sum of the percentages of the above deleterious
substances shall not exceed 5% by weight.
Article 4 - 3
(2) Gradation. Coarse aggregate shall be well graded and conform to AASHTO M43
and CDOT Specifications Section 703, Table 703-1. The gradation shall be in
compliance with designation No. 67 per Table 4.3.
Other gradations may be used when approved by the Engineer.
Table 4.3 Concrete Aggregate Gradation Table (Percent Passing Sieve Sizes)
Fine aggregate Coarse aggregate
Sieve Size No. M6, Class ANo. 67
1” - 100%
3/4” - 90-100%
1/2" - -
3/8” 100% 20-55%
No. 4 95-100% 0-10%
No. 8 80-100% 0-5%
No. 1650-85%-
No. 50 10-30% -
No. 1002-10% -
4.2.1.4 Air Entraining Admixtures
All air-entraining admixtures shall comply with AASHTO M-154.
4.2.1.5 Chemical Admixtures
All chemical admixtures for concrete shall comply with AASHTO M-194. The use of calcium
chloride as an accelerator is prohibited.
4.2.1.6 Water
Water used in mixing, curing, or other applications shall be reasonably clean and free of oil, salt,
acid, alkali, sugar, vegetable matter, or any other substance injurious to the finished product.
Concrete mixing water shall comply with ASTM C1602. Water known to be of potable quality
may be used without further testing.
4.2.1.7 Curing Materials
Curing materials shall conform to the requirements in Table 4.4.
Table 4.4 Concrete curing materials
Material Requirement
Burlap Cloth made from Jute or Kenaf AASHTO M-182
Liquid Membrane-Forming Compounds for Curing ASTM C309
Concrete
Sheet Materials for Curing Concrete AASHTO M-171*
*Only the performance requirements of AASHTO M-171 shall apply.
Article 4 - 4
4.2.1.8 Expansion Joint
Expansion joints shall be constructed with 1/2preformed expansion joint filler, conforming to
Federal Specifications MR-F-341 or wood board conforming to AASHTO Designation M-90.
4.2.1.9 Joint Sealant, Backer Rod & Expansion Joint
The joint sealant for all sawed longitudinal and transverse joints shall be a silicone joint sealant
meeting ASTM D5893. ASTM C1193 provides guidance for use of joint sealants.
Blocking medium shall be an expanded closed cell polyethylene foam backer rod or non-plastic
rope that is compatible with the joint sealant material and meets ASTM C1330, Type C or ASTM
D5249.
Polyethylene expansion joint materials shall be flexible, low density, expanded extruded
polyethylene plank formed by the expansion of polyethylene base resin, extruded as a
multicellular, closed cell, homogeneous foamed polyethylene. Laminations shall not be
permitted. The joint material shall conform to ASTM D1751, ASTM D1752, or ASTM D8139.
4.2.2 QUALITY OF CONCRETE
The proportioning of aggregate to cement shall be such as to produce a good workable mix and
the slump shall be a maximum of as per ASTM C-143 or as approved by the Engineer. The
equipment for batching of the aggregates, cement, water, and air-entraining agent shall be such
that accurate control can be held over the various constituents.
Ready-mixed concrete shall comply with ASTM C-94 for ready-mixed concrete and the following
specifications:
4.2.2.1 Time of Haul
Concrete transportation in truck mixers or truck agitators shall be delivered to the site of work
and completely discharged within a period of 90 minutes after the cement comes in contact with
the mixing water or with the combined aggregates when the combined aggregates contain free
moisture in excess of 2% by weight. If hot weather exists causing the temperature of the
concrete to rise above 90° F, then the time of haul shall be within a period of 60 minutes.
4.2.2.2 Production and Delivery
The production and the delivery of ready-mixed concrete shall be such that placing and finishing
shall be continuous in so far as the operations require.
4.2.2.3 Concrete Mix Design
Concrete mix shall be designed per Tables 4.5, 4.6 or 4.7 based on the design criteria
Article 4 - 5
Table 4.5. 6-Sack Concrete Mix
SpecificationRequirement
Specified Compressive Strength at 28 Days4,000 PSI
Minimum Cement Content per Cubic Yard 564 LBS (6 Sack)
Maximum Water/Cement Ratio by Weight0.45
Air Content 6% +/- 1.5%
Slump 3– 5
Table 4.6. 7-Sack Concrete Mix
Specification Requirement
Specified Compressive Strength at 28 Days4,500 PSI
Minimum Cement Content per Cubic Yard658 LBS (7 Sack)
Maximum Water/Cement Ratio by Weight0.45
Air Content 6% +/- 2.0%
Slump3–5
Table 4.7. Caisson Concrete Mix
Specification Requirement
Specified Compressive Strength at 28 Days4,000 PSI
Minimum Cement Content per Cubic Yard 610 LBS/CY
Maximum Water/Cement Ratio by Weight0.45
Air Content N/A
Slump 6– 9
See CDOT specification 601.02, Class BZ for additional requirements.
4.2.3 CONTROLLED LOW STRENGTH MATERIALS (CLSM)
The term CLSM used in this Section shall mean the same as Removable CLSM or flowable
backfill. This material is covered in detail due to the many time saving and engineering benefits
of this type of backfill material. CLSM does not need compacting, or moisture density
compaction testing. Only a few physical tests of the CLSM properties are needed to assure
durability and future removability with light excavating equipment. A low strength is desired so
that surrounding utilities or structures will be accessible without causing damage if the CLSM
must be removed in the future. Air entrainment is required to prevent damage and heave
displacement of trench patches due to freeze-thaw damage.
In addition, CLSM may be used for other applications apart from trench or street cut backfill.
These include filling voids due to pipe abandonment or undercutting of excavation in caving or
normal soils. CLSM offers quick restoration of the trench and improving other subgrade
conditions for roadway or structure support in a rapid time frame without the need for traditional
soil backfill testing requirements or when a quick strength is needed to support upper layers.
These benefits may outweigh the extra costs vs. using traditional methods that require
compaction and testing.
Other applications include: backfilling behind retaining walls and abutments, filling void areas
including pipe abandonment, annular spaces, undercut areas and other approved void filling
applications. Other suitable applications include structural support for utilities and replacement
of unstable subgrade during pavement repairs. Utility types that can utilize CLSM include:
conduits or pipes for electrical, wired or fiber optic communications, traffic signal or other utilities
such as gas and water lines, sanitary and storm sewer lines, and other types of utilities under
Article 4 - 6
existing pavements or ground surfaces to be built upon or improved later.
The objectives of requiring the use of the CLSM specified below, instead of reusing excavated
soils, is to provide a self-leveling, frost heave-resistant, non-settling, controlled low-strength
material (defined by American Concrete Institute in ACI 229 as a CLSM), that does not normally
require compactive effort and compaction testing. Traditional use of compacted soil or
aggregate materials for trench backfill shall require City approval and testing for acceptance.
4.2.3.1 Requirements for CLSM
This requirement specifies two distinct CLSM material products: Flashfill and Flow-Fill. The
Flashfill products will allow trench backfill, temporary or permanent pavement restoration and
traffic access to occur more quickly than Flow-Fill. The term ‘CLSM’ in this section shall mean
either or both.
A high slump is required to aid in the self-leveling and void filling objective. The visual
consistency may appear to range in appearance from thin batter or mud, to thick water. It must
be foremost removable with light machinery in the future, and also quickly stable to support
paving operations and traffic.
Minimum air contents are required in the top 4’ of CLSM fill to limit permanent frost heave.
This air content requirement should be used for the entire depth, to aid in the ability to remove
or excavate CLSM in the future. The air content requirement may be forbidden by some utility
applications, such as for thrust blocks or for pipe bedding normally used for lateral support of
pressurized pipes.
A Removability Modulus (RE) is specified at a maximum 1.5 and is based on compressive
strength and unit weight of the CLSM backfill.
4.2.3.2 CLSM Materials
(a) Flow-Fill
Shall consist of a controlled low strength, self-leveling concrete material composed of
various combinations of cement, fly ash, aggregates, water, chemical admixtures and/or
cellular foam for air-entrainment. Generally, Flow-Fill may be placed in a maximum of 3
thick layers, allow bleed water to rise and divert away from placement before another
layer may be added.
The Flow-Fill shall be limited to a maximum Removability Modulus of 1.5 to ensure
ability to excavate in the future. Slumps of less than will not be permitted for
placement, since the flowability to fill voids and avoid future settlement is impaired, and
strengths may increase beyond specified removability limits.
Submit a mix design for approval by the City Engineer, prior to placement. The mix
design shall be supported by laboratory test data verifying compliance with air content,
slump, strength, and removability (RE) requirements.
Article 4 - 7
Table 4.8. Flow-Fill requirements
Flow-Fill propertyFlow-Fill specification
Air Content, ASTM C-23115-25%
Compressive Strength, ASTM D-4832 125-150 psi at 28 days
Slump, ASTM C-1437-10
Removability Modulus, RE 1.5 MAX
See CDOT Section 206 for additional requirements for usage of Flow-Fill.
(b) Flashfill
Flashfill shall consist of a controlled low-strength, self-leveling cementitious material
composed of various combinations of fly ash, water, chemical admixtures and/or cellular
foam for air-entrainment. No aggregate or sand is usually needed. It shall have a
minimum specified air content to provide suitable resistance to frost-heave. Flashfill may
generally be placed without lift thickness limits.
Higher strengths may be permitted over Flow-Fill; however, the Flashfill shall still be
limited to a maximum removability (RE) of 1.5. Slumps of less than or spreads of less
than will not be permitted for placement, since the flowability to fill voids and avoid
future settlement is impaired, and strengths may increase beyond removability limits.
Submit a mix design for approval by the City Engineer, prior to placement. The mix
design shall be supported by laboratory test data verifying compliance with air content,
slump, strength, and removability (RE) requirements.
Table 4.9. Flashfill requirements
Flashfillproperty Flashfillspecification
Air Content, ASTM C-231, or by Section 15 MIN
2D volumetric calculations
Compressive Strength, ASTM D-4832 100-300 psi at 28 days
Slump, ASTM C-143 (one lift, no rodding) 8-11
Removability Modulus, RE 1.5 MAX
Spread, ASTM D-6103 8-12, or greater
See CDOT Section 206 for additional requirements for usage of Flashfill.
4.2.4 CURBS AND GUTTERS
4.2.4.1 General
This work shall consist of constructing curbs and gutters of the form and dimensions shown on
the plans.
4.2.4.2 Materials
Concrete for construction of combination curbs and gutters shall be a 6-sack mix design per
Table 4.5.
4.2.5 SIDEWALK AND CURB RAMPS
Article 4 - 8
4.2.5.1 General
Sidewalks shall be in thickness and a minimum of in width for residential and in width for
commercial/industrial, unless approved by the City Engineer. Curb ramps shall be in
thickness. Sidewalks at driveway approaches shall have a minimum thickness of (residential)
and reinforced (commercial) for the full width. Sidewalks shall have a maximum of 2% cross
slope (1:50). All sidewalks and curb ramps shall be constructed to conform to the most current
version of the Public Rights-of-Way Accessibility Guidelines (PROWAG) and these
specifications.
4.2.5.2 Materials
Concrete for construction of sidewalks and pedestrian ramps shall be a 6-sack mix design per
Table 4.5.
4.2.6 CROSSPANS
4.2.6.1 General
Minimum crosspan bases shall be wide with a 45° angle slope on each side allowing of
exposed concrete surface. The crosspan shall be sloped from each edge to the middle at the
slope rate of 1/4 per foot maximum. The depth of concrete shall be using #4 @ O.C.
Longitudinal and 24 O.C. Transverse.
Concrete for construction of crosspans shall be as specified in Section 4.2.2.3. One inch (1)
smooth steel dowls with sleeves or caps shall be installed at expansion joints, and when pouring
half pans, spacing shall be @ See ARTICLE 5 – STRUCTURAL CONCRETE for
specifications.
4.2.6.2 Materials
Concrete for construction of crosspans shall be a 6-sack mix design per Table 4.5.
4.2.7 DRIVEWAY APPROACHES
4.2.7.1 General
Driveway approaches shall be of two types:
(a) Alley & Driveway (Attached Sidewalk). Shall be constructed from cuts in vertical curb.
The curb head shall be transitioned from to 1-1/2 at a distance of . See detail SD-
5.
(b) Alley & Driveway (Detached Sidewalk). Shall be as the Alley & Driveway (Attached
Sidewalk), except the sidewalk is detached and wide. See detail SD-4.
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4.2.7.2 Materials
Concrete for construction of drive approaches shall be a 6-sack mix design per Table 4.5. Depth
of concrete shall be , except for commercial driveways in which case the depth shall be 7
reinforced minimum.
4.3 CONSTRUCTION REQUIREMENTS
4.3.1 GENERAL
(a) All concrete construction in the City right-of-way requires a concrete permit be obtained from
the office of the Director of Public Works prior to start of construction. Permits will only be
issued to Contractor's possessing a valid concrete license from the Pueblo Regional Building
Department. When curb and gutter construction is incidental to a site upon which a building
permit has been issued, that Contractor who was issued the building permit may be issued a
permit for curb and gutter at the discretion of the Director of Public Works.
(b) Provide ample notice (24-hour minimum) to the Engineer to allow for the examination of all
forms and reinforcing before concrete is placed and to observe the placement of all concrete.
Concrete may not be placed until approval has been given by the Engineer.
(c) All concrete construction within the City Right-of Way shall be inspected and approved by a
City Inspector. Inspections are scheduled by calling (719) 553-2295 or online at
www.pueblo.us/PLACE.
(d) This section provides for the operations and construction of concrete combination curbs and
gutters, valley gutters, crosspans, driveway approaches, and sidewalks to be constructed
within the City right-of-way except patterned concrete median.
(e) No concrete shall be placed adjacent to concrete that has taken its initial set unless the
specified expansion joint is provided.
(f) No more concrete shall be poured in one day than can be finished before dark, the same
day. No concrete that has begun to set shall be deposited in the forms.
(g) The contractor shall mark in every 50 linear feet of sidewalk and curb & gutter, and in every
crosspan, valley gutter and driveway by stamping their name and the year of construction.
The stamped letters shall be high and 1/4 deep.
(h) When concrete pavement, curb & gutter, crosspans, or sidewalk are removed, the removal
shall be to an existing joint or to a sawed joint which is made prior to removal. See Section
4.3.6.4 Sawcutting for specific requirements.
(i) The final edge of asphalt removal for the 2 cut back shall be along a straight edge line
sawed to full depth, prior to removal of the pavement, unless otherwise approved by the City
Engineer.
(j) The edges of the concrete or asphalt paving shall extend beyond the excavation. Where
flowable fill is used as backfill, extension is not required.
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(k) The final edge of asphalt removal for the 2 cut back shall be cut along a straight line, in an
approved manner, to allow removal without disturbing adjacent asphalt or concrete. When
the adjacent asphalt or concrete has been disturbed by the removal process, the Permittee
shall replace all disturbed asphalt or concrete as directed by the City Engineer.
4.3.2 EXCAVATION
4.3.2.1 General
Excavation will include excavation of all materials encountered. Excavation shall be made to
subgrade elevations and to a width equal to the width of the concrete to be placed plus beyond
the outer edges of the concrete to be placed or as directed by the Engineer.
If, after the excavation has been made to subgrade for the full width required, the top of the cut
have a relative density of less than that required by Section 6.3.3 COMPACTION, it shall be
reworked to obtain such density.
4.3.2.2 Excavation of Unsuitable Material
No excavation shall be made below the specified elevation except to remove soft or saturated soils,
organic matter or other unsuitable material, as ordered by the Engineer. In the event the Contractor
does excavate below the specified elevation, and said excavation was not directed by the Engineer,
the excavated material shall be replaced with material satisfactory to the Engineer and shall be
thoroughly compact the same, at the contractors expense.
Whenever excavation below the specified elevation to remove soft or saturated soils, organic matter,
or other unsuitable material is ordered by the Engineer, the Contractor shall remove same and
replace with material acceptable to the Engineer.
The replacement material shall be placed according to Section 6.3.3 COMPACTION.
4.3.6 PREPARATION FOR PLACEMENT
4.3.6.1 General
(a) Before placement, all equipment for mixing and transporting the concrete shall be cleaned,
and all debris and ice shall be removed from the places to be occupied by the concrete.
Forms shall be thoroughly oiled, and masonry filler units that will be in contact with concrete
shall be water saturated (except in freezing weather). The reinforcement, placed according
to Article 5 – REINFORCEMENT FOR STRUCTURAL CONCRETE, shall be free of ice, dirt,
rust, mill scale, or other coatings.
(b) Water shall be removed from place of deposit before the concrete is placed unless otherwise
permitted by the Engineer. All laitance and other unsound material shall be removed from
hardened concrete before additional concrete is added.
(c) Preparation prior to concreting includes compacting, trimming, and moistening the subgrade,
erecting the forms, and setting the reinforcing steel. A moist subgrade is especially important
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in hot weather to prevent extraction of water from the concrete.
(d) Forms shall be clean, tight, adequately braced, and constructed of materials that will impart
the desired texture to the finished concrete.
(e) Sawdust, nails, and other debris shall be removed before concrete is placed. Wood forms
shall be oiled before placing concrete.
(f) When concrete placed on earth surfaces is necessary, the surfaces shall be free from frost,
ice, mud and water.
4.3.6.2 PREPARATION OF SUBGRADE
Where soils are encountered with R-value less than 32, California Bearing Ratio (CBR) less
than 15, the soils engineer will decide on the requirement for base course under concrete based
upon recommendations contained in the soils report. Select base course materials and/or
subgrade shall be compacted to not less than 95% of maximum dry density, in accordance with
AASHTO T-99 (Standard Proctor) or 95% of the maximum dry density in accordance with
AASHTO T-180 (Modified Proctor) and at the moisture content as specified in the soils or
pavement design report. If the moisture content is not specified, soils shall be compacted at +/-
2%.
When the temperature of the surrounding atmosphere is 50° F or above, the sub grade and/or
base course shall be lightly moistened immediately before the placement of the concrete. See
ARTICLE 7 – EARTHWORK for additional requirements.
4.3.6.3 Removal of Obstructions
Whenever an existing driveway or entrance walk must be removed to provide space for forms,
the Contractor shall remove same to the nearest joint, or as the Engineer may direct. A sawed
joint shall be required for said removal. Replacement will be done on a unit price basis.
4.3.6.4 Sawcutting
(a) All concrete removal shall be to a sawcut joint unless it can be demonstrated that an existing
joint is of such character that removal can be accomplished to a neat line.
(b) Sawcutting will be done to a depth equal to at least half the depth of the concrete.
(c) In no case will a piece of concrete be left which is closer than to the nearest control joint.
(d) All existing joints other than expansion joints, shall be sawed prior to removal. A sawed joint
will not be permitted within of an existing joint.
(e) Where water service line renewals cross existing concrete sections that have been
previously saw-cut to less than minimum distance to a joint, these sections shall be
removed and replaced to meet the minimum requirement to a joint.
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(f) The final edge of asphalt removal for the cut back shall be cut along a straight line, in
an approved manner, to allow removal without disturbing adjacent asphalt or concrete.
When the adjacent asphalt or concrete has been disturbed by the removal process, the
Permittee shall replace all disturbed asphalt or concrete as directed by the Engineer.
4.3.6.5 Removal of Tree Roots
Whenever a section of concrete is being replaced that has been uplifted by a tree root, the root
concrete to prevent the damage from reoccurring. Any roots within
of finished sub grade shall also be removed. If in the opinion of the Engineer, the cutting of
the root may seriously injury the tree, then the Engineer may order the removal of the tree.
Except for City contracts with a tree removal bid item, the cost of the tree removal shall be at the
adjacent property owner’s expense. Prior to cutting the tree roots, the Engineer shall be
consulted to determine the proper removal of the root and/or tree.
4.3.6.6 Placement on Hardened Concrete
When fresh concrete is placed on hardened concrete, certain precautions shall be taken to secure a
well-bonded and watertight joint. The hardened concrete should be fairly level, reasonably rough,
clean, and moist. Some coarse aggregate particles shall be exposed and any laitance or soft mortar
shall be removed from the top surface of the hardened concrete. For structures requiring more than
one lift, the top of the lower course shall be broomed, just before it sets, with a steel or stiff fiber
broom. The surface shall be level but heavily scored and free of laitance. It must then be protected
and thoroughly cleaned just before the grout coat and top course are placed. Hardened concrete
shall be moistened thoroughly before new concrete is placed on it. Where the surface has dried out
it shall be saturated for 24 hours. No pools of water shall be left standing on the wetted surface
when the new concrete is placed.
4.3.6.7 Placement on Rock
Where concrete is to be placed on rock, all loose material should be removed and the rock should
be thoroughly cleaned before concrete is placed. Concrete shall be placed so as to fill all
irregularities in its surface.
When rock must be cut out, the surfaces in general should be vertical or horizontal rather than
sloping.
4.3.7 FORMS
4.3.7.1 General
Forms shall be thoroughly cleaned of all dirt, mortar, and foreign matter before being used. Unit
lengths of forms shall be jointed in advance of the point of placing concrete. Forms that are
bent, twisted, warped, broken, or forms that have battered or splintered top faces shall be
removed from the job. Repaired forms shall not be used until they have been inspected and
approved by the Engineer. The top and face of a form shall not vary from a true plane by more
than 1/4 in 10.
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Wood forms shall be not be less than 1/2" thick after being surfaced. Metal forms shall be
approved section and shall have a flat surface on the top of not less than 1-Steel stakes
shall not be spaced more than 6 apart. Clamps, spreaders, and braces shall be used where
required to ensure rigidity in the forms.
The building of pedestals of earth or other materials upon which to rest the forms in order to
bring them to the grade will not be permitted. Sufficient forms shall be provided so that they
may remain in place 72 hours or more after the concrete has been placed before it is necessary
to move and reuse them. Forms shall be cleaned and oiled before concrete is placed against
them. The alignment and grade of forms shall be checked and approved immediately before
placing the concrete.
Forms which show a variation exceeding 1/2" from the alignment shall be reset or removed as
directed.
Forms for concrete shall be used for all vertical surfaces, mortar type, true to required lines and
grades, and of sufficient strength to maintain shape during the placing of the concrete and the
mechanical finishing without springing or settling.
4.3.7.2 Removal of Forms
Remove forms in such a manner as to ensure the complete safety of the concrete. Forms in
general may be removed from vertical surfaces after 24 hours from the time of placing the
concrete and 72 hours for horizontal surfaces (i.e. structural slabs). Additional time may be
required as specified in Section 4.3.7.2 PROTECTION IN COLD AND FREEZING WEATHER
when directed by the City Engineer. Any damages or injuries resulting from premature formwork
removal are the sole responsibility of the Contractor. After the forms have been removed, no
honeycomb or minor defects will be acceptable by the City Engineer, unless acceptable repairs
are made.
4.3.8 JOINT SEALING
Sealing material shall be applied in strict accordance with the manufacturer’s directions. All
expansion joints shall be sealed.
4.3.9 CONVEYING, PLACING AND FINISHING
4.3.9.1 Conveying
Each load shall be accompanied by a batch plant ticket with the following minimum information:
Supplier Name
Date
Truck Number
Project Name
Time Batched
Cubic Yards Batched
Type, and amount of cement
Design Mix Designation
Article 4 -14
Destination
Concrete shall be conveyed from the mixer to the place of final deposit by methods which will
prevent the separation or loss of materials. The practice of moving concrete from one point
another by the use of vibrators is expressly forbidden. Vibrators shall be used to consolidate the
concrete, not to transport it.
Equipment for tramming, chuting, pumping, and pneumatically conveying concrete shall be of
such size and design as to insure a practically continuous flow of concrete at the delivery end
without separation of materials.
4.3.9.2 Placing
Concrete shall be placed, as practicable, in its final position to avoid separation due to
rehandling or flowing and shall be placed at such a rate that it is at all times plastic. No concrete
that has partially hardened or been contaminated by foreign materials shall be deposited on the
job site nor shall retempered concrete be used. All concrete shall be thoroughly consolidated
during placement. It shall be thoroughly worked around reinforcement and embedded fixtures
and into the corners of forms.
Concrete shall not be free dropped from more than .
Concrete shall be placed in horizontal layers of uniform thickness. Minimum layer thickness
should be for flatwork and for walls and footings.
In depositing concrete against the forms, care shall be taken to work the fine portions of the
aggregate surface so as to leave the surface in a uniform and smooth condition.
After placement in the forms, the concrete shall be thoroughly spaded or mechanically vibrated
so that there will be no air spaces in the mass. The concrete shall be worked sufficiently to
produce a dense mass.
Curb and gutter shall be brought to proper surface by running a straightedge over the steel
templates with a sawing motion, so as to fill all holes and depressions.
Crosspans shall be brought to proper surface by wood floating so as to fill all holes and
depressions.
Driveway approaches shall be brought to proper surface by running a straightedge over the
forms with a sawing motion so as to fill all holes and depressions.
Immediately after using the straightedge, the surface shall be floated with a wood float, trowel
led with a steel trowel, and edged with an approved edger. Finishing with a steel trowel shall be
accomplished without adding water to the surface. Excessive water, laitance or other inert
material shall be floated from the surface.
No more concrete shall be poured in one day than can be finished before dark the same day.
No concrete that has begun to set shall be deposited in the forms.
Article 4 -15
4.3.9.3 Finishing
Just before the concrete takes its initial set, the surface shall first be troweled, then brushed with
a soft bristle brush, except that pedestrian ramps shall be brushed with a coarse hair push
broom, so as to remove all trowel marks and leave a uniform appearance.
Brushing shall be as follows:
(a) At right angles to the centerline of the sidewalk or curb line,
(b) parallel with the scoring for pedestrian ramps, or
(c) parallel to the center line of the crosspan.
4.3.10 FIELD TESTING
The preparation, handling, storage, and testing procedures of all samples shall be in
conformance with the applicable ASTM and AASHTO standards. Field testing may be done by
either an independent testing firm, contracted by the City, or hired by the contractor/developer.
The testing and frequencies listed in the table below shall be conducted to verify applicable
standards and specifications are met.
Table 4.10. Minimum testing requirements
Standard Requirement
Compressive StrengthOne set (5 cylinders) per 100 cubic yards and at
least one set per day
Air Content First three trucks each day, then one test per 50
cubic yards and at least one test per day
Slump
First three trucks each day, then one test 50 cubic
yards and at least one test per day
Unit Weight First three trucks each day, then one test per 300
cubic yards and at least one test per day
Failure of the concrete to pass any of the above tests may be cause for rejection of the load
and/or removal of concrete. The Contractor shall furnish the concrete for the tests at no
expense to the City. Except for City projects, the expense of testing the concrete shall be paid
by the contractor/developer. Privately funded projects within the City of Pueblo right-of-way
shall be sampled and tested in accordance with the above table.
Additional cylinders or tests may be required at the direction of the Engineer. If additional tests
are required, the financial burden will be borne by the contractor/developer if the testing results
fail to meet minimum city specifications. If the testing results meet or exceed the city
specifications the additional testing costs will be paid for by the requesting entity.
Compressive strength tests shall consist of a minimum of four standard diameter by high
test cylinders cast and cured in accordance with AASHTO T-23. Unless otherwise directed by
the Engineer, one cylinder shall be broken at the end of seven days, two cylinders shall be
broken at the end of 28 days, and the remaining cylinder shall be stored until its disposition is
determined by the Engineer.
The Engineer reserves the right to stop all future concrete work when the 7- or 28-day tests
Article 4 -16
indicate unsatisfactory results, until in the opinion of the Engineer, proper corrective measures
have been taken to ensure quality concrete in future work or all corrections deemed necessary
have been made.
If the 28-day compressive strength tests produce results less than the specified required
minimum compressive strength, then any concrete represented by those tests shall be removed
and replaced at the Contractor's expense. In lieu of removal, the Contractor has the option of
having additional strength tests taken by an approved laboratory at the Contractor’s expense to
satisfy the Engineer that the concrete in question has achieved the required strength. The
location, number and type of tests shall be subject to review by the Engineer prior to start of
testing.
4.3.11 CURING AND PROTECTING
All concrete shall be cured for a period of seven days or until the concrete has reached 80% of
the design compressive strength. Concrete shall be kept moist for at least five days after
placement. The curing medium used shall be applied so as to prevent checking and cracking of
the finish surface of the concrete immediately after the finishing operation is completed, and it
shall be maintained so as to prevent loss of water from the surface and edges of the concrete
for the entire duration of the curing period.
4.3.11.1 Curing Compounds
If curing compounds are used, they shall be thoroughly agitated during use and shall be
uniformly sprayed in a single coat. Application shall be on all concrete surfaces at a rate not to
exceed 150 square feet per gallon in place. Application shall be made as soon as all surface
water sheen has disappeared from the concrete surface. If concrete surfaces become partially
dry, they shall be thoroughly moistened with water immediately prior to the application of the
compound. If in the opinion of the Engineer pinholes exist, a second coat shall be immediately
applied at right angles to the first in the affected area. Under no circumstances shall curing
compound be used on surfaces to which new concrete is to be bonded. All curing compounds
shall conform to ASTM C-309.
If, at any time during the curing period any of the forms are removed, a coat of curing compound
shall be applied immediately to the exposed surface.
4.3.11.2 Protection in Cold and Freezing Weather
Cold weather is defined as a period when, for more than three consecutive days, the following
conditions exists:
(a) The average air temperature is less than , and
(b) The air temperature is not greater than for more than one half of any 24-hour
period.
The Contractor is responsible for the strength and quality of the concrete placed during cold
weather. Before starting paving operations, the Contractor shall be prepared to protect the
concrete from freezing.
Article 4 -17
The placing of concrete will be permitted only when the temperature of the concrete placed is
between Cold weather concrete placement shall follow the requirements and
recommendations of the American Concrete Institute (ACI) 306R-10 (or the most current
revision).
Concrete may be placed when the air temperature in the shade nd rising. No concrete
shall be placed regardless of the present temperature, when the National Weather Service
forecast predict weather to be efore final set of the concrete unless special means
of heating and protection are used. Protection against freezing is the Contractor’s responsibility
regardless of the weather forecast or climatic conditions at the time of placing.
The Contractor shall protect the concrete from falling rface temperature until the
concrete has developed a compressive strength of at least 3,500 psi or 80% of the required 28-
day concrete design strength.
If concrete placement is performed when the temperatures are below or are projected to fall
below 15°F for more than 24 hours, the Contractor shall measure the internal temperature of the
concrete at regular intervals during the curing using automated sensors provided by the
Contractor. Data obtained shall be provided to City Engineering Division. The Contractor shall
be responsible for the placement, protection, and maintenance of all measuring devices.
Locations where measuring devices are installed shall be protected in the same manner as the
rest of the concrete.
The following procedures shall be followed if the temperature of the concrete falls below 32°F
before the concrete reaches 3,500 psi or 80% of the required 28-day concrete design strength:
(a) The Contractor will take cores at locations designated by the Engineer.
(b) The Engineer will take immediate possession of the cores and submit the cores to a
petrographer for examination in accordance with ASTM C856.
(c) All costs associated with coring, transmittal of cores, and petrographic examination shall
be borne by the Contractor regardless of the outcome of the petrographic examination.
(d) Pavement damaged by frost as determined by the petrographic examination, shall be
removed and replaced at the Contractor’s expense.
Under no circumstances shall the placement of concrete be permitted, 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 permitted. Concrete that has been frozen will
be completely removed and replaced as directed by, and to the satisfaction of, the City
Engineering Division. Additional field testing may be directed by the City Engineering Division
per Section 4.3.6 of this document.
4.3.11.3 Hot Weather Placement
When the air temperatures are expected to exceed 100, the Contractor shall obtain approval
from the Engineer on the procedures to be used in protecting, depositing, finishing and curing of
concrete. A concrete retarding agent may be used upon approval of the Engineer. The use of
Article 4 -18
fog sprays is prohibited. The time allowed for hauling and placement shall be reduced to 60
minutes. Concrete shall not be placed when the temperature of the mix exceeds . Any
concrete placed when the ambient temperature is 1 or greater will be at the contractor’s
risk, regardless of any prior verbal authorization.
4.3.12 PATCHING
Patch all voids, tie holes, honeycombs, or damaged areas. Cut or chip out large defective areas
a minimum of 1 deep or below the reinforcement, if present, until sound and clean
concrete is exposed, and patch as required. Add white cement to patching grout as required to
match color of existing concrete where patches are exposed to view.
When allowed by the Engineer, spalls in curb and gutter or sidewalk shall be patched with a
product from the CDOT approved list for the appropriate application. Grout color shall match
that of concrete being patched. Contractor shall submit Material Data Sheets for City review
prior to application.
4.3.13 TRENCH BACKFILL WITH CLSM
Except as otherwise provided or approved by the City, after the pipe or conduit is laid, trenches
shall be backfilled with CLSM 24” below the asphalt. The Utility Owner shall dictate any
wastewater mains please contact Pueblo Wastewater or Stormwater Departments for bedding
depths.
CLSM should be well mixed and discharged directly from the truck into the space to be filled, or
by other methods approved by the City. When used as backfill in the pipe zone, care should be
taken to prevent flotation or misalignment of the pipe by means of straps, soil anchors or other
approved means of restraint. Material may be placed in stages with initially lesser flowability, to
prevent movement or flotation of pipe. CLSM shall not be placed when the trench bottom or
walls are frozen or contain frozen materials.
Compaction of CLSM shall not be performed.
The maximum layer thickness for Flow-Fill shall be determined by the Contractor. Additional
layers shall not be placed until the backfill has lost sufficient moisture to be walked on without
indenting more than 2. Allow bleed water to rise and divert away from placement area before
another layer may be added. Do not place CLSM on top of bleed water or on any water above
the bearing layer. Any damage resulting from placing Flow-Fill in layers that are too thick or from
not allowing sufficient strength gain time between placement of layers shall be repaired at the
CONTRACTOR's expense.
The maximum layer thickness for Flashfill is not restricted except to prevent flowing or running
into undesired areas.
Contractor shall observe all other Construction Requirements as provided in CDOT Section 206
for placement of CLSM.
4.3.14 STREET SURFACING AND PATCHING
Article 4 -19
Placement of pavement materials for vehicle traffic shall not be allowed until the removable
CLSM backfill has cured 24 hours (Flow-Fill only) or achieved sufficient resistance to allow
paving. CLSM (either type) should be subjected to standard proof roll criteria, or penetration
resistance tests. CLSM should achieve a penetration resistance of at least 3.6 tsf (tons per
square foot) (equivalent to 50 psi) using a hand-held soil penetrometer, typically pushed to 1/4
depth, in accordance with the penetrometer manufacturer’s instructions. Alternately, penetration
resistance shall be considered achieved when a person weighing 100 pounds by use of their
body weight as an axial load, cannot penetrate the CLSM backfill with the square cut end of a
1/2 diameter (#4) steel reinforcing bar.
4.3.15 TOLERANCES
Finished horizontal concrete surfaces shall not vary from a true plane by more than 3/16in 10
and the upstanding face shall not vary from a true plane by more than 1/4in 1. Any concrete
not adhering to these tolerances may be rejected by the City and shall be replaced by the
Contractor’s at expense.
4.3.16 EMBANKMENTS
Embankments shall be constructed of suitable excavated, borrow or select materials approved by
the Engineer, placed in successive layers, not greater than in thickness, parallel to the finished
subgrade. Each layer of embankment placed shall contain the amount of moisture necessary to
obtain a minimum density outlined in Section 6.3.3 COMPACTION, when thoroughly compacted with
the proper equipment.
In fill sections the material shall be placed for the full width of the concrete to be placed plus
beyond the outer edges of the concrete to be placed and shall slope to the existing ground on a 2:1
slope.
4.3.17 POST CONSTRUCTION
4.3.17.1 BACKFILLING AFTER CONSTRUCTION
In fill sections, a minimum wide berm shall be constructed against the back of the curb or
sidewalk if applicable and sloped to the existing ground at a 2:1 slope, unless shown otherwise
on the drawings.
In cut sections, a level bench shall extend from the back of the curb a distance of before the
cut slope extending to daylight, or as shown on the drawings. The void behind the back of the
curb and gutter shall be backfilled after the removal of the back form and the concrete has attained
a minimum strength of 3,000 psi. Care should be exercised during this operation so that the
alignment or grade of the sections shall not be disturbed. Any that are shifted, cracked, or in any
way damaged, shall be removed and replaced at the Contractors own expense.
4.3.17.2 ASPHALT PATCH
Where asphalt and base have been removed for the gutter face form, the patch shall have a
minimum width of when a cut back is required. The patch shall be constructed using asphalt
Article 4 -20
conforming to the requirements of ARTICLE 8 – PAVEMENT and having an asphalt thickness
equal to that of the adjacent street except that a minimum thickness of shall be maintained.
4.3.17.3 SITE RESTORATION
Restoration of the area behind the new concrete shall include, but not be limited to replacing sod,
shrubs, gravel, asphalt, concrete, irrigation components, and other landscaping items.
Restoration is considered subsidiary to the concrete construction and shall not be paid as a
separate item, unless noted otherwise in the Special Provisions.
4.3.18 SPECIFIC CONSTRUCTION TYPES
4.3.18.1 CURBS AND GUTTERS CONSTRUCTION
(a) General. No concrete shall be placed if there is not enough to completely fill one
complete curb and gutter section. No concrete shall be deposited adjacent to
concrete that has already taken its initial set (90 minutes or older), unless the specified
expansion joint is provided.
(b) Expansion Joints.
that expansion joints shall not be installed within 20 feet of an island nose. Expansion
join
requirements. The filler for the joint shall be furnished in a single piece for the full depth
and width required for the joint. Filler strips shall be secured to forms or subgrade to
avoid displacement while or after concrete is placed; or attached to a bulkhead.
Expansion joint filler shall be shaped to the cross section of the curb and gutter.
Expansion joints shall be constructed at right angles to the line of curb and gutter.
(c) Contraction Joints. Contraction joints shall be installed every 10 and shall be insertion
of a thick steel template at right angles to the curb and 1-1/2 deep into the
concrete.
(d) Forms. All forms shall have dimensions of the City of Pueblo specified curb and gutter
sections. Flexible, curbed, or wood forms of the proper radii shall be used for curbs
(e) Finished Work. The work shall be performed in a manner which results in a curb and
gutter constructed to specified line and grade and uniform in appearance and structurally
sound. Curbs found with unsightly bulges, ridges, low spots in the gutter or other
defects shall be removed and replaced at the Contractor’s expense. When checked with
a straightedge, grade shall not deviate more than 1/4 inch and alignment shall not
vary more than 3/8.
(f) Backfill. Immediately after the curb and gutter have been properly cured, backfill shall
be placed and compacted against the back of the curb to the satisfaction of the
Engineer, to prevent any movement of the curb and/or gutter during the placing of the
street pavement. Placement of asphalt paving shall be no sooner than three days after
placing of concrete except when threat of erosive rains exists.
Article 4 -21
4.3.18.2 SIDEWALK AND CURB RAMPS CONSTRUCTION
(a) Expansion Joints. Transverse expansion joints 1/2 wide shall be constructed at all
sidewalk returns and in-line with expansion joints in adjacent curb. Where curb is not
adjacent, expansion joints shall be constructed at intervals of 10. Expansion joints shall
coincide where curb and gutter control joints. Expansion joints shall have joint filler strips
placed between or within pours. The filler shall be 1/2 thick conforming to 4.2.1.8
Expansion Joint requirements. The filler for the joint shall be furnished in a single piece
for the full depth and width required for the joint unless otherwise authorized by the
AGENCY. The joint filler shall be placed with the top edge 1/4 below the concrete
surface and shall be held in place by means of steel pins driven into the subgrade and
spaced sufficiently close to prevent warping of the filler during floating. Upon completion
of floating, the pins shall be removed and when finishing operations have been
completed, the joint shall be edged with an edging tool having a radius of 1/8.
(b) Contraction Joints. Contraction joints shall be installed every 5 and shall be at least 1-
1/2 deep into the concrete.
(c) Tolerance. The top face of the slab shall not vary from the true grade and alignment by
more than 1/4 in 10 when checked with a straightedge. Slope of the grass portion of
the parkway shall be 1/4" to 1-1/2 per foot above the top of curb. Slope of sidewalk
shall be maximum 2% cross slope (1:50). Curb ramps shall have a maximum running
slope of 8.33%. The counter slope of the gutter or street at the foot of the ramp run shall
be 5% maximum. The maximum difference in grades between the curb ramp and the
adjacent gutter pan shall be 13.3%. The transition between the two surfaces shall be
flush.
(1) Where applicable, turning spaces shall be provided with the curb ramps and shall
have a maximum slope of 2% in all directions (1:50). The counter slope of the gutter
or street at the turning space shall be 5% maximum. The maximum difference in
grades between the turning space and the adjacent gutter pan shall 13.3%. The
transition between the two surfaces shall be flush.
(2) Detectable warnings (Tactile band) shall extend a minimum of 2 in the direction of
pedestrian travel and extend the entire width of the curb ramp. Detectable warnings
shall be cast iron castings containing truncated domes. Castings shall comply will all
provisions of the Americans with Disabilities Act Accessibility Guidelines (ADAAG)
and the Public Rights-of-Way Accessibility Guidelines (PROWAG) with Supplements.
a. Castings shall be cast-in-place truncated dome tactile system, Neenah R-
4984, East Jordan Iron Works 700571 (4 ramp), 700721 (5 ramp), or
approved equal, at the sizes denoted on the plans. Radial castings shall be
East Jordan Iron Works 700621 (20 radius), 700625 (25 radius), 700631 (30
radius) or approved equal, at the sizes denoted on the plans.
b. Finish shall be Natural Patina or Colonial Red (FED 20109).
Article 4 -22
(3) Sidewalk, curb ramps, and portions of the curb that are determined to be out of the
acceptable tolerances shall be removed and replaced by the Contractor at no
additional cost to the City.
4.3.18.3 CROSSPANS
Expansion Joints. Expansion joints shall be placed completely through the section at
intervals and at curb returns. One-inch (1”) smooth steel dowels with sleeves or caps at
centers shall be placed in the joint.
4.3.17.4 DRIVEWAY APPROACHES
Expansion Joints. Shall be placed between drive approaches and either existing sidewalk or
driveway beyond the property line.
4.4 METHOD OF MEASUREMENT
4.4.1 CURB AND GUTTER
Curb and gutter be measured in linear feet.
4.4.2 SIDEWALK AND CURB RAMPS
All sidewalk and pedestrian ramps shall be measured in square feet.
4.4.3 CROSSPANS
Crosspans shall be measured in square feet.
4.4.4 DRIVEWAY APPROACHES
Driveway approaches shall be measured in square feet.
4.5 PAYMENT
4.5.1 CURB AND GUTTER
Shall be paid for at the contract unit price, per linear foot, for the actual length of authorized curb
and gutter constructed. This item includes all materials such as concrete, forming and form
removal, finishing and curing of concrete, grading, compaction, and any other work items
required by the plans and specifications.
4.5.2 SIDEWALK AND CURB RAMPS
Payment will be based on the number of square feet constructed in place at the contract unit
price per square foot, unless otherwise noted in the bid proposal.
4.5.3 CROSSPANS
Article 4 -23
Shall be paid for at the contract unit price for each unit actually installed. Each gutter apron with
monolithic curb radius shall be paid for separately. This item includes forming and form
removal, purchase and placement of concrete, finishing and curing of concrete, grading,
compaction, and any other work items required by the plans and specifications.
4.5.4 DRIVEWAY APPROACHES
Driveway Approaches shall be paid for at the contract unit price for each unit actually installed.
This item includes forming and form removal, purchase and placement of concrete, finishing
and curing of concrete, grading, compaction, and any other work items required by the plans
and specifications.
Article 4 -24
ARTICLE 5
REINFORCEMENT FOR STRUCTURAL CONCRETE
5.1 GENERAL
5.1.1 DESCRIPTION
The work under this section includes the furnishing of all labor and materials necessary for the
construction (placement) of the reinforcement for structural concrete according to the plans and
these specifications. Structural concrete shall be defined as mass concrete with reinforcement
exceeding 0.3% of concrete cross-sectional area.
5.2 MATERIALS
5.2.1 SUBMITTALS
(a) Engineered shop drawings and schedules shall require original Colorado engineer’s or
architect’s stamp, for all reinforcement.
(b) The submittals shall be made in ample time to be reviewed, and to permit corrected
drawings to be delivered to the Engineer a minimum of seven days prior to work.
(c) These drawings shall show the size, number, exact position and spacing of reinforcement
and the exact location of all openings, framing, or special conditions affecting the work.
(d) Detailing of reinforcement shall conform to ACI 315.
5.2.2 REINFORCEMENT
The reinforcing bars shall be in conformity with ASTM A-615 SI Grade 40 and Grade 60 and the
general notes on the structural drawings. Dowels, conforming to the requirements of ASTM A-15,
shall be intermediate grade plain bars rolled from billet stock. Glass Fiber Reinforced Polymer
(GFRP) and Carbon Fiber Reinforced Polymer (CFRP) reinforcing bars may be used with prior
approval of the Engineer.
(a) Welded Wire Fabric shall not be permitted for use with structures within the City right-of-way.
(b) Fiber-Reinforced Concrete shall not be permitted for use with structures within the City right-
of-way.
(c) Reinforcing Bars, #3 to #18, shall conform to AASHTO M31 Grade 60 (ties and stirrups may
be Grade 40). Epoxy coated reinforcing shall conform to AASHTO M284.
(d) The usage of GFRP and CFRP shall conform to ACI 440.1R-06 Guide for the Design and
Construction of Structural Concrete Reinforced with FRP Bars (or most current version). Do
not use CFRP reinforcing bars in contact with steel reinforcing, metal lifting devices or other
embedded metal items. Use the nominal diameters, nominal cross-sectional areas, and the
Article 5 -1
mechanical properties of Fiber Reinforced Polymer (FRP) reinforcing bars in accordance
with CDOT Specifications for the design of structural concrete.
5.2.3 CLEANING
Reinforcement, prior to placement of concrete, shall be free from rust, scale, oil, ice, or other
coatings that will destroy or reduce the bond, including mortar from previous concrete pours.
5.2.4 MATERIALS FOR ACESSORIES
Where the concrete surface will be exposed to the weather in the finished structure, the portions of
all accessories in contact with the formwork shall be galvanized or shall be made of plastic. Where
the concrete surface will be exposed to plant water, all accessories in contact with formwork shall be
stainless steel or plastic.
5.2.5 EXPANSION DOWELS
Smooth steel dowels conforming to AASHTO M183 with gage metal or PVC sleeves. Size, number
and spacing as noted on the drawings.
5.2.6 CONCRETE
Conform to the requirements of ARTICLE 4 - CONCRETE. Calcium chloride shall not be used in
reinforced concrete.
5.3 CONSTRUCTION REQUIREMENTS
5.3.1 GENERAL
See Article 4 – CONCRETE for construction requirements for the concrete portion of structural
concrete.
5.3.2 REBAR PREPARATION
5.3.2.1 Tie Bars, Bar Supports and Wire Ties
Place reinforcement to maintain minimum coverages as indicated for concrete protection. Arrange,
space, and securely tie bars and bar supports to hold reinforcement in position during concrete
placement operations. Set wire ties so ends are directed into concrete, not toward exposed concrete
surfaces.
5.3.2.2 Bending
Reinforcement shall be bent cold. The use of heat in bending bars shall not be permitted. Bars
shall be full length required and accurately bent to details. All bent bars shall be manufactured in
accordance with the recommendations of the Concrete Reinforcing Steel Institute (CSRI). No bars
partially embedded in concrete shall be field bent except as shown on the drawings or specifically
permitted by the Engineer.
Article 5 -2
5.3.2.3 Placing
Comply with Concrete Reinforcing Steel Institute’s (CRSI’s) recommended practice for “Placing
Reinforcing Bars,” for details and reinforcement placement and supports, and as specified.
Reinforcement shall be accurately located in forms and firmly held in place before and during the
depositing of concrete by means of metallic supports, metal chairs, spacer bars, tie wire or other
devices adequate to ensure against displacement during the course of construction.
Exposed reinforcing bars intended for bonding with future extensions shall be protected from
corrosion by adequate covering.
5.3.2.4 Preventing Displacement
All reinforcing bars shall be positioned, supported, secured and wired together to prevent
displacement by construction loads or the placing of concrete. On ground, and where necessary,
supporting concrete blocks shall be used. Over formwork, bar chairs, metal chairs, runners,
bolsters, spacers, and hangers shall be furnished, as approved by the Engineer.
5.3.2.5 Offsetting Bars
Vertical bars in columns shall be offset to permit the bars to be adjacent and in contact at splices.
5.3.2.6 Splicing
Wherever it is necessary to splice reinforcement other than as shown on the drawings, the character
of the splice shall be approved by the Engineer on the basis of allowable bond stress in the
reinforcement at the splice. Splicing shall not be made at points of maximum stress nor shall
adjacent bars be spliced at the same point. Laps in tension splices shall be 36-bar diameters or 30-
bar diameters in compression, or as specified.
5.3.2.7 Cover
The minimum clear cover for reinforcing steel shall be as specified in ACI 301, Section 5.5, and as
shown below, unless otherwise shown on the plans.
Table 5.1. Minimum clear cover
LocationMinimum Cover
Bottom bars on soil bearing foundation and slabs 3
Bars adjacent to surfaces exposed to weather on earth backfill:
Bars more than diameter 2
Bars or less in diameter 1-1/2
Interior Surfaces: Slabs, walls, joints with 1-3/8diameter
or smaller bars
5.4 METHOD OF MEASUREMENT
The contract quantities to be paid for under this item shall be according to the Article 4 –
CONCRETE Section 4.4 METHOD OF MEASUREMENT.
Article 5 -3
5.5 BASIS OF PAYMENT
The basis of payment shall be according to the Article 4 – CONCRETE Section 4.5 BASIS OF
PAYMENT.
Article 5 -4
ARTICLE 6
AGGREGATE BASE COURSE
6.1 GENERAL
6.1.1 DESCRIPTION
The work under this article shall consist of furnishing, placing and compacting one or more
courses of base or sub-base material to provide a firm foundation for subsequent
construction. Aggregate base course shall conform with the lines, grades, and cross-
sections shown on the plans and shall comply with these specifications.
6.2 MATERIAL
Aggregate for base or sub-base material shall be composed of crushed stone, crushed
gravel, or natural gravel which conforms to the quality requirements of AASHTO M 147
(latest revision).
The use of recycled asphalt product (RAP), recycled concrete (RC) not blended or mixed
other material, or Fly-Ash blended with Class 6 aggregate base, may not be used unless
approved by the City Engineer. At least 50% by weight of the material retained on the No. 4
sieve, and larger, shall have at least one fractured face. This material shall also conform to
the following gradation requirements.
Table 6.1. Gradation requirements (Percent Passing Sieve Sizes by weight)
Sub-base Base Course
Sieve Size Class 1 Class 5 Class 6
4”- - -
3”- - -
2 ½”100%--
2”95-100% - -
1 ½” - 100% -
1”- 95-100% -
¾” - - 100%
No. 4 30-65% 30-70% 30-65%
No. 8 - - 25-55%
No. 200 3-15% 3-15% 3-12%
(AASHTO T-11)
Liquid Limit 35 MAX30 MAX 30 MAX
(AASHTO T-89)
Plasticity Index 6 MAX6 MAX 6 MAX
(AASHTO T-90)
The aggregate shall have a Los Angeles Abrasion Test (AASHTO T-96) percentage of wear
not exceeding 45% (excluding Class 1). Class 1 material shall have a minimum R value of
69, or a minimum CBR of 40 when tested in accordance with AASHTO T-190 or T-193,
Article 6 - 1
respectively. Class 5 & 6 material shall have a minimum R value of 77, or a minimum CBR
of 60.
6.3 CONSTRUCTION REQUIREMENTS
6.3.1 SUBGRADE PREPARATION
Care shall be exercised in the hauling and placing of base/subgrade course materials to
avoid segregation of the coarse and fine aggregates and to avoid contamination of the
base/subgrade course materials with undesirable materials. Any ruts, holes, defects or soft
yielding areas which occur in the subgrade for any cause shall be corrected and compacted
to required density and stability before an aggregate base course is placed. These repairs
shall be made at the expense of the contractor. Subsequent base course layers shall be
placed within 24 hours of the approval of the subgrade or moisture and density shall be
reconfirmed at no cost.
6.3.2 PLACING AND MOISTURE CONDITIONING
The aggregate shall be uniformly deposited on the approved subgrade by means of the
hauling vehicle with or without spreading devices. Aggregate shall be distributed over the
surface to the depth specified on the plans or as established by the City Engineer. The
maximum loose lift thickness shall be no more than 8”.
Care shall be exercised in the hauling and placing of the course materials to avoid
segregation of the coarse and fine aggregates and to avoid contamination of the course
materials with undesirable materials.
After base course materials have been deposited, the course shall be thoroughly blade-
mixed to full depth of the layer by alternately blading the entire layer to the center and back
to the edges of the road. It shall then be spread and finished to the required cross section
by means of a self-propelled tired motor grader.
Water shall be applied prior to and during all blading and processing operations to moisten
the material sufficiently to prevent segregation of the fine and coarse particles. Water shall
be applied during the compaction in sufficient amounts to assist in compaction and prevent
raveling.
The contractor shall be responsible for ensuring that their hauling operations do not cause
excessive track out of dirt/mud onto paved streets adjacent to the work zone. All tracked out
materials shall be promptly removed by the contractor at their sole expense. At a minimum
sweeper operation shall be performed daily.
6.3.3 COMPACTION
Compaction shall be immediately following the spreading operation. If the compacted depth
of the course exceeds 6”, the course shall be constructed in two or more layers of
approximately equal thickness. The maximum compacted thickness of any one layer shall
not exceed 6”.
Article 6 - 2
Each layer shall be compacted to a density of not less than 95& of maximum density in
accordance with AASHTO T-180. Field in-place density tests will be in accordance with
Table 6.2. The finished surface of each layer shall have a uniform texture. Water shall be
uniformly applied over the materials during compaction in the quantity necessary for
compaction. Moisture conditions shall be within 1% of optimum moisture content. It is to be
expected that a loss of density in the upper portions of the material may occur due to a
lapse in time, elements, or other reasons. Moisture conditioning and recompact ion to the
specified density will be required prior to placement of any subsequent layer and no
additional compensation will be allowed for such work. Testing shall be completed within 24
hours of the placement of the next course. Base shall be retested if the next course is
delayed beyond 24 hours or if exposed to precipitation.
6.3.4 PROOF ROLL
Prior to placing any base material, the subgrade shall be proof rolled in accordance with
ARTICLE 7 – EARTHWORK Section 7.3.15.1. Any unsuitable areas shall be corrected to
the satisfaction of the City Engineer.
Prior to placing any pavement, the base shall be proof rolled. Any unsuitable areas shall be
corrected to the satisfaction of the City Engineer with density testing provided by the
contractor. Following placement of material, if environmental conditions warrant, the
material shall be retested for moisture/density and proof rolling at the contractor’s expense.
6.3.5 SURFACE AND THICKNESS TOLERANCES
The surface of the prepared based course material shall be free from depressions
exceeding 1/4 in when measured with a straight edge. Spot checks should not vary
more than up or down from the calculated elevation (plan grade). The surface of the
base of sub-base course shall be smooth and true to the established crown, grade and
thickness. Any areas not within these tolerances shall be reworked until compliance is
achieved. The required compacted thickness shall be as specified on the construction
drawings.
6.3.6 QUALITY CONTROL
All samples and tests described herein shall be made in accordance with approved
ASTM/AASHTO procedures. The owner/developer shall provide for all testing laboratory
services in connection with tests verifying conformance of proposed materials with project
requirements. The owner/developer shall also provide for testing laboratory services in
connection with tests on materials after incorporation into the project.
Additional tests may be required at the direction of the Engineer. If additional tests are
required, the financial burden will be borne by the contractor/developer if the testing results
fail to meet minimum city specifications. If the testing results meet or exceed the City
specifications the additional testing costs will be paid for by the requesting entity.
Prior to installation of base or sub-base course materials, the owner/developer shall provide
the City Engineer with a copy of the R-value test results, gradation analysis, Atterberg Limits
(Liquid Limit /Plasticity Index), and moisture/density curve for the proposed base or sub-
Article 6 - 3
base course materials. Laboratory testing should be completed on samples taken from the
plant site or proposed borrow.
Testing should be completed per the below schedule of testing. If, in the opinion of the City
Engineer, the material being used on the jobsite is not at any time in conformance with
approved laboratory mix designs or test reports, conformance tests shall be run. If this
material does not meet the specifications, testing shall be paid for and the problem shall be
remedied at the expense of the Contractor.
During placement of aggregate base and/or sub-base, testing shall be completed on a
regular basis to verify specification compliance. Required laboratory testing shall be
completed on samples secured from the jobsite.
Table 6.2. Schedule of testing
Testing Frequency
Gradation Analysis 1/Project Site or material change
Atterberg Limits (LL & PI) 1/Project Site or material change
Moisture/Density Curve 1/Project Site or material change
In-place density tests1/200 L.F. per lane
(AASHTO T-191, 205, 238)
Includes thickness measurement
6.4 METHOD OF MEASUREMENT
Aggregate base course construction described herein will be measured as a separate pay
item. Measurement shall be volume in cubic yards or by the ton as evidenced by weight
tickets for each truckload or fraction thereof.
6.5 BASIS OF PAYMENT
Base course material, when directed by the City Engineer, used as replacement for
unsuitable material will be paid as “Subgrade Stabilization” and shall include all costs
associated with the excavation, removal and disposal of unsuitable materials and all costs
associated with furnishing, placing and compacting the aggregate base material. This
payment shall be full compensation for all materials, tools, equipment, and labor necessary
to complete the work under this section in accordance with the plans and specifications.
Article 6 - 4
ARTICLE 7
EARTHWORK
7.1 GENERAL
7.1.1 DESCRIPTION
The work to be performed under this section of the specifications shall consist of excavation
and disposal of all materials taken within limits of work, construction of embankment,
shaping and compaction of street sections, and other sections within the public rights-of-way
and public easements as necessary to prepare the subgrade for subsequent construction,
as specified herein, and as directed by the Engineer.
7.2 MATERIALS
7.2.1 EMBANKMENT MATERIALS
Embankment material shall consist of earth, sand,or gravel. Embankment materials shall
be free from organic matter, frozen soil, ice, snow, mud or other deleterious material. All fill
material shall be approved by the Engineer prior to placement.
7.3 CONSTRUCTION REQUIREMENTS
7.3.1 PERMITS
(a) Any excavation within the public right-of-way, including new subdivisions, shall
require an excavation permit. This permit shall be obtained from the City of Pueblo
Public Works Department office or online at www.pueblo.us/PLACE. Permit fees
shall be in accordance with the latest fee schedule, adopted by the City Council.
Permits will only be issued to Contractors licensed under the Provisions of Chapter
4, Title XII, of the Code of Ordinances to do excavation work, and who post bonding
and insurance certificates as required by sections 12-6-10 and 12-6-11 of the Code
of Ordinances. Permits (“no fee”) may be issues for publicly funded projects, state
funded projects and/or the Board of Water Works and school districts; however,
contractors working for either agency are not exempted from the permit fees.
(b) If the work involves removal and replacement of existing concrete features (curb &
gutter, sidewalk, crosspan, etc.), then a concrete permit must be obtained from the
City of Pueblo Public Works Department office. Permits will only be issued to
licensed concrete contractors.
(c) Where pavement removal is associated with an excavation permit, the applicant shall
pay all Pavement Impact Fees as required by Section 12-6-4.1 Pavement Impact
Fee of the Pueblo Municipal Code of Ordinances, unless otherwise waived by the
Director of Public Works.
Article 7 - 1
7.3.2 GENERAL EXCAVATION
Perform excavation of every type of material encountered within the limits of the project to
the lines, grades, and elevations indicated and as specified. Perform the grading in
accordance with the typical sections shown and the tolerances specified in paragraph 7.3.17
FINISHING. Transport satisfactory excavated materials and place in fill or embankment
within the limits of the work. Excavate unsatisfactory materials encountered within the limits
of the work below grade and replace with satisfactory materials as directed. Include such
excavated material and the satisfactory material ordered as replacement in excavation.
Dispose surplus satisfactory excavated material not required for fill and unsatisfactory
excavated material as specified in paragraph 7.3.5 DISPOSAL OF MATERIAL. During
construction, perform excavation and fill in a manner and sequence that will provide proper
drainage at all times.
7.3.2.1 Ditches, Gutters, and Channel Changes
Finish excavation of ditches, gutters, and channel changes by cutting accurately to the cross
sections, grades, and elevations shown on Construction Drawings. Do not excavate ditches
and gutters below grades shown. Backfill the excessive open ditch or gutter excavation with
satisfactory, thoroughly compacted, material or with suitable stone or cobble to grades
shown. Dispose excavated material as shown or as directed, except in no case allow
material to be deposited a maximum from edge of a ditch. Maintain excavations free from
detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance
of the work.
7.3.2.2 Drainage Structures
Make excavations to the lines, grades, and elevations shown, or as directed. Provide
trenches and foundation pits of sufficient size to permit the placement and removal of forms
for the full length and width of structure footings and foundations as shown. Clean rock or
other hard foundation material of loose debris and cut to a firm, level, stepped, or serrated
surface. Remove loose disintegrated rock and thin strata. Do not disturb the bottom of the
excavation when concrete or masonry is to be placed in an excavated area. Do not
excavate to the final grade level until just before the concrete or masonry is to be placed.
7.3.2.3 Drainage
Provide for the collection and disposal of surface and subsurface water encountered during
construction. Completely drain construction site during periods of construction to keep soil
materials sufficiently dry. Construct storm drainage features (ponds/basins) at the earliest
stages of site development, and throughout construction grade the construction area to
provide positive surface water runoff away from the construction activity and/or provide
temporary ditches, swales, and other drainage features and equipment as required to
maintain dry soils. When unsuitable working platforms for equipment operation and
unsuitable soil support for subsequent construction features develop, remove unsuitable
material and provide new soil material as specified herein. It is the responsibility of the
Contractor to assess the soil and ground water conditions presented by the plans and
specifications and to employ necessary measures to permit construction to proceed.
Article 7 - 2
7.3.2.4 Dewatering
Dewatering is subject to permitting by the State and shall be conducted according to an
approved City of Pueblo dewatering plan through the Stormwater Utility Department.
Control groundwater flowing toward or into excavations to prevent sloughing of excavation
slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with
orderly progress of construction. French drains, sumps, ditches or trenches are not
permitted within of the foundation of any structure, except with written approval by the City
Engineer. Control measures shall be established prior to the time that the excavation
reaches the water level in order to maintain the integrity of the in-situ material. While the
excavation is open, maintain the water level continuously, at least below the working level.
Operate dewatering system continuously until construction work below existing water levels
is complete. In the event of minor ground water conditions being present, it is the
contractor’s responsibility to dewater prior to compaction.
7.3.2.5 Trench Excavation Requirements
Excavate the trench as recommended by the manufacturer of the pipe to be installed. Slope
trench walls below the top of the pipe, or make vertical, and of such width as recommended
in the manufacturer's printed installation manual. Provide vertical trench walls where no
manufacturer's printed installation manual is available. Shore trench walls, cut back to a
stable slope, or provide with equivalent means of protection for employees who may be
exposed to moving ground or cave in, as determined by the Contractor’s Safety Engineer or
other competent person. Excavate trench walls which are cut back to at least the angle of
repose of the soil. Give special attention to slopes which may be adversely affected by
weather or moisture content. Do not exceed the trench width below the pipe top of plus
pipe outside diameter (O.D.) for pipes of less than 24 inside diameter, and do not exceed
36plus pipe outside diameter for sizes larger than 24inside diameter. Where
recommended trench widths are exceeded, provide redesign, stronger pipe, or special
installation procedures by the Contractor. The Contractor is responsible for the cost of
redesign, stronger pipe, or special installation procedures without any additional cost to the
City.
(a) Bottom Preparation. Grade the bottoms of trenches accurately to provide uniform
bearing and support for the bottom quadrant of each section of the pipe. Excavate
bell holes to the necessary size at each joint or coupling to eliminate point bearing.
(b) Removal of Unyielding Material. Where unyielding material is encountered in the
bottom of the trench, remove such materials below the required grade and replace
with suitable materials as provided in paragraph 7.3.12 FILLING, BACKFILLING
AND COMPACTION.
(c) Removal of Unstable Material. Where unstable material is encountered in the
bottom of the trench, remove such material to the depth directed and replace it to the
proper grade with select granular material as provided in paragraph 7.3.12 FILLING,
BACKFILLING AND COMPACTION. When removal of unstable material is required
due to the Contractor’s fault or neglect in performing work, the Contractor is
responsible for excavating the resulting material and replacing it without additional
Article 7 - 3
cost to the City.
(d) Excavation for Appurtenances. Provide excavation for manholes, catch-basins,
inlets, or similar structures sufficient to leave at least 12clear between the outer
structure surfaces and the face of the excavation or support members. Clear rock or
loose debris and cut to a firm surface either level, stepped, or serrated, as directed
by the Engineer. Remove loose disintegrated rock and thin strata. When concrete
or masonry is to be placed in the excavated area, take special care not to disturb the
bottom of the excavation. Do not excavate to the final grade level until just before
the concrete or masonry is to be placed.
(e) Jacking, Boring, and Tunneling. Unless otherwise indicated, provide excavation by
open cut except that sections of a trench may be jacked, bored, or tunneled if, in the
opinion of the Engineer, the pipe, cable, or duct can be safely and properly installed
and backfill can be properly compacted in such sections. The utility shall be at a
used and method of installation shall be presented to the City Engineer for approval
prior to any installation.
(f) Underground Utilities. The contractor is responsible for movement of construction
machinery and equipment over pipes and utilities during construction. Work
performed adjacent to non-City utilities shall be in accordance with procedures
outlined by the utility owner. For work immediately adjacent to or for excavations
exposing a utility or other buried obstruction, excavate by hand. Start hand
excavation on each side of the indicated obstruction and continue until the
obstruction is uncovered or until clearance for the new grade is assured. Support
uncovered lines or other existing work affected by the excavation until approval for
backfill is granted by the Engineer. Report damage to utility lines or subsurface
construction to Engineer immediately.
(g) Asphalt Patch. If the distance from the lip line of the curb & gutter to the trench is
less than 4, all asphalt shall be removed from lip to the trench line. Asphalt shall
have a sawcut edge 12 on either side of the trench.
7.3.3 STRIPPING OF TOPSOIL
Where indicated or as directed, strip topsoil to a depth as prescribed in the construction
plans or to a depth of 4. Spread topsoil on areas already graded and prepared for topsoil,
or transported and deposited in stockpiles convenient to the areas that are to receive
application of the topsoil later, or at locations indicated or specified by the Engineer. Keep
topsoil separate from other excavated materials, brush, litter, objectionable weeds, roots,
stones larger than 2 in diameter, and other materials that would interfere with planting and
maintenance operations.
7.3.4 CLEARING AND GRUBBING
Keep roads and walks free of dirt and debris at all times.
Article 7 - 4
7.3.4.1 Clearing
Clearing consists of the felling, trimming, and cutting of trees into sections and the
satisfactory disposal of the trees and other vegetation designated for removal, including
downed timber, snags, brush, and rubbish occurring within the areas to be cleared.
Clearing also includes removal and disposal of structures that obtrude, encroach upon, or
otherwise obstruct the work. Cut off flush with or below the original ground surface trees,
stumps, roots, brush, and other vegetation in areas to be cleared, except such trees and
vegetation as may be indicated or directed to be left standing. Trim dead branches that are
1-1/2or more in diameter on trees designated to be left standing within the cleared areas
and trim all branches to the heights indicated or directed. Neatly cut close to the bole of the
tree or main branches, limbs and branches to be trimmed. Paint, with an approved tree-
wound paint, cuts more than 1-1/2in diameter.
(a) Tree Removal. Where indicated or directed, trees and stumps that are designated
as trees shall be removed from areas outside those areas designated for clearing
and grubbing. This works includes the felling of such trees and the removal of their
stumps and roots. Dispose of trees as specified in this Section.
(b) Pruning. Prune/trim trees designated to be left standing within the cleared areas of
dead branches 1-1/2or more in diameter; and trim branches to heights and in a
manner as indicated. Neatly cut limbs and branches to be trimmed close to the bole
of the tree or main branches. Paint cuts more than 1-1/4in diameter with an
approved wound paint.
7.3.4.2 Grubbing
Grubbing consists of the removal and disposal of stumps, roots larger than in diameter,
and matted roots from the designated grubbing areas. Remove material to be grubbed,
together with logs and other organic or metallic debris not suitable for foundation purposes,
to a depth of not less than below the original surface level of the ground in areas
indicated to be grubbed and in areas indicated as construction areas, such as areas for
buildings, and areas to be paved. Fill depressions made by grubbing with suitable material
and compact to make the surface conform with the original adjacent surface of the ground.
After clearing and grubbing is complete, the Contractor shall notify the Engineer for his
approval of the clearing and grubbing prior to subsequent earthwork operations.
7.3.5 DISPOSAL OF MATERIALS
Dispose of excess materials in accordance with the approved solid waste management
permit and all local and state requirements.
All wood or wood like materials, remaining from clearing, pruning or grubbing such as limbs,
treetops, roots, stumps, logs, rotten wood, and other similar materials shall become the
property of the Contractor and disposed of as specified. If stated on the drawings, the
Contractor shall stockpile the stripped materials at a location designated by the Engineer for
future use. When a site is not designated, the Contractor must dispose of the material off
site.
Article 7 - 5
7.3.6 BURNING
Burning to remove or dispose of materials will not be permitted.
7.3.7 REMOVAL OF STRUCTURES AND OBSTRUCTIONS
All existing physical features which conflict with the new construction shall be removed by
the Contractor and disposed of properly at a site acceptable to the Engineer. These shall
include but not be limited to; asphalt or concrete paving, base course, miscellaneous
concrete flatwork, curb and gutter, sidewalk, foundations, culverts and headwalls, fences,
abandoned utilities, and any other items not intended to remain. Where required to obtain a
straight line without jagged edges, the removal shall require sawcutting. Sawcuts shall be a
minimum of one-fourth the thickness of material (or deeper) to obtain a clean straight face.
Unless specifically noted otherwise on the drawings or in the Special Provisions, sawcuts
shall be considered subsidiary to the removal item and will not be paid for separately. If any
items are removed or damaged by the Contractor beyond the limits of demolition shown on
the drawings or as marked in the field, they shall be replaced by the Contractor at no
expense to the City.
7.3.8 ROCK OR MAN-MADE OBSTRUCTION EXCAVATION
Rock will be defined as any naturally occurring or man-made material in such a form that it
cannot be readily removed using the equivalent of a 165 hp/40,000 lb operating weight
track-type tractor (bulldozer) with a ripper or a 188 hp/63,000 lb operating weight hydraulic
excavator (crawler mounted backhoe) with “rock teeth” without a significant loss of
production. It also includes boulders exceeding 1/2 CY in volume.
Whenever rock material is encountered in an excavation, the Contractor shall immediately
notify the Engineer for field verification. The Engineer shall measure and document the limits
of the rock prior to excavation. Any rock removed prior to notification will not be considered
for payment.
Blasting for rock excavation will only be allowed with the written permission from the City
Engineer and Fire Chief. The Contractor shall exercise the utmost care to protect the public
from harm and to avoid property damage. Blasting shall be done by a State licensed blaster.
The Contractor shall comply with all laws, ordinances, insurance, bonding, and applicable
safety code requirements and regulations and shall be responsible for all damage caused by
the blasting operations.
7.3.9 SHORING
For excavations exceeding 20 depth, submit drawings and calculations, certified by a
registered professional engineer, describing the methods for shoring and sheeting of
excavations to City Engineer 15 days prior to start of work. Finish shoring, including sheet
piling, and install as necessary workers, banks, adjacent paving, structures, and utilities.
Remove shoring, bracing, and sheeting as excavations are backfilled, in a manner to
prevent caving.
Article 7 - 6
Shoring shall be used for all excavations greater than in depth or where it is known that in-
situ soils lack the stability to hold near vertical faces. Sloping back trench walls rather than
shoring shall only be permitted when all of the following conditions are met:
(a) The excavation is less than 20 in depth,
(b) There are no adjacent structures, roads, or pavements that will affect the excavation,
(c) No equipment, stored material, or overlying material will affect the excavation,
(d) Vibration from equipment, traffic, or blasting will not affect the excavation,
(e) There will be no ground water problems,
(f) Surcharges will not affect the excavation, and
(g) Site conditions permit laying back the slops of the excavation.
7.3.10 GRADING AREAS
Divide work into grading areas within which satisfactory excavated material will be placed in
embankments, fills, and required backfills. Do not haul satisfactory material excavated in
one grading area to another grading area except where directed in writing by the Engineer.
Place and grade stockpiles of satisfactory and unsatisfactory as specified. Keep stockpiles
in a neat and well drained condition, giving due consideration to drainage at all times. Clear
grub, and seal by rubber-tired equipment, the ground surface at stockpile locations;
separately stockpile excavated satisfactory and unsatisfactory materials. If the contractor
fails to protect the stockpiles, and any material becomes unsatisfactory, the Contractor shall
be required to remove and replace such material with satisfactory material from approved
sources at no additional cost to the City.
7.3.11 SUBSURFACE PREPARATION
(a) General Requirements. Remove and replace unsatisfactory material with
satisfactory materials, as directed by the Engineer, in surfaces to receive fill or in
excavated areas. Scarify the surface to a depth of 6before the fill is started. Plow,
step, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so
that the fill material will bond with the existing material. When subgrades are less
than the specified density, break up the ground surface to a minimum depth of
pulverizing, and compacting to the specified density. When the subgrade has been
previously disturbed by construction activity, scarify the excavated or natural ground
portion to a depth of 12and compact it as specified for the adjacent fill.
(b) Frozen Material. Do not place material on surfaces that are muddy, frozen, or
contain frost.
(c) Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled
rollers, or other approved equipment well suited to the soil being compacted. Moisten
Article 7 - 7
material as necessary to 95% of optimum moisture.
7.3.12 FILLING, BACKFILLING AND COMPACTION
Place fill and backfill beneath and adjacent to any and all type of structures, in successive
horizontal layers of loose material not more than 8in depth, or in loose layers not more
than 5in depth when using hand-operated compaction equipment. Compact to at least
95% of a Standard Proctor laboratory maximum density, except as otherwise specified.
Perform compaction in such a manner as to prevent wedging action or eccentric loading
upon or against the structure. Moisture condition fill and backfill material to within range of
±2% of optimum moisture content at the time of compaction. Prepare ground surface on
which backfill is to be placed and provide compaction requirements for backfill materials in
conformance with the applicable portions of paragraphs 7.3.11 SUBSURFACE
PREPARATION. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-
wheeled rollers, vibratory compactors, or other approved equipment.
If requested by the Contractor and/or Developer, and written permission is granted by the
Director of Public Works, backfill for utility trenches may be consolidated using water
induced settlement techniques (i.e., jetting/puddling/ponding). This method of trench backfill
consolidation shall only be allowed in those special locations where a failure history exists
for trenches using conventional engineered controlled fill. As a condition of permission to
use jetting/puddling, the Contractor and/or Developer must agree in writing to provide a full
and complete three (3) year warranty from the final acceptance date, that shall include
repair of any surface amenities to the complete satisfaction of the City which may include a
full width asphaltic overlay if warranted.
Where backfill for utility trenches within the roadway section are consolidated using
jetting/puddling, the moisture and density requirements within the trench compaction limits
stated above shall not apply; however, the compaction limits for the finished roadway
subgrade as outlined within this Article shall apply
Specific requirements and guidance for Sanitary Sewer and Storm Sewer can be found in
ARTICLES 11 & 12.
7.3.13 EMBANKMENTS
Construct earth embankments from satisfactory materials free of organic or frozen material
and rocks with any dimension greater than . Place the material in successive horizontal
layers of loose material not more than 8in depth. Spread each layer uniformly on a soil
surface that has been moistened or aerated as necessary and scarified or otherwise broken
up so that the fill will bond with the surface on which it is placed. After spreading, plow, disk,
or otherwise break up each layer; moisten or aerate as necessary; thoroughly mix; and
compact to at least 95% of a Standard Proctor laboratory maximum density. Compaction
requirements for the upper portion of earth embankments forming subgrade for pavements
are identical with those requirements specified in paragraph 7.3.15 SUBGRADE
PREPARATION. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-
wheeled rollers, vibratory compactors, or other approved equipment.
7.3.14 BORROW
Article 7 - 8
When the quantity of suitable excavated material required for the embankment and
subgrade preparation is greater than the quantity that can be obtained from the excavation
in the project, the Contractor shall make-up the deficiency from borrow pits. The borrow
material shall be obtained from sources selected by the Contractor subject to approval of the
Engineer. All material shall be clean and free from any environmental hazards. The
Contractor shall obtain the written permission from the owner to procure borrow material,
shall pay all royalty and other charges involved and shall bear all the expenses of
developing the sources, including right-of-way for hauling.
7.3.15 SUBGRADE PREPARATION
7.3.15.1 Proof Rolling
Unsuitable materials encountered in the subgrade, roadway, or embankment foundation that
are determined to be detrimental to the roadway or embankment shall be removed to the
depth and extents directed by the Engineer. The excavated area shall be backfilled to the
finished graded section with approved material. Materials that contain organics or that
cannot be dried or moisture conditioned, then compacted to the required density shall be
disposed of and shall not be reused as embankment fill. Materials that do not contain
organics and that can be dried or moisture conditioned and compacted to the required
density may be reused as embankment fill as approved by the Engineer.
Proof rolling with pneumatic tire equipment shall be performed using a minimum axle load of
18 kips per axle and at speeds between 2 to 6 mph. A weigh ticket from an approved scale
shall be furnished by the Contractor to substantiate this weight.
The subgrade shall be proof rolled after the required compaction has been obtained and the
subgrade has been shaped to the required cross section.
The proof roller shall be operated in a systematic manner so that a record may be readily
kept of the area tested and the working time required for the testing. Areas that are
observed to have soft spots in the subgrade, where deflection is not uniform or is excessive
as determined by the Engineer, shall be ripped, scarified, dried or wetted as necessary, and
recompacted to the requirements for density and moisture at the Contractor’s expense. After
re-compaction, these areas shall be proof rolled again and all failures again corrected at the
Contractor’s expense.
Upon approval of the proof rolling, the subbase, base course, or initial pavement course
shall be placed within 48 hours. If the Contractor fails to place the subbase, base course, or
initial pavement course within 48 hours or the condition of the subgrade changes due to
weather or other conditions, proof rolling and correction shall be performed again at the
Contractor’s expense.
7.3.15.2 Construction
Shape subgrade to line, grade, and cross section, and compact as specified. Include
plowing, discing, and any moistening or aerating required to obtain specified compaction for
this operation. Remove soft or otherwise unsatisfactory material and replace with
satisfactory excavated material or other approved material as directed. Excavate rock
encountered in the cut section to a depth of 6below finished grade for the subgrade. Bring
Article 7 - 9
up low areas resulting from removal of unsatisfactory material or excavation of rock to
required grade with satisfactory materials, and shape the entire subgrade to line, grade, and
cross section and compact as specified. After rolling, the surface of the subgrade for
roadways shall not show deviations greater than 1/2when tested with a 10 straightedge
applied both parallel and at right angles to the centerline of the area. Do not vary the
elevation of the finish subgrade more than 0.05from the established grade and cross
section.
7.3.15.3 Compaction
Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers,
vibratory compactors, or other approved equipment. Compact each layer of the
embankment to at least 95% of a Standard Proctor laboratory maximum density.
7.3.16 EXCAVATION AND DIRECTIONAL BORING
No excavation or directional bore shall be made without prior notification of ALL utility
companies and the City Public Works Department. All excavations shall be done by open
cut from the surface by an approved method of trenchless technology.
In open cut excavations, all excavated material determined to be saturated shall be removed
from the site daily.
The width of all trenches shall be kept to a minimum but provide adequate space for workers
and safety devices. All Federal, State, and Local regulations pertaining to worker safety and
health shall be followed.
In existing paved areas, all telecommunications and cablevision installations shall be done
using directional boring unless otherwise approved by the City Engineer. See 7.3.2.5 (e)
Trench Excavation Requirements for jacking, boring, and tunneling.
7.3.17 FINISHING
Finish the surface of excavations, embankments, and subgrades to a smooth and compact
surface in accordance with the lines, grades, and cross sections or elevations shown.
Provide the degree of finish for graded areas within 0.1of the grades and elevations
indicated except that the degree of finish for subgrades specified in paragraph 7.3.15
SUBGRADE PREPARATION. Finish gutters and ditches in a manner that will result in
effective drainage. Finish the surface of areas to be turfed from settlement or washing to a
smoothness suitable for the application of turfing materials. Repair graded, topsoiled, or
backfilled areas prior to acceptance of the work, and re-established grades to the required
elevations and slopes.
7.3.18 DUST PREVENTION
During construction and until final acceptance by the Engineer, the Contractor shall be
responsible for controlling dust emissions in the construction area. No earthwork activities
shall be performed when the wind speed exceeds 30 MPH. Whenever conditions exist that
Article 7 -10
create airborne soil particles, at the Contractors expense, wet all disturbed areas as often as
necessary to control the dust. All fill areas shall be compacted daily to the specified
compaction. Any mud or dirt carry out onto paved surfaces shall be cleaned up daily and
when directed by the Engineer. Failure by the Contractor to comply with the above may
result in the Engineer issuing a stop-work order until the problems are corrected. Any dust
control or clean-up done by City crews will be back charged to the Contractor.
When a building permit is issued for a structure and the site disturbance is greater than
1,000 square feet but less than or equal to 1 acre, a sign-off at Pueblo Regional Building
Department is required. Areas of land disturbance greater than 1 acre but less than 25
acres require an Emission Permit Application: Land Development/Construction
Activity. The permits are available at the Pueblo City and County Health Department and
are to be secured by the Contractor. Dust Prevention will not be paid for as a separate bid
item.
7.3.19 EROSION AND SEDIMENT CONTROL
All construction activities disturbing more than 1 acre will require a General Permit for
Stormwater Discharges Associated With: Construction Activity issued by the “Colorado Dept of
Health, Water Quality Control Division, Permits and Enforcement Section”. A Stormwater
Management Plan (SWMP) is required as a condition of obtaining said permit. A copy of the
Construction Activity Permit and the Stormwater Management Plan shall be submitted to the
City of Pueblo Stormwater Management Department for review.
In addition to the SWMP, an erosion control plan stating “Best Management Practices” (BMPS)
to control erosion, sediment, and stormwater quality during and after the construction activity
shall be submitted to the City of Pueblo for review. The erosion control plan shall be prepared
in accordance with the provisions set forth in The City of Pueblo’s Storm Drainage Design
Criteria and Drainage Policies Manual.
Guidance for engineers, contractors, and developers in the selection, design, and maintenance
of “Best Management Practices” to improve stormwater run-off quality can be found in Volume 3
of the Urban Storm Drainage Criteria Manual or most current edition.
7.3.20 QUALITY CONTROL
The contractor/developer shall provide the City Engineer with a soil classification, including
a sieve analysis, plasticity index and a Proctor curve for each of the different soils to be
encountered at the site. Copies of all field moisture/density testing performed by
independent testing firms shall be submitted to the City. The cost for these tests shall be
paid for by the Contractor for City projects.
Field testing for moisture content and dry density of the compacted soil will be done by a
qualified geotechnical testing service. Frequency and location for the tests will be at the
City's discretion. In general, a minimum of one test per foot of fill and/or along the bases of
cuts and fills, will be taken for each 200of roadway being constructed.
Any areas where the field test indicates that the soil does not meet the moisture or density
specification shall be wetted or dried as necessary and reworked until the requirements are
Article 7 -11
satisfied.
7.4 METHOD OF MEASUREMENT
In general, excavation and embankment will not be measured or paid for as a separate bid item
but will be considered subsidiary to a bid item such as hot bituminous pavement, sidewalk,
driveway, curb & gutter, etc.
When paid for as a separate bid item, excavation and embankment will be measured by the
volume of embankment in cubic yards as compacted in-place, based on the grading plans and
cross sections. When paid for as a separate bid item, borrow shall be measured in cubic yards
in its original position using the method of end areas.
Volume for unsuitable material shall be the actual measurements of the excavation required to
remove the objectionable material computed to cubic yards. When the unsuitable material is
replaced by aggregate base course, measurement shall be by the volume in cubic yards or by
the ton and fraction thereof as evidenced by weight tickets for each truckload placed.
Rock excavation shall be measured as the actual volume in cubic yards of verified rock
removed to the limits established by the Engineer.
7.5 BASIS OF PAYMENT
No payment will be made for excavation and/or embankment unless noted otherwise in the
Special Provisions. When paid for, embankment will be paid for per cubic yard as compacted in
place material measured in accordance with Section 7.4 METHOD OF MEASUREMENT.
All costs associated with clearing and grubbing, removal of obstructions, excavation,
embankment, compaction, grading and all related work shall be paid for as a separate bid item
unless otherwise noted in project’s plans and/or special provisions.
Payment for excavation to remove unsuitable material beyond the compaction limits shall be full
compensation for all costs associated with the complete removal and disposal including hauling
and landfill fees if necessary, and the replacement with suitable material.
Rock excavation will include all costs associated with the removal and disposal of rock as
defined in this Article. Payment for rock excavation will be for actual costs of documented labor
and equipment associated with rock removal plus 15% mark-up. Rates for equipment shall not
exceed the rental rates used by the Colorado Department of Transportation.
Article 7 -12
ARTICLE 8
PAVEMENT
8.1 ASPHALT PAVEMENT
8.1.1 DESCRIPTION
Asphalt concrete pavement shall consist of asphalt cement uniformly mixed with well-graded
aggregate and laid upon a prepared surface, along the lines and to the thickness as shown on
the approved plans.
8.1.2 SUBMITTALS
Asphalt suppliers furnishing asphalt for placement within any City right-of-way shall provide to
the City, once every two years, asphalt mix designs for asphalt intended for use within the City
right-of-way.
8.1.3 MATERIALS
8.1.3.1 Asphalt Cement
Asphalt cement for the pavement mixture shall be PG 58-28 (residential streets) or PG 64-22
(arterial, collector, and industrial streets) unless otherwise specified in Article 2 - Special
Provisions and shall conform to the requirements of Table 2 of AASHTO M-226 (latest revision).
The asphalt cement shall be homogeneous, free from water, and show no tendency to foam
when heated to 347°F. The spot test shall be negative for all grades when conducted with a
napthaxylene solvent containing not more than 10% xylene by volume.
Asphalt cement shall not be heated during the process of its manufacture, storage or during
construction, to a temperature so as to cause the formation of carbonized particles. At no time
shall the temperature of the asphalt cement be raised above 375°F after loading in a tank for
transportation from the refinery to the purchaser.
Written Certification of Compliance with these specifications shall be provided to the City
Engineer. The City Engineer may, in the absence of written certification, require that samples of
the asphalt cement be delivered to an approved testing laboratory to ensure compliance with
these specifications. Costs for testing shall be paid for by the Contractor/Developer.
8.1.3.2 Aggregate
The coarse and fine aggregates for hot bituminous pavement mixtures shall be graded and
combined in such proportions that the resulting composite blend meets the grading
requirements of the job mix formula. The job mix formula, with the aggregate tolerances, shall
be within the master range set forth in the following table:
Article 8 - 1
Table 8.1. Percent by weight passing square mesh sieves
Grading Grading Grading Grading
Sieve Size SF ST SXS
1
1 100
10090-100
100 90-100*
3/8 100 90-100 * *
No. 490-100 ** *
No. 8* 28-58 28-5823-49
No. 16 30-54
No. 30 * ** *
No. 2002-122-102-102-8
Grading of the aggregate shall be Grading SX unless otherwise approved by the City Engineer.
Coarse aggregate (material retained on the No. 8 sieve) shall have a "Los Angeles Abrasion
Test" (AASHTO T-96) percentage of wear not exceeding 45%. Fine aggregate (material
passing the No. 8 sieve) shall have a maximum of 12% at five cycles in the sodium sulfate
solution by the “Soundness Aggregate Test (AASHTO T-104). The aggregate shall be free from
clay balls, organic matter, or other deleterious substances. At least 60% of the aggregate
retained on the No. 4 sieve, and larger, shall have at least two fractured faces.
8.1.3.3 Asphalt-Aggregate Mixture (Job Mix Formula)
The Contractor/Developer shall furnish to the City Engineer, a mix design from an approved
independent testing laboratory, of the hot bituminous pavement proposed for use. This job mix
formula shall establish a single percentage of aggregate passing each required sieve size, a
single percentage of bituminous material to be added to the aggregate, and a single
temperature for the mixture at the discharge point at the plant. The job mix formula shall also
give recommended temperatures for delivery and compaction. The job mix formula shall be
determined a minimum of once per year, or when the asphalt supplier or aggregate
characteristics change. After the job mix formula has been established, all mixtures
furnished for respective projects shall conform thereto within the following range of
tolerances:
Table 8.2. Percent by weight passing square mesh sieves
Maximum Size± 0%
Passing No. 8 and larger sieves ± 8%
No. 8 to No. 200 ± 6%
Passing No. 200± 2%
Asphalt Content ± 0.5%
Discharge Mix Temperature ± 20°F
The job-mix formula may be changed by the City Engineer for either of the following reasons:
(a) Change in the job-mix formula will produce material of equal or better quality and
will provide for more efficient pit operations.
Article 8 - 2
(b) Change in the job-mix formula will produce material of equal or better quality and
will result in a cost savings to the City through an adjustment in unit price.
Asphalt mix designs containing reclaimed asphalt pavement (RAP) materials greater than 20%
will only be allowed with written approval from the City Engineer.
8.1.3.4 Quality Control
All samples and tests described herein shall be made in accordance with approved
ASTM/AASHTO procedures. The Contractor/Developer shall provide for all testing laboratory
services in connection with tests verifying conformance of proposed materials with project
requirements. The City may also provide for testing laboratory services in connection with tests
on materials after incorporation into the project.
Additional tests may be required at the direction of the Engineer. If additional tests are required,
the financial burden will be borne by the contractor/developer if the testing results fail to meet
minimum city specifications. If the testing results meet or exceed the city specifications the
additional testing costs will be paid for by the requesting entity.
Table 8.3. Minimum Project Testing
Gradation1/1,000 Tons or 1/project site
Asphalt Content 1/1,000 Tons or 1/project site
In-Place Density (including cores & 1/1,000 Tons or min. 1/500 L.F. of paving
comparative lab densities)
8.1.4 MIXING PLANT
The requirements of this section shall be the same as Section 401.08 “Asphalt Mixing Plant” of
the Standard Specifications for the Road and Bridge Construction, by the Colorado Department
of Transportation, 1991 edition, or as amended. For plant inspection, the Engineer or approved
laboratory shall have full right to enter at any time and conduct necessary tests to ensure
compliance with these specifications.
8.1.5 CONSTRUCTION METHODS
8.1.5.1 Hauling Equipment
Trucks used for hauling the asphalt concrete mixture shall be equipped with tight, clean, smooth
metal beds. When directed by the Engineer, the beds shall be coated with an oil or other
approved material to prevent the mixture from adhering to the beds, also each load shall be
covered with canvas or other suitable material of sufficient size to protect it from inclement
weather conditions.
8.1.5.2 Paving Machines
Unless otherwise permitted by the Engineer, the mixture shall be spread by means of a self-
propelled laydown machine equipped with a screed or strike-off assembly and capable of
spreading and finishing the asphalt concrete mixture to the line, grade, and crown as shown on
the plans.
Article 8 - 3
The paver shall be equipped with a receiving hopper having sufficient capacity for a uniform
spreading operation. The hopper shall be equipped with a distribution system to place the
mixture uniformly in front of the screed. The mixture shall be dumped in the center of the
hoppers, and care exercised to avoid overloading and spilling over of the mixture onto the base.
The screed or strike-off assembly shall effectively produce finished surface of the required
evenness and texture without tearing, shoving, or gouging the mixture.
When laying mixtures, the paver shall be capable of being operated at the necessary forward
speeds for satisfactory placement. The operation of the paver shall be such to attain continuous
paving.
8.1.5.3 Rollers
Rollers shall be steel wheeled and/or pneumatic tire type and be in good condition, capable of
reversing without backlash. They shall weigh not less than 8 tons. All rollers shall have a water
system capable of keeping the wheels properly moistened to prevent adhesion of the mixture to
the wheels.
8.1.5.4 Paving Surface
After the pavement base has been prepared, it shall be made ready for paving by clearing any
loose material off as directed by the Engineer. Edges of all contact surfaces such as curb and
gutter, manholes, cross pans and other structures shall be coated with the tack coat material as
described herein before paving. When more than one lift is required, a tack coat shall be used
between courses of pavement in accordance with Section 8.2 of these specifications at the rate,
or as directed by the Engineer.
Asphalt pavement shall be a minimum of compacted thickness and shall be laid in one lift. If a
thickness greater than is specified, separate courses shall be laid; each course shall be not
less than 1-1/2 compacted thickness, nor greater than compacted thickness or three times
the nominal aggregate size.
For overlays the material shall be placed in a maximum compacted thickness of 3” and a
minimum compacted thickness of twice the diameter of the aggregate unless otherwise directed
by the Engineer.
8.1.5.5 Spreading, Finishing, and Compaction
The mixture shall be laid upon the approved base surface, spread, and struck off to the grade
and elevation required. Pavers shall be used to distribute the mixture over the entire surface
except where hand placing is necessary.
The longitudinal and transverse joints shall be made in a careful manner, well bonded and
sealed. If directed, the joints shall be coated with tack coat material.
On the areas where the use of mechanical pavers cannot be used, the mixture shall be spread,
Article 8 - 4
raked and luted by hand tools. When material is shoveled, it shall be deposited by turning the
shovel over above the desired area. No "slinging" of the shovel will be permitted. The hand
placed material shall be smoothed and left higher than the machine laid material by about 1/4
per inch of depth prior to rolling. If the machine laid mixture has been rolled, then the hand laid
mixture shall be smoothed and left higher than the rolled pavement by about 1/4per inch
depth. The majority of the raker's work shall be done with a lute rather than a tined rake.
Segregation of materials shall not be permitted. If segregation occurs, the spreading operation
shall be immediately suspended until the cause is determined and corrected.
Placing the mixture shall be as continuous as possible. All surface irregularities shall be
adjusted by the addition or removal of mixture prior to rolling. After the mixture has been spread,
struck off and surface irregularities adjusted, it shall be thoroughly and uniformly compacted by
rolling.
The surface shall be rolled at a specified breakdown temperature which shall be determined by
the Contractor's foreman and the Engineer at the beginning of the job. The breakdown
temperature shall be such that the required density is obtained without displacement, cracking,
or shoving of the mixture. The rollers shall operate at a speed slow enough to avoid
displacements or "crawl" of the mixture. Any displacement shall be immediately corrected by
means suitable to the Engineer.
The number, weight, and type of rollers furnished shall be sufficient to obtain the required
compaction while the mixture is in a workable condition. The minimum number of rollers shall be
two. Heavy equipment or rollers shall not be allowed to stand on freshly placed pavement.
Unless otherwise directed, rolling shall begin at the sides and proceed longitudinally parallel to
the street centerline, each pass overlapping one-half the roller width, gradually progressing to
the crown of the street. When paving adjacent to a previously placed lane, the longitudinal joint
shall be rolled first followed by the regular rolling procedure.
Rolling shall be continued until all roller marks are eliminated and no further compression is
possible. The minimum density of the compacted mixture shall be 95% of the maximum density
required to provide laboratory compacted specimen made in the same proportions as the job
mix formula (AASHTO T-209). However, if in the opinion of the Engineer a 95% density would
prove to be detrimental to the asphalt cement pavement, then a density of 93% will be allowed.
Along forms, curbs, manholes, and other places not accessible to rollers, the mixture shall be
thoroughly compacted with hand tampers or with mechanical tampers. The joints between these
structures shall be effectively sealed.
Any mixture that becomes loose and broken, mixed with dirt, or is in any way defective shall be
removed and replaced with fresh hot mixture, which shall be compacted to conform with the
surrounding area.
8.1.5.6 Asphalt Temperature
The minimum and maximum delivery and discharge temperatures of the asphalt to the jobsite
shall comply with CDOT Section 401.15 “Mixing”.
Article 8 - 5
8.1.5.7 Joints
Transverse joints shall be formed by cutting through the previously laid course to expose the full
depth of the course. A coat of tack coat material shall be used on contact surfaces of all joints
just before additional mixture is placed.
8.1.5.8 Weather Limitations
The placing and compacting of asphalt surfacing shall be performed only when weather
conditions are suitable. Asphalt surfacing shall not be placed on surfaces which are damp or
wet or when the temperature of the surface on which the asphalt pavement is to be placed is
less than 40°F and the atmospheric temperature is less than 40°F. The temperature of the
mixture delivered to the jobsite shall not be less than 235°F. When the atmospheric temperature
is less than 50°F, all loads shall be delivered continuously in covered vehicles.
Table 8.4. Minimum Surface and Air Temperature
Compacted Layer Thickness Minimum Surface and Air Temperature
Top Layer Layers Below Top Layer
1-1/2 60°F50°F
2 - <3 50°F40°F
8.1.5.9 Surface and Thickness Tolerances
The surface of the finished pavement shall be free from depressions exceeding 3/16in 1,
when tested with a straight-edge. All depressions exceeding the specified tolerances shall be
corrected by removing defective work and replacing it with new material as directed. The
surface shall be smooth and true to the established crown and grade. The required compacted
thickness shall be as specified on the construction drawings.
8.1.6 RESTRICTION OF TRAFFIC
The Contractor shall arrange the work in such a manner as to cause a minimum of
inconvenience to the traveling public and the abutting property owners. The Contractor shall
submit to the Engineer a plan of this operation. In general, the Contractor shall be allowed to
proceed as he proposes. However, the Engineer retains the authority to order the Contractor to
schedule the proposed operation in another manner if such a change in schedule is to the
benefit of the owner and beneficial to the interests of a good project. The Contractor shall
arrange to have the haul vehicles operate over roads which will not be damaged by such
vehicles. The Contractor shall provide all necessary Traffic Control in conformity with these
provisions and specifications and with the ordinances and regulations of the City of Pueblo,
MUTCD and ARTICLE 9 –Traffic Control; shall be paid for as specified in the contract
documents.
8.1.7 PATCHING
For warranty work or patching repairs, the requirement is for the patching to be equal to the
existing pavement thickness or Table 3-1 from the design criteria whichever is greater.
Article 8 - 6
Remove the backfill material to the depth and extent required in accordance with drawings.
Prepare the subsurface with the required base course, Flowfill, and/or Portland Cement
concrete subsurface in accordance with the drawings. Depths and/or thickness of base course,
Portland Cement concrete and/or asphalt pavement shall be as indicated on the drawings. The
asphalt pavement shall conform to the Pavement Design Criteria for the City of Pueblo or equal
to the existing pavement thickness, whichever is greater. The backfill and base coarse material
shall be thoroughly compacted to the densities specified in ARTICLE 6 – Aggregate Base
Course with a roller for large areas and smaller hand operated compactor for small patches.
Existing pavement may be rough cut initially in conjunction with trenching; however, a square
even vertical saw cut shall be made in the existing asphalt pavement after placement of backfill
and prior to pavement replacement. The square vertical saw cut shall be made at a minimum of
back from the trench line into good pavement (not required if using CLSM). Before placement
of the new pavement, the cut edges shall be thoroughly cleaned, and a tack coat shall be
uniformly and evenly applied to vertical faces in accordance with Section 8.2. The patch shall be
made with placement of a hot asphalt cement and aggregate mixture as described in this
Article. of curb & gutter, new asphalt patch shall extend to the lip
of the curb & gutter in a continuous patch.
In large patches or whenever possible, a self-propelled paving machine shall be used to place
the mixture. In small patches, the material shall be hand placed or placed with a spreader box
without separation of the mixture. The material shall be placed to the grade and thickness
required to allow for compaction after rolling. The hot mix material shall be compacted using the
number, weight and type of rollers required to provide 95% of the maximum density of a
laboratory compacted specimen made in the same proportions as the job mix formula (AASHTO
T-209). Rolling shall continue until all roller marks are eliminated and no further compression is
possible in the pavement. After rolling the surface, a straight-edge or a stringline shall be used
to check grade and riding quality of the patch.
8.1.8 RECYCLED PLANT MIX BITUMINOUS PAVEMENTS
Plant mixed bituminous pavements shall not contain more than 20% reclaimed asphalt
pavement. The reclaimed asphalt pavement shall meet all the requirements for hot bituminous
pavement, as contained herein.
8.1.8.1 Reclaimed Asphalt Pavement (RAP) Material
The Engineer may require the contractor to maintain separate stockpiles for each type of RAP
material. All processed material shall be free of foreign materials and segregation shall be
minimized. The RAP material shall be processed, if needed, so that at least 95% passes
through a 5/8sieve. Any RAP material that cannot be readily broken down in the mixing
process and/or affects the paving operation, shall be processed prior to mixing with the virgin
material.
8.1.8.2 Composition of Mixtures
Tests for cleanliness, abrasion loss, and percent of fractured faces will be made on
Article 8 - 7
representative samples of aggregate taken during production or from the stockpiles. Proportions
of the reclaimed and virgin material shall be determined and proposed by the
Contractor/Developer to meet the mix composition requirements of CDOT Standard
Specifications for Road and Bridge Construction - Section 400. The maximum aggregate size
contained in the combination of reclaimed asphalt pavement and new aggregate shall not
exceed the maximum specified in the gradations presented in these specifications.
(a) Job-Mix Formula. See Section 8.1 of these specifications for approval of mix design.
Cost for this testing shall be the responsibility of the Contractor.
(b) Uniformity. After the job-mix formula has been approved, the owner shall implement an
acceptable quality control plan as detailed in Section 8.1.3.4 of these specifications.
Deviations from the final approved design for bitumen content and gradation of
aggregates shall not be greater than the tolerances listed in Section 8.1.3.3 of these
specifications and shall be based on the extraction test.
(c) Bituminous Mixing Plant
(1) Batch Plant. The batch plant shall be modified to allow weighing the reclaimed
asphalt pavement (RAP) material prior to incorporation into the pugmill. The cold
feed bin, conveyor system and the special bin adjacent to the weigh box, if used,
shall be designed to avoid segregation and stocking of the RAP material. The virgin
aggregates shall be dried and heated to a suitable temperature so that on combining
with the RAP material at ambient temperature the resulting mix temperature of
successive loads may be a cause for a rejection of the mix by the Engineer. The
virgin aggregates shall be free of unburned fuel oil when delivered to the pugmill.
(2) Drum Mixer Plant. The drum mixer plant shall be modified to prevent direct contact
of the RAP material with the burner flame and/or overheating of the RAP material in
the process.
8.1.9 MEASUREMENT AND PAYMENT
Asphalt concrete pavement courses measured by the square yard, will be paid for at the
contract unit price per square yard. This payment shall be full compensation for all materials,
tools, equipment, and labor necessary to complete the work under this section in accordance
with the plans and these specifications. The payment shall be full compensation for all coats
applied in accordance with these specifications.
If there is no pay item for asphalt concrete pavement of the type specified it will not be
measured and paid for separately but shall be included in the pay item most closely associated
with the work. Payment will be made under:
Table 8.5. Payment Units
Pay Item Pay Unit
Asphalt Pavement (Asphalt) Ton
Asphalt Pavement (RAP) (Asphalt)Ton
Asphalt Pavement (Patching) (Asphalt)S.F.
Article 8 - 8
8.2 ASPHALTIC TACK COAT
8.2.1 TACK COAT
8.2.1.1 Description
Existing asphalt surfaces receiving an asphalt overlay, existing vertical concrete surfaces such
as curb and gutter, crosspans and manholes, or between layers of multi-course asphaltic
pavement structure, shall receive a tack coat consisting of an emulsified asphalt in accordance
with these specifications at the locations shown on the plans, or as directed by the Engineer.
Tack coat may be eliminated between successive lifts if the Contractor protects the surface from
contamination.
8.2.1.2 Surface Preparation
Before applying the tack coat, surfaces shall be thoroughly cleaned of all dirt and other debris to
ensure adequate bond between tack surface and asphaltic mat. The surface of the existing
asphalt must be completely dry before placing tack coat.
8.2.1.3 Liquid Asphalt
The liquid asphalt used for tack coat shall be an emulsified asphalt grade conforming to CDOT
Specifications Section 407 and shall satisfy the requirements of AASHTO M-140 or M-208.
Other emulsified asphalts may be used upon written permission of the Engineer.
8.2.1.4 Placing
The rate of application shall be 0.05 to 2.0 gallons per square yard and shall provide a uniform
and even coating of the surface. The surface shall be allowed to cure to permit drying and
setting of the tack coat prior to the paving operation.
8.2.2 MEASUREMENT AND PAYMENT
Payment for tack coat shall be included in the unit price bid for asphalt pavement, and shall
include all materials, tools, equipment, and labor necessary to complete the work in accordance
with the plans and specifications, and as directed by the Engineer.
8.3 CONCRETE PAVEMENT
8.3.1 DESCRIPTION
The work performed under this section shall consist of the construction of a pavement
composed of Portland cement concrete, with or without reinforcement as specified, on a
prepared subgrade or base course in accordance with these specifications and in reasonably
close conformity with the lines, grades, thicknesses, and typical cross sections shown on the
plans or established.
Article 8 - 9
8.3.2 MATERIAL
8.3.2.1 General
The specifications presented in this section are performance oriented. The City's objective in
setting forth these specifications is to achieve an acceptable quality of streets. All sources for
the mined or manufactured materials must be annually approved by the City as having met the
appropriate materials performance specifications. This approval is a condition of using those
material sources for public improvement construction.
8.3.2.2 Procedure for Material Source Approval
On or before April 1st of each year, a material supplier for any City improvement shall supply
written documentation and material test results from a qualified, independent materials testing
laboratory that describes:
(a) Material(s) being tested to meet City specifications.
(b) The test procedures employed.
(c) The supplier(s) manufacturing, mining, or treating process by which the tested materials
were created.
(d) The material test results.
(e) A signed statement by the material supplier that the materials produced and tested for
this certification are truly representative of the materials to be provided for public
improvements in the City during the coming 365-day period.
8.3.2.3 Portland Cement Concrete
This material shall consist of a mixture of fine and coarse aggregates, Portland cement, water
and other materials or admixtures as required. Comply with ARTICLE 4 – Concrete and
ARTICLE 5 – Structural Concrete.
8.3.3 CONSTRUCTION REQUIREMENTS
Materials shall be proportioned, handled, measured, batched, placed, finished and cured in
accordance with Section 412 of the CDOT and ASTM C-94 (whichever is more stringent).
8.3.4 QUALITY CONTROL
All samples and tests described herein shall be made in accordance with approved
ASTM/AASHTO procedures. The Contractor/Developer shall provide for all testing laboratory
services in connection with tests verifying conformance of proposed materials with project
requirements. The Contractor/Developer shall also provide for testing laboratory services in
connection with tests on materials after incorporation into the project, on a first-time basis only.
Additional tests may be required at the direction of the Engineer. If additional tests are required,
Article 8 -10
the financial burden will be borne by the contractor/developer if the testing results fail to meet
minimum city specifications. If the testing results meet or exceed the city specifications the
additional testing costs will be paid for by the requesting entity.
During placement of Portland cement concrete pavement, observation and testing shall be on a
full-time basis. For each day of production, aggregate samples shall be obtained for gradation of
both the coarse and fine aggregates.
Testing shall be done per ARTICLE 4 – Concrete.
Thickness of fresh concrete must be checked a minimum of every 300 lineal feet each traffic
lane according to the CDOT Section 412.24. Any noted deficiency areas shall be corrected at
that time. Surface deficiency areas shall also be corrected at that time. Surface smoothness
shall be tested and corrected as necessary according to CDOT Section 412.16. The Engineer
will decide when the pavement shall be opened to traffic; otherwise, the pavement shall not be
opened to traffic until 14 days after the concrete was placed, or until the compressive strength of
laboratory cured 6 x 12 cylinders (ASTM C-39) averages 3000 psi. Prior to opening to traffic, the
pavement shall also be cleaned, and all joints sealed.
8.3.5 FINAL ACCEPTANCE
All test results shall be submitted and reviewed by the City. Provided all tests are acceptable,
the pavement will be accepted. Should testing indicate unsatisfactory work, removal,
replacement, grinding or reduced payment will be required.
8.3.6 MEASUREMENT AND PAYMENT
The accepted quantities of concrete pavement will be paid for at the contract unit price per
square yard which price and payment shall be full compensation for furnishing and placing all
materials, including any dowels, tie bars and joint material.
No additional payment over the unit contract bid price will be made for any pavement which has
an average thickness in excess of that shown on the plans. Reinforcing steel, other than as
mentioned above, will be measured and paid for in accordance with ARTICLE 5 – Structural
Concrete.
8.4 PAVEMENT MARKING
8.4.1 DESCRIPTION
This work consists of furnishing and applying pavement marking, and furnishing and installing,
and removing temporary marking in accordance with these specifications, the Manual on
Uniform Traffic Control Devices for Streets and Highways (MUTCD), the Colorado supplement
thereto, and in conformity to the lines, dimensions, patters, locations, and details shown on the
plans or established.
Article 8 -11
8.4.2 SUBMITTALS
Contractor shall submit product details and MSD Sheets for all paint, pavement marking tape,
thermoplastic pavement marking, glass beds, and epoxy pavement marking materials.
8.4.3 MATERIALS
8.4.3.1 Paint
Comply will all provisions of CDOT specifications subsection 708.05.
8.4.3.2 Glass Beads
Comply will all provisions of CDOT specifications subsection 713.08.
8.4.3.3 Modified Epoxy Pavement Marking
Comply will all provisions of CDOT specifications subsection 713.17.
8.4.3.4 Thermoplastic Marking
Comply will all provisions of CDOT specifications subsection 713.12.
8.4.3.5 Pavement Primer
Comply will all provisions of CDOT specifications subsection 708.07.
8.4.3.6 Preformed Plastic Pavement Marking
Comply will all provisions of CDOT specifications subsection 713.13.
8.4.3.7 Pavement Marking Tape
Comply will all provisions of CDOT specifications subsection 713.15.
8.4.3.8 Pavement Marking Tape (Removable)
Comply will all provisions of CDOT specifications subsection 713.16.
8.4.3.9 Raised Pavement Marker
Comply will all provisions of CDOT specifications subsection 713.18.
8.4.3.10 Preformed Thermoplastic Pavement Marking
Comply will all provisions of CDOT specifications subsection 713.14.
Article 8 -12
8.4.4 CONSTRUCTION REQUIREMENTS
8.4.4.1 General. All pavement markings shall be placed in accordance with the following
requirements.
(a) Pavement Marking Plan. When pavement marking location details are not provided in
the Contract, the Contractor shall submit a layout of existing conditions to the City of
Pueblo Traffic Engineer for approval or modification.
(b) Roadways Closed to Traffic During Construction. Final markings shall be in place
prior to opening the roadway to traffic. Pavement markings on detour routes shall meet
all requirements of the MUTCD.
(c) Roadway Constructed Under Traffic. Final pavement markings shall be placed within
two weeks after final surfacing is completed. Pavement markings shall also be placed
on any roadways opened to traffic when the project pavement work is discontinued for
more than two weeks.
(d) Temporary Pavement Markings. Temporary pavement markings and control points for
the installation of those pavement markings for roadways that are being constructed
under traffic shall be installed as follows:
(1) Temporary paved roadways shall have a center line, lane line, and edge line
markings before they are open for traffic.
(2) Upon removal, markings applied to a final surface shall not leave a scar that
conflicts with permanent markings.
(3) Center line, lane line, and edge line temporary markings shall be in pace at the
end of each workday.
(4) Temporary pavement stencils (SCHOOL, RR Xing, etc.) are not required unless
specified in the plans.
(5) Control Points consisting of 4by 1 marks at 40 interval may be placed as guide
markers for the installation of temporary or final pavement markings. Raised
flexible markers may be substituted for these marks. Control points shall not be
used as a substitute for any required marking.
(e) All other provisions and specifications of construction shall conform to the latest version
of the CDOT specifications with the following exceptions:
(1) Subsection 627.08 (a) Inlaid Preformed Plastic Pavement Marking. Delete this
section.
(2) Subsection 627.06 (c) Thermoplastic Pavement Marking – Application. Revise
sentence to read: “The minimum thickness of thermoplastic lines as viewed from
a lateral cross section shall not be less than 1/8. Measurements shall be
taken as an average throughout any 36section of the line. The material, when
formed into traffic stripes, must be readily renewable by placing an overlay of
new material direction over the old line of compatible material. Such new
material shall bond itself to the old line in such a manner that no splitting or
separation takes place.”
Article 8 -13
8.4.5 MEASUREMENT AND PAYMENT
The accepted quantities will be paid for at the contract price per unit of measurement for each
the pay items listed below that appear in the bid schedule. Payment will be made under:
Table 8.6. Payment Units
Pay Item Pay Unit
Pavement Marking PaintGallon
Modified Epoxy Pavement Marking Gallon
Pavement Marking TapeLF
Pavement Marking Paint (Word-Symbol)SF
Pavement Marking Paint (Xwalk-Stop Line)SF
Thermoplastic Pavement Marking SF
Thermoplastic Pavement Marking (Word-Symbol)SF
Thermoplastic Pavement Marking (Xwalk-Stop Line)SF
Preformed Thermoplastic Pavement MarkingSF
Preformed Thermoplastic Pavement Marking (Word-Symbol) SF
Preformed Thermoplastic Pavement Marking (Xwalk-Stop Line) SF
Waterblasting will not be measured or paid for separately but shall be included in the work.
Glass beads and cleaning with high pressure water blast or air blast shall be included in the cost
of the work. Each authorized application of temporary pavement marking will be measured and
paid for at the contract unit price for each type of material used. Control points and Contractor
pavement marking plans will not be measured and paid for separately but shall be included in
the work. All costs associated with having the Preformed Plastic Pavement Marking
manufacturer-trained installer on-site and providing documentation will not be measured and
paid separately but shall be included in the work.
Article 8 -14
ARTICLE 9
TRAFFIC CONTROL
9.1 GENERAL
9.1.1 DESCRIPTION
Traffic control shall conform to the ordinances and regulations of the City of Pueblo. Construction
signing and marking shall conform to the Manual of Uniform Traffic Control Devices for Streets
and Highways, U.S. Department of Transportation, latest edition and revisions thereto, City of
Pueblo Supplement to MUTCD for Traffic Control for Street Construction Utility Work and
Maintenance Operations and the State of Colorado Department of Highways Standard
Specifications for Road and Bridge Construction (latest edition), Section 614, "Traffic Control
Devices", and Section 713, "Traffic Control Materials".
9.2 SCOPE
This work shall consist of furnishing and maintaining in place all barricades, warning signs, lights,
and other safety devices required to protect the work, divert traffic, and warn pedestrians of open
excavations, unfilled trenches, and other areas or conditions which might be hazardous or
dangerous during daylight or darkness.
Detours shall be maintained throughout the period of construction in such a manner as to provide
the least amount of disruption to normal traffic flow.
The Contractor shall strictly adhere to all time limits and other restrictions as specified by the City
Traffic Engineering Division in the approval of the Traffic Control Plan.
9.3 CONSTRUCTION STAGING
The contractor shall coordinate with the City Traffic Engineering Division to determine the site-
specific staging and/or phasing requirements. The Contractor shall schedule the work in such a
manner as to comply with the staging and/or phasing requirements contained in the contract
documents.
9.4 CONSTRUCTION REQUIREMENTS
9.4.1 General
The Contractor shall maintain a 24 hour, 7 days a week (including weekends and holidays)
emergency service to remove, install, relocate, and maintain warning devices. The Contractor
shall furnish to the City the name and telephone number of the Traffic Control Supervisor
responsible for emergency service.
Article 9 -1
In the event the Traffic Control Supervisor does not respond within 2 hours, or the City deems it
necessary to call out other forces to accomplish emergency services, the Contractor will be held
responsible for the cost of such emergency services, without reimbursement.
9.4.2 Existing Traffic Control Devices
Prior to commencing work in the vicinity of any existing Traffic Control Devices, the Contractor
shall coordinate with the City Traffic Engineering Division in the removal of devices which need
to be removed or relocated to accommodate the work. The Contractor shall store all devices in a
safe and secure manner throughout the period of work and assume responsibility for temporary
devices if necessary.
Upon completion of the work in the vicinity of the previously removed Traffic Control Devices, the
Contractor shall reinstall the devices as directed by the City Traffic Engineering Division. Any
Traffic Control Devices damaged during removal, relocation storage, or reinstallation shall be
repaired or replaced by the Contractor, to City Standard, at their expense.
The removal relocations, storage, and reinstallation of existing devices shall not be paid for
separately but shall be considered as incidental to the project.
9.4.3 Traffic Control Plans
9.4.3.1 Submittal
The Contractor shall submit Traffic Control Plans in drawing form for the review and approval by
the City Traffic Engineering Division or project engineer. The Traffic Control Supervisor shall
provide a night telephone number to assure 24-hour availability.
Traffic Control Plans for street closure and major detours of local and/or through traffic shall be
submitted to the City Traffic Engineering Division or project engineer at least ten calendar days in
advance of the closure or detouring.
Traffic Control Plans not involving closures or major detours shall be submitted a minimum of 72
hours (three City business days) prior to implementation.
No phase of construction shall commence until the Traffic Control Plan has been approved.
Approved Traffic Control Plans shall not be revised without prior approval of the City Traffic
Engineering Division or project engineer. Revisions shall be submitted in accordance with the
above requirements.
9.4.3.2 Format
Traffic Control Plans shall include detailed signing, barricading, and traffic detouring information
for each phase or stage of construction including as a minimum: type and number of devices,
working hours, date(s), number and location of flaggers, and time restrictions, if any.
Article 9 -2
9.4.3.3 Copies of Approved Plan
Copies of the approved Traffic Control Plans shall be available on-site at all times; the Contractor
shall provide copies to the Project Engineer, Traffic Engineer, and Project Inspector.
9.4.4 Traffic Control Supervisor
9.4.4.1 Qualifications
The Contractor shall designate a Traffic Control Supervisor who shall perform the Traffic Control
Management and shall be responsible for maintaining all Traffic Control Devices in compliance
with the approved Traffic Control Plan.
The Traffic Control Supervisor shall be either an employee of the Contractor, other than the
Superintendent, or an employee of a firm which has a subcontract for the overall Traffic Control
Management for the project. The Traffic Control Supervisor shall be currently certified by the
American Traffic Safety Services Association or Colorado Contractors Association as a Worksite
Traffic Control Supervisor.
The name and qualifications, including a current copy of the American Traffic Safety Services
Association certification, of the Traffic Control Supervisor shall be submitted to the Engineer and
the Engineer's approval shall be obtained prior to commencing construction. The Traffic Control
Supervisor shall have an up-to-date copy of part VI of the Manual of Uniform Traffic Control
Devices (and revisions thereof) and City of Pueblo Supplement to MUTCD for Traffic Control for
Construction, Utility Work and Maintenance Operations available on-site at all times.
9.4.4.2 Duties
The Traffic Control Supervisor duties shall include, but not be limited to:
(a) Preparing, revising, and submitting the Traffic Control Plan as required.
(b) Direct supervision of project flaggers.
(c) Coordinating all Traffic Control operations, including those of subcontractors and
suppliers.
(d) Coordinating project activities with appropriate police and fire control agencies.
(e) Maintaining a project Traffic Control diary which shall become a part of the project records.
(f) Inspecting Traffic Control Devices on every calendar day that Traffic Control Devices are
in use. (By the Traffic Control Supervisor or his approved representative).
(g) Ensuring that Traffic Control Devices are functioning as required.
Article 9 -3
(h)
Overseeing all requirements covered by the plans and specifications which contribute to
the convenience, safety and orderly movement of traffic.
9.4.4.3 Working Hours
The Traffic Control Supervisor shall be available on a 24 hour per day basis. The Contractor shall
make arrangements so that the Traffic Control Supervisor, or his representative as approved by
the City, will be available on every working day and upon the request of the Engineer.
9.4.5 Flaggers/Off-Duty Police Officers
The City Traffic Engineering Division may require flaggers or off-duty police officers for traffic
direction.
9.4.5.1 Qualifications
(a) All flagging personnel shall have completed the Colorado Department of Transportation
minimum training requirements for flaggers within 2 years prior to beginning the project.
Flaggers will be required to have a current American Traffic Safety Services Association
certification card upon their person when engaged in any flagging operation.
(b) Off-duty police officers shall be active members of the City of Pueblo Police Department.
The Contractor shall be responsible for contacting the Police Department and making all
arrangements for off-duty officers.
9.4.6 Pedestrian Traffic Control
Throughout construction, the Contractor shall maintain pedestrian walkways along all public
streets unless otherwise approved by the City Traffic Engineering Division. Said pedestrian
walkways shall be a minimum of wide and shall be safely delineated. Pedestrian walkways shall
be surfaced in a manner approved by the Engineer and shall be safely maintained and kept clear
of all debris and obstructions (including tools, equipment, and materials). Unless otherwise
specified in the contract documents, pedestrian walkways shall be supplied and maintained by
the Contractor at his expense.
9.4.7 Access to Adjacent Properties
The Contractor shall notify all affected residents and/or property owners a minimum of 48-hours
prior to restricting normal access from public streets to adjacent properties. The Contractor shall
inform each resident and/or property owner of the nature of the access restriction, the
approximate duration of the restriction, and the best alternate access route for that particular
property. Any closure of access to or from adjacent property shall be submitted to the Engineer
and approved prior to implementation.
Article 9 -4
9.4.8 Re-Opening to Traffic
Before reopening any portion of the public streets to vehicular traffic, the Contractor shall restore
the pavement as required by the Plans and Specifications and in accordance with Section 19-5-
2 of the City Code, "Excavations", shall reset all signs, and shall restore all pavement markings.
If necessary, a temporary asphalt concrete surface and temporary pavement markings shall be
installed by the Contractor at his expense.
Any signs damaged as a result of the Contractor's work shall be repaired or replaced to the
requirements of the City Traffic Engineering Division; said repair or replacement shall be at the
Contractor's expense.
9.5 MEASUREMENT AND PAYMENT
Work performed under this section shall be paid for by one of the following methods as specified
in the contract documents:
9.5.1 Lump Sum Bid Item
When Traffic Control is shown as a Lump Sum item in the bid schedule, it shall be the
responsibility of the Contractor to determine the Traffic Control needs for the project, including all
devices and personnel, and to develop the bid amount accordingly. Payment shall be made as a
percentage of the Traffic Control Lump Sum amount equal to the percent-complete-to-date of the
balance of the total contract amount less any previous payments for Traffic Control. In no case
shall the total amount paid for Traffic Control exceed the Lump Sum shown in the bid schedule.
9.5.2 Incidental to Project
When Traffic Control is not shown in the bid schedule as a separate item, the work shall not be
paid for separately, but will be considered as incidental to the project.
Article 9 -5
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ARTICLE 10
LANDSCAPING
10.1 DESCRIPTION
This work shall consist of furnishing and spreading fertilizers; soil preparation; furnishing and
drilling or sowing seed; mulching the seeded areas; and placing blue grass sod in accordance
with these specifications, accepted horticultural practice, and in reasonably close conformity
with the locations and details shown on the plans or as designated.
For seeding in unirrigated or sprinkled areas, spring seeding is allowed from the spring thaw
to June 15th and fall seeding is allowed from September 1st until consistent ground
freeze. Seeding will be allowed between June 15th and September 1st only with irrigation or
sprinkler systems being utilized.
Seeding accomplished outside the time periods listed above will be allowed only when
ordered by the Landscape Architect or City Engineer or when the Contractor's request is
approved in writing. When requested by the Contractor, the Contractor must agree to perform
the following work at no cost to the City: (1) apply the specified seed and mulch at a rate of
not less than 25 percent greater per unit area than the rates specified for use within the time
periods listed above, (2) re-seed, re-mulch, and repair areas which fail to produce vegetation.
When seeding is ordered by the Landscape Architect or City Engineer outside the time
periods listed above, the cost of additional material will be paid for by the City. The Contractor
will not be responsible for failure of the seeded area to produce vegetation due to reasons
beyond the control of the Contractor.
Sod shall be placed between September 15 to October 15 and March 1 to April 15 of the
calendar year or as otherwise approved by the Engineer.
Mulching may be accomplished by the crimping method using straw or hay, by the hydraulic
method using wood cellulose fiber mulch or by other acceptable mulching methods approved
by the Landscape Architect or City Engineer.
10.2 MATERIALS
10.2.1 Seed
(1) All seed shall be furnished in bags or containers clearly labeled to show the name and
address of the supplier, the seed name, the lot number, net weight, origin, the percent
of weed seed content, the guaranteed percentage of purity and germination, pounds of
pure live seed (PLS) of each seed species and the total pounds of pure live seed in the
container. All brands furnished shall be free from such noxious seeds as Russian or
Canadian Thistle, European Bindweed, Johnson Grass and Leafy Spurge. The
Contractor shall furnish to the Engineer a signed statement certifying that the seed
furnished is from a lot that has been tested by a recognized laboratory for seed testing
within six months prior to the date of delivery. Seed which has become wet, moldy, or
otherwise damaged in transit or in storage will not be acceptable.
(2) The mixture shall consist of the following species and rates. Planting rates are
expressed in terms of pure live seed (PLS).
Article 10 - 1
(3) Turf Mix:
Species Variety LBS. PLS per LBS. PLS per
1,000 SF 1,000 SF
Drilled Broadcast
Turf Type Tall Fescue (Festuca spp.) 9.0 18.0
Kentucky Bluegrass (P. pratensis) 1.0 2.0
10# PLS 20# PLS
*NOTE: This is a sample seed mix, refer to project specifications.
(4) Native Mix:
Species Variety LBS. PLS per LBS. PLS per
Acre Drilled Acre
Broadcast
Blue grama (B. gracilis) Lovington 0.4 0.8
Little bluestem (S. scoparium) Pastura 1.2 2.4
Sideoats grama (B. curtipendula) Butte or
Vaughn
Prairie sandreed (C. longifolia) Goshen 1.1 2.2
Sand dropseed (S. cryptandrus) 0.1 0.1
Green needlegrass (N. viridula) 1.7 3.4
Streambank wheatgrass(E. lanceolatus)Sodar2.0 4.0
8.1# PLS 16.1# PLS
*NOTE: This is a sample seed mix, refer to project specifications.
(5) Seed and seed labels shall conform to all current State and Federal regulations and
will be subject to the testing provisions of the Association of Official Seed Analysis.
Computations for quantity of seed required are based on the percentage of purity and
percent of germination.
(6) If seed available on the market does not meet the minimum purity and germination
percentages specified, the Contractor must compensate for a lesser percentage of
purity of germination by furnishing sufficient additional seed to equal the specified
product. Product comparison shall be made on the basis of pure live seed in pounds
based on the information received from each seed bag. The formula used for
determining the quantity of pure live seed (PLS) shall be: Pounds of Seed x (Purity x
Germination) = Pounds of Pure Live Seed (PLS).
(7) Areas that are non-irrigated or not provided with sprinkling or watering systems shall
be seeded prior to May 15th in the Spring or following September 30th in the Fall.
(8) Seeding shall follow closely behind the tilling of the fertilizer or as directed by the
Landscape Architect or City Engineer, to make special seed bed preparation
unnecessary. The Landscape Architect or City Engineer may establish test sections for
adjusting the seeding equipment to assure the specified rate. The Engineer may order
equipment readjustment at any time.
(9) All slopes 2:1 and flatter shall be seeded by mechanical power drawn drills followed by
packer wheels or drag chains. Mechanical power drawn drills shall have depth bands
set to maintain a planting depth of at least one-quarter inch and shall be set to space
Article 10 - 2
the rows not more than seven inches (7”) apart. Seed that is extremely small shall be
sown from a separate hopper adjusted to the proper rate of application.
(10) Seed shall not be drilled or sown during windy weather or when the ground is frozen
or otherwise untillable.
(11) If inspections indicate that strips wider than the specified space between the rows
planted have been left or other areas skipped, the Landscape Architect of City
Engineer may require immediate resowing of seed in such areas at the Contractor's
expense.
(12) Unless otherwise noted on the plans, the Contractor shall be responsible for
maintaining and watering areas seeded for a period of seven weeks after the time of
seeding.
(13) Areas in which there is not a satisfactory stand (no bare areas larger than six (6)
square inches) at the expiration of this seven-week period shall be reseeded.
Sprinkling of the seeded areas shall be carefully done in such manner to avoid
standing water, surface wash, or scour. Areas seeded and so maintained shall be
protected against damage by vehicle and pedestrian traffic by the use of barriers and
appropriate warning signs.
10.2.2 Sod
(1) Superior sod grown from certified, high quality, seed of known origin or from plantings
of certified grass seeds or stolons. Contractor shall submit to the Landscape Architect
or City Engineer the name of the turf farm(s).
(2) Sod shall be true to type, quality cultured turf grass grown from seed approved by the
US Department of Agriculture, free of diseases, clover, stones, pests and debris, and
containing maximum of 2% of other grass species than variety specified; no more than
two (2) broadleaf weeds or ten (10) annual weeds of weedy grasses per 50 square
yards. Thickness of sod soil portion 1" maximum.
(3) Inspect sod to –
a. Assure satisfactory genetic identity and purity.
b. Assure over-all high quality and freedom from noxious weeds or an excessive
amount of other crop and weedy plants at time of harvest.
(4) Sod shall be composed of the following approved seed mixtures:
Sod Blend Supplier
KBG/Texas Mix Southwest Farms
VorTEX Korby Sod LLC
Graff’s Texas Blue Grass Graff’s Turf Farms
Blend
G & S Select Bigfoot Turf
*NOTE: Sample seed mixture, refer to project specifications.
Article 10 - 3
10.2.3 Fertilizers
(1) Fertilizer shall be delivered to the site, mixed as specified, in the original unopened
standard size bags showing weight, analysis and name of manufacturer. Containers
shall bear the manufacturer's guaranteed statement of analysis and shall be furnished
to the Landscape Architect or City Engineer. Store fertilizer in a weatherproof place
and in such a manner that it shall be kept dry and its effectiveness shall not be
impaired.
(2) Superphosphate: Soluble mixture of treated minerals, 16% to 20% available
phosphoric acid.
(3) Commercial Fertilizer: Complete fertilizer containing the following percentages of
available plant nutrients:
a. Tablets: For trees and shrubs, provide tightly compressed long lasting, slow
release tablets weighing 21 grams with an analysis of 20-10-5, and a potential
acidity of not more than 5% by weight.
b. Granular: For lawns, vines, flowers and groundcovers, provide a granular, slow
release, commercial fertilizer with NPK proportion of 3:1:2 with 120 days
controlled release such as 24-4-10 50% duration and 3% iron.
c. Trees over 2” in caliber shall also receive: Install one 3 oz. packet of Mycor
Tree Saver per one-inch diameter of tree trunk (i.e. 3 (3 oz.) packets per 3”
B&B tree). Provide City Representative with 20 extra packets.
10.2.4 Mulch
(1) Hay mulch shall consist of clean field hay and shall not contain seeds of noxious
weeds. Hay in such an advanced state of decomposition as to smother or retard the
growth of grass will not be accepted. Hay which breaks in the crimping process rather
than bending will not be accepted. The hay mulch shall have a minimum of 60% of the
hay stubble 10" or longer upon completion of the crimping operation.
(2) After seeding has been completed, hay shall be uniformly applied at the rate of two
tons per acre or as directed. It shall then be crimped in with a crimper or other
approved equipment. After application 60% of the crimped hay shall be 10" or longer.
The Landscape Architect or City Engineer may order the employment of hand-crimping
operations on such areas where excessive ground slopes or confined areas would
cause unsatisfactory crimping to result by mechanical methods. Crimping shall be
performed on the contour. Crimping against the contour shall not be accepted.
(3) The seeded area shall be mulched and crimped within 24 hours after seeding. Areas
not mulched and crimped within 24 hours after seeding must be reseeded with the
specified seed mix at the Contractor's expense.
(4) Wood Cellulose Fiber for hydraulic mulching shall not contain any substance or factor
which might inhibit germination or growth of grass seed. It shall be dyed an appropriate
color to allow visual metering of its application. The wood cellulose fibers shall have
the property of becoming evenly dispersed and suspended when agitated in water.
When sprayed uniformly on the surface of the soil, the fiber shall form a blotter-like
ground cover which readily absorbs water and allows infiltration to the underlying soil.
Weight specifications from suppliers, and for all applications, shall refer only to air dry
weight of the fiber, a standard equivalent to 10 percent moisture. The mulch material
shall be supplied in packages having a gross weight not in excess of 100 pounds and
Article 10 - 4
shall be marked by the manufacturer to show the air-dry weight content. Suppliers
shall certify that laboratory and field testing of their product has been accomplished,
and that it meets all the foregoing requirements pertaining to wood cellulose fiber
mulch.
(5) Cellulose wood fiber mulch shall be added after the proportionate quantities of water
and other approved materials have been placed in the slurry tank. All ingredients shall
be mixed to form a homogeneous slurry. Using the color of the mulch as a metering
agent, the operator shall spray apply the slurry mixture uniformly over the designated
seeded areas. Areas not properly mulched or areas damaged due to the Contractor's
negligence, shall be repaired and remulched in an acceptable manner at the
Contractor's expense. Mulch removed by circumstances beyond the Contractor's
control shall be repaired and remulched as ordered. Payment for this corrective work,
when ordered, shall be at the contract prices.
10.2.5 Imported Backfill
(1) Fertile, loose, friable sandy loam or natural agriculture topsoil typical of locality and
capable of sustaining vigorous plant growth. Shall be clean and free from toxic minerals,
noxious weeds, rocks larger than two inch (2”) in any dimension, and other objectionable
materials.
(2) Borrow Topsoil shall be tested by an approved laboratory for both a “Soil Sample Test”
and a ” Paste Test” and provide the results to the Owner. If necessary, to bring the soils
into a satisfactory condition for growing the plant material, the Contractor shall provide
proposed recommendations on how the Contractor will amend the soil, at the
Contractor’s expense.
(3) Acidity/alkalinity range - pH 6.0 to 8.0.
10.2.6 Top Soil
(1) Contractor is to provide topsoil mix that conforms to the following tolerances.
(2) Topsoil for all tree, shrub, and ground cover planting beds shall consist of the
following:
a. 60% to 70% sand
b. 10% max. silt.
c. 10% max. clay.
d. minimum 12% organic matter
e. pH value of 5.0 to 6.0.
f. Drainage minimum of 3/4 inch/hr.
(3) Acceptable amendments include:
a. Composted organic wood and manure-based product with a carbon to nitrogen
ratio between 15:1 and 30:1, with a pH of 5 to 6, salt content below 6
mmhos/cm. Other materials such as mushroom compost, etc. may be
considered for approval.
b. Amendments shall be free of objectionable odor, and free from all viable weed
seeds, finely shredded to pass 70% through a 1/4 inch mesh screen.
Article 10 - 5
(4) Topsoil for all lawn and meadow areas shall consist of the following:
a. 60% to 80% round sand.
b. 10% max. silt.
c. 10% max. clay.
d. minimum 5% organic matter
e. pH value of 5.0 to 6.0.
f. Drainage minimum of 3/4 inch/hr.
(5) Sand:
a. River pump or screened quarry sand with a particle size breakdown as follows.
Provide sieve analysis for approval.
Coarse Sand 15%
Medium Sand 65%
Fine Sand20%
(6) Compost:
a. Well-decomposed, 2-year-old, organic wood and manure based product with a
carbon to nitrogen ratio between 15:1 and 30:1, with a pH of 5 to 6, and a salt
content below 6 mmhos/cm. Other materials such as a decomposed
mushroom or vegetable matter of natural occurrence may be considered for
approval. Sheep and peat is acceptable.
b. Shredded particle minimum size: 1/4 – 1/2 inch.
(7) Fertilizer:
a. Analysis and application rates in accordance with soil analysis results - Slow
release type sulphur coated urea complete with micronutients.
(8) Peat Moss: (Mountain peat moss is not acceptable for use on the project)
a. Derived from partially decomposed fibrous or cellular stems and leaves of
species of Sphagnum Mosses.
b. Elastic and homogenous, brown in color.
c. Free of wood and deleterious material that could prohibit growth.
d. Shredded particle minimum size: 1/4".
(9) Drain gravel: 3/4" diameter clean round drain rock, free of fines.
10.2.7 Organic Soil Amendment
(1) Organic soil amendment shall be a composted organic wood and manure-based product
with a carbon to nitrogen ratio between 15:1 and 30:1, with a pH of 5.0 to 6.0, and a salt
content below 6 mmhos/cm. Other materials such as a decomposed mushroom or
vegetable matter of natural occurrence may be considered for approval.
(2) The organic soil amendment shall be free of objectionable odor, and free from all viable
weed seeds, finely shredded to pass 70% through a 1/8-inch mesh.
Article 10 - 6
(3) Compost steer manure or peat moss, “Nutril Mulch”, “Soil Pep”, nitrogen stablilized
organic amendment (not sawdust), or other material approved by Owner.
10.2.8 Natural Rock Materials
(1) Boulders shall be selected and approved by the Landscape Architect or City Engineer.
Type, size, and color shall be as directed by the City. Boulders shall be approved prior
to delivery to the site.
(2) Boulders shall be clean, uniform in type, and free of abrasions, marks, drill holes, and
all other deleterious marks.
10.2.9 Brick Pavers
(1) Brick pavers shall conform to ASTM C-902, SW grade, Class SX, Type 1. Water
absorption shall not exceed 4%.
(2) Size: Wire-cut pavers to dimensions shown on the drawings.
(3) Color shall be as specified on the drawings or by the Landscape Architect or City
Engineer.
(4) Friction Factor: Permanent wet leather/wet paver factor of 0.5 minimum.
10.2.10 Irrigation
(1) General Piping
a. Pressure Supply Lines (downstream of backflow prevention units) – Sch. 40
PVC.
b. Non-pressure Lines - Class 200 PVC
c. PVC Sleeving – Sch. 40 PVC.
d. Drip Tubing – Toro Dura-Pol EHD 1645 3/4" with .050 inch wall thickness.
e. Emitter Tubing - As recommended by emitter manufacturer.
(2) Plastic Pipe and Fittings:
a. Identification Markings. Identify all pipe with following indelible markings.
i. Manufacturer's name.
ii. Nominal pipe size.
iii. Schedule of class.
iv. Pressure rating.
v. NSF (National Sanitation Foundation) seal of approval.
vi. Date of extrusion.
(3) Solvent Weld Pipe. Manufactured from virgin polyvinyl chloride (PVC) compound in
accordance with ASTM D2241 and ASTM D1784; cell classification 12454-B, Type 1,
Grade 1.
a. Fittings - Standard Schedule 40, injection molded PVC; complying with ASTM
D1784 and D2466, cell classification 12454-B.
Article 10 - 7
i. Threads. Injection molded type (where required).
ii. Tees and ells
1. Threaded Nipples - ASTM D2464, Schedule 80 with molded
threads.
2. Joint Cement and Primer - Type as recommended by
manufacturer of pipe and fittings.
(4) Drip Irrigation Systems
a. Drip Tubing - Manufactured of flexible vinyl chloride compound conforming to
ASTM D1248, Type 1, Class C, Category 4, P14 and ASTM D3350 for PE
122111C.
b. Fittings - Type and make recommended by tubing manufacturer.
c. Drip Valve Assembly – type and size to be shown on design submittal.
i. PR Filter - Plastic construction with 200 mesh (75 micron) nylon screen
and 1/2 inch blow-out assembly. Pressure reduction is included in the
filter.
ii. Control Valve - 2 way, solenoid pilot operated type made of synthetic,
non-corrosive material; diaphragm activated and slow closing. Include
freely pivoted seat seal; retained (mounted) without attachment to
diaphragm.
d. Emitters –Single port, pressure compensating, press on type by Rainbird.
i. Use 2 emitters per shrub, 4 per tree, and 1 per flower or groundcover.
See plant list for specific emitter size.
ii. Gallons per hour (GPH) as indicated on plans.
e. Landscape Dripline Tubing – Dual outlet ports, pressure compensating in-line
emitter tubing, Rainbird LD-09-12.
(5) Gate Valves - Gate Valves for 3/4 inch through 2-1/2 Inch Pipe - Brass construction;
solid wedge, IPS threads, and non-rising stem with wheel operating handle.
(6) Quick Coupling Valves - Brass two-piece body designed for working pressure of 150
PSI; operable with quick coupler. Equip quick coupler with locking rubber cover. Key
size and type as shown on Drawing.
(7) Valve Boxes:
a. Gate Valves, Quick Coupling Valves, Drain Valves, Drip Line Blow-out Stubs,
and Wire Stub Box - Carson Brooks #910-10, box as detailed.
b. 3/4 inch through 2 inch Control Valves - Carson Brooks #1419-12 box.
c. Drip Valve Assemblies - Carson Brooks #1220-12 box.
(8) Electrical Control Wiring:
a. Two Wire System
b. Low Voltage
c. Electrical Control Wire - American Wire Gauge (AWG) No. 14 solid copper,
Type UF cable, which is UL approved for direct underground burial, if required
to operate system as designed.
Article 10 - 8
d. If multiple controllers are utilized, and wire paths of different controllers cross
each other, both common and control wires from each controller shall be
different colors approved by Landscape Architect or City Engineer.
e. Control Wire connections and splices shall be made with 3M direct bury splice,
Rain Bird Pentite connectors, or similar dry splice method.
f. Low Voltage – (2-Wire Decoder Cable)
i. Electrical Control Wire - UFUL approved, Paige Wire P7072D 12/2 (or
as per manufactures requirements, direct burial copper wire to operate
system as designed.
ii. If multiple controllers are utilized, refer to wire routing plan for individual
wire runs. Each controller shall have a wire path of a different color.
Refer to plan for any additional cable color requirements.
iii. If multiple controllers are utilized, each controller shall have its own 2-
wire decoder cable run, controllers cannot be connected with same 2-
wire run.
iv. Loop five (5) feet minimum of 2-wire cable into all valve boxes.
v. Control Wire connections and splices shall be made with 3M DBY or
King 600 DBY/R, or similar, direct bury splice, or as required by the
controller manufacturer.
g. High Voltage – Type required by local codes and ordinances, of proper size to
accommodate needs of equipment serviced.
(9) Automatic Controller – Size and type as shown on drawings and details. Unless
otherwise specified use Weathertrak brand.
(10) Hydrometer Master Control Valve/Flowmeter - Size and type shown on Drawings per
each system design.
(11) Electric Control Valves - Size and type shown on Drawings having manual flow
adjustment (except drip valves) and manual bleed nut.
(12) Sprinkler Heads - As indicated on Drawings. Fabricated riser units in accordance
with details on Drawings - with riser nipples of same size as riser opening in sprinkler
body.
(13) Backflow Preventer - Size and type indicated on Drawings; Brass construction with
150 psi working pressure.
10.2.11 Erosion Matting
(1) The erosion matting shall be installed as shown on the drawings and as directed by
the Landscape Architect or City Engineer. An additional row of blanket (approximately
four feet wide) may also be required in areas of steep slopes, drainage paths or south
exposures. The area to be covered shall be properly prepared, fertilized, and seeded
before the blanket is applied.
(2) The product data for the erosion matting must be submitted to and approved by the
Landscape Architect or City Engineer prior to installation.
(3) When the blanket is unrolled, the netting shall be on top and the fibers in contact with
the soil over the entire area. In ditches, the blankets shall be applied in the direction of
the flow of the water, butted snugly at ends and side and stapled. On slopes, the
Article 10 - 9
blankets shall be applied either horizontally or vertically to the slope. Ends and sides
shall be butted snugly and stapled.
(4) When two or more lengths of fabric area required to be installed side-by-side or end-
toed to cover an area, a common row of staples will be used on adjoining blankets.
Minimum Blanket Dimensions
Width 4 feet min.
Length 180 feet min.
Roll Sizes 80 square yards
Approx. Weight78 pounds per roll
Staples 11 gauge wire, “U” shaped with 2-inch crown
and legs 8-inches in length, min.
(5) The erosion matting will be applied uniformly and completely over the designated area.
Use four staples across at the start of each roll. When blankets are placed along side
of each other, outer staples shall be placed so as to catch the edge of each roll. Staple
in row, in two-foot intervals along the entire length of the roll, and place two staples
centered on the blanket, halfway between each row.
(6) As a waterway liner, staple at two-foot intervals throughout the length of the roll. When
using two or more blankets side-by-side in a water course, do not put the seam (edges
of adjoining blanket) at the center of the water flow. Offset approximately six (6) inches
to one (1) foot.
(7) The Contractor shall also be responsible for maintaining and caring for the blankets for
a seven-week period. All blankets that are disturbed during this period will be replaced
and/or restapled by the Contractor.
10.2.12 Geotextile Fabric
Geotextile Fabric (Filter Fabric): Shall be Warren's Terrabond, Mirascape, DuPont Typar 3301
or approved substitution.
10.2.13 Plant Installation Accessories and Materials
(1) Ground Anchors at Tree Pits: Duckbill-type galvanized steel ground anchor/rootball
system and cable assembly 68 RBK kit (for trees up to 3’’ caliper) or 88 RBK kit (for
trees up to 6’’ caliper), by Foresight Products, Inc., (800) 325-5360, or accepted equal.
Install per manufacturer’s recommendations. Do not install on dry, cracked, crumbling
or broken rootballs.
(2) Guying and Staking Material:
a. Guying Wire: 12-gauge galvanized steel wire. Cotton/Nylon Webbing Straps
with Grommets as provided by Jeffco Enterprises, Inc., 6340 W. 56th Avenue,
Arvada, CO 80002, (303)422-2722, or accepted substitute.
i. Size for Trees Up to 3-1/2" Caliper: 16" x 3".
ii. Straps: Tensile strength of 1,000 lbs. and heat sealed on ends.
iii. Strap Color: Brown or Tan.
iv. Grommets: Securely attached and minimum 1/4 inch from end of strap.
Article 10 - 10
b. Tree Wrapping: Tree wrapping material shall be of first quality, 4-inch wide,
bituminous impregnated tape, corrugated or crepe paper, brown in color,
specifically manufactured for tree wrapping. The Contractor shall submit a
sample for Owner’s approval a minimum of 3 weeks prior to delivery on site.
10.2.14 Pre-Emergent Herbicide
At Contractor’s option, pre-emergence herbicide: Shall be "Pendulam Aqua Cap" as
manufactured by BASF or approved substitution. Apply as per manufacturer's
recommendations for weed control.
10.2.15 Post-Emergent Herbicide
For all turf planting beds, provide Roundup (Glyphosate) as manufactured by Monsanto
Company or approved equal.
10.2.16 Insecticide and Fungicide
(1) For all tree plantings, provide systemic insecticide, Merit 75 WP or approved equal.
a. Systemic insecticide such as Merit 75 WP Brand or approved equal shall be
applied per manufacturer’s recommendation at time of planting of trees and
approved by Owner.
b. Trees: Install 1.0 to 1.4 level teaspoons per one-inch of trunk diameter (D.B.H.,
At Breast Height) Minimum (1) teaspoon per 2” caliper tree.
c. Shrubs: Install .7 to 1.4 level teaspoons per one-foot of height of shrub.
d. Method of application shall be soil injection or soil drench as per
manufacturer’s recommendation. Apply treatment with water and keep moist
for 7 to 10 days. Insecticide and fungicide shall be approved by Owner’s
Representative.
10.2.17 Landscape Edger
Landscape edger shall be “Permaloc Cleanline” or equal, 3/16” x 5 ½” aluminum edger with
aluminum stakes or pins for supports, factory painted dark green
10.2.18 Integral Colored Concrete
(1) Refer to Article 4 - Non-Structural Concrete for the concrete mix requirements
(2) Integrally colored concrete used on the project shall be Davis Color, as noted on plans,
and installed as per manufacturer’s specifications.
(3) Coloring pigment added must be determined by weight. Visual bag splitting will not be
permitted.
(4) All aggregate materials must be supplied from the same source and must be non-
reactive.
(5) Cement for the entire project must be supplied from the same source and must be the
same type and brand.
Article 10 - 11
(6) For each specified color, maintain the same weight ratio pigment to cement for all
colored concrete that is placed.
(7) The curing and sealing compound for colored concrete shall be of same manufacturer
as colored admixture, for use with integrally colored concrete, and shall conform to
ASTMC309.
10.2.19 Plant Materials
(1) Plant Quality:
a. Plants: First class representatives of specified species or variety or cultivar, in
healthy condition with normal well developed branch and root systems, free of
all objectionable features, and in conformance with the requirements of AJCH,
American Standard for Nursery Stock and Colorado State Nursery Act. Where
standards may conflict, use standard that requires the highest quality of
performance.
i. Trees: Fully branched in proportion to width and height. Minimum
acceptable sizes of plants measured before pruning with branches in
normal position, shall conform to measurements as specified in plant list
furnished.
ii. Larger plants than specified may be used, if accepted, at no additional
cost to Owner.
iii. All plants must be a minimum of 2 years old.
b. Source: Plants grown in Hardiness Zones 2, 3, 4 and 5 only will be accepted.
Plants shall be nursery grown. The term "nursery grown" includes native
plants and imported plants that have been growing in a nursery for a minimum
of one growing season. Trees and shrubs shall have been root-pruned during
their growing period in the nursery in accordance with standard nursery
practice.
i. Hardiness Zones: Defined in U.S. Department of Agriculture
publications.
ii. Grower's Certificates: Required when doubt exists as to origin of plant
material.
c. Insects, Pests and Plant Diseases:
i. Trees and Shrubs: Healthy, free of diseases, insects, eggs, larvae, or
parasites of objectionable or damaging nature.
ii. Coniferous Trees: Spray at time of installation and periodically as
required to exclude infestation until final acceptance.
d. Inspection: Subject to inspection and acceptance. Owner reserves right to
reject at any time or place prior to final project acceptance, any and all
materials and plants which in Owner's opinion fail to meet these specification
requirements. Inspection is primarily for quality; however, other requirements
are not waived even though visual inspection results in acceptance. Plants
may be inspected where growing, but inspection at growth site shall not
preclude right of rejection at site.
e. Promptly remove rejected plants and other materials from site.
Article 10 - 12
(2) Plants Required: Species (botanical name), size, manner in which to be furnished and
quantity required to complete the planting, are listed and indicated by symbol on the
Drawings.
a. In event discrepancies occur between the quantities of plants indicated in
schedule and indicated by symbol on Drawings, plant quantities indicated by
symbol on Drawing shall govern.
(3) Procurement: The entering of a proposal and execution of a contract will be construed
as evidence that the Contractor has made successful procurement arrangements for
plant materials as specified.
(4) Substitutions: Substitutions will not be accepted, except with written permission of
Owner.
10.2.20 Root Barrier
Root Barrier shall be Century Root Barrier, CR2420, as supplied by:
Century Products USA
1144 North Grove St.
Anaheim, CA 92806
Ph. 714-632-7083
Fax: 714-632-5470
www.centuryrootbarrier.com
10.3 EXECUTION
10.3.1 Finish Grading and Site Preparation
Preparation:
(1) Protection
a. Trees, shrubs, and other plants
i. Protect trunks and roots of existing trees on site, which are intended to
remain. Do not use heavy equipment within branch spread or within the
dripline of the tree. Interfering branches may be removed only with the
direction from the Landscape Architect or City Engineer. Protect other
plants and features, which are to remain. Do not expose or damage
existing shrub or tree roots.
(2) During preliminary grading, dig out weeds from planting areas by their roots and
remove from site.
(3) Remove from site rocks larger than 2 inches in size and foreign matter such as
building rubble, wire, cans, sticks, concrete, etc., before placing topsoil.
Article 10 - 13
Performance:
(1) Add amendments necessary and redistribute existing topsoil stored on site and
provide additional borrow backfill material required to bring surface to within 1” below
of finish walk or curb grades.
(2) Direct surface drainage in manner indicated on Drawings by molding surface to
facilitate natural run-off of water. Fill low spots and pockets with topsoil and grade to
drain properly.
10.3.2 Rockwork
General:
(1) Construct rockwork with natural rock, at locations shown on the drawings or as
directed by the Landscape Architect or City Engineer.
(2) During installation, rockwork that does not meet the quality of the submittals or
samples as determined by the Landscape Architect or City Engineer shall be removed
by the Contractor and replaced at no additional cost to the City. Field modifications
recommended by the Contractor and approved by the Landscape Architect or City
Engineer shall be made without additional cost to the City.
Preparation, Layout, and Installation:
(1) Field verify location for boulder placement prior to installation of boulders.
(2) Handle, hoist, anchor and otherwise place boulders in the location approved by the
Owner.
(3) Boulders shall be installed with no more than 2/3 of boulder height above grade.
(4) Boulders shall be placed so that top of boulder is no higher than 24” above adjacent
street elevation.
(5) Contractor shall assume responsibility for proper alignment of completed work.
Defective Materials and Rockwork:
(1) Rockwork shall be considered defective if not constructed or placed in accordance with
the requirements of the drawings and specifications as determined by the Architect.
Natural boulders must be held securely in permanent position.
(2) Defective rockwork shall be removed and replaced with new rockwork acceptable to
the Landscape Architect or City Engineer, unless suitable correction of defects may be
otherwise accomplished as authorized by the Landscape Architect or City Engineer,
and without additional cost to the City.
10.3.3 Brick Paving
Examination:
(1) Verification of Conditions:
Article 10 - 14
a. Notify Landscape Architect or City Engineer of discovered conflicts and
discrepancies on Drawings with conditions on the site which would prevent
proper installation of brick work.
b. Review the site and verify that other trades have completed their work and that
the site is acceptable to receive the brick work.
Preparation:
(1) Controls: Lay brick work plumb and true to line and grade as indicated on the Drawings
and in accordance with approved standards of brick paving construction. Be responsible
for proper drainage on brick paving surfaces.
(2) Brick on Sand Base: For subgrade preparation, see Section 02310 - Finish Grading and
Section 02315 - Excavating, Backfilling and Compacting.
(3) Cleaning: Clean brick before setting by thoroughly scrubbing with fiber brushes and
follow with a thorough drenching with clean water. Use only mild cleaning compounds
containing no caustic or harsh fillers or abrasives.
(4) Setting Bed/Surface: Thoroughly clean up, sweep, brush down and scrub as required
to generate an optimum substrate for accepting the brick work.
Installation of Brick on Sand Base:
(1) Soil Sterilant: Apply solution over the entire area to be paved in accordance with the
manufacturer's latest printed instructions.
(2) Sand Base: Place sand base to thickness indicated on the Drawings and thoroughly
compact.
(3) Setting: Set pavers in patterns indicated on the Drawings.
(4) Joints: Set pavers snugly together with tight joints; tamp in place maintaining true line
and grade.
(5) Sand Topping: Sweep joints full of sand. Sweep excess sand from bricks and remove.
Tolerances:
(1) Do not permit finished paving surfaces to vary more than 1/4 in. measured with a 10 ft.
metal straightedge, except at grade changes.
(2) No "birdbaths" or other surface irregularities will be permitted. Correct irregularities to
the satisfaction of Landscape Architect.
10.3.4 Irrigation
(1) Coordination with City Parks Department - The contractor shall meet and coordinate
with the appropriate City Parks Department supervisor for the new, replaced or
repaired irrigation system as associated with this project and the plans and
specifications.
Article 10 - 15
(2) Landscape Plan Review and Coordination - Contractor will be held responsible for
coordination between landscape and irrigation system installation. Landscape material
locations shown on the Landscape Plan shall take precedence over the irrigation
system equipment locations. If irrigation equipment is installed in conflict with the
landscape material locations shown on the Landscape Plan, the Contractor will be
required to relocate the irrigation equipment, as necessary, at Contractor's expense.
(3) Static Pressure Verification - Contractor shall field verify the static pressure at the
project site, prior to commencing work or ordering irrigation materials, and submit
findings, in writing, to Owner’s Representative. If Contractor fails to verify static water
pressure prior to commencing work or ordering irrigation materials, Contractor shall
assume responsibility for all costs required to make system operational and the costs
required to replace any damaged landscape material. Damage shall include all
required material costs, design costs and plant replacement costs.
(4) Inspection - Examine areas and conditions under which Work of this Section is to be
performed. Do not proceed with Work until unsatisfactory conditions have been
corrected. Grading operations, with the exception of final grading, shall be completed
and approved by the Landscape Architect or City Engineer before staking or
installation of any irrigation system begins.
(5) Preparation
a. Staking shall Occur as Follows:
i. Mark, with powdered lime, routing of pressure supply line and flag
heads for first few zones. Contact Owner’s Representative 48 hours in
advance and request review of staking. Owner’s Representative will
advise installer as to the amount of staking to be prepared. Owner’s
Representative will review staking and direct changes if required.
Review does not relieve installer from coverage problems due to
improper placement of heads after staking.
ii. If Project has significant topography, freeform planting beds, or other
amenities that could require alteration of irrigation equipment layout as
deemed necessary by Owner’s Representative, do not install irrigation
equipment in these areas until Owner’s Representative has approved
equipment staking.
b. Install sleeving under asphalt paving and concrete walks, prior to concreting
and paving operations, to accommodate piping and wiring. Compact backfill
around sleeves to 95% Modified Proctor Density within 2% of optimum
moisture content in accordance with ASTM D1557.
c. Trenching - Trench excavation shall follow, as much as possible, layout shown
on Drawing. Dig trenches straight and support pipe continuously on bottom of
trench. Trench bottom shall be clean and smooth with all rock and organic
debris removed.
d. Clearances
i. Piping 3 Inches and Larger - Make trenches of sufficient width (14
inches minimum) to properly assemble and position pipe in trench.
Minimum clearance of piping 3 inches or larger shall be 5 inches
Article 10 - 16
horizontally on both sides of the trench.
ii. Piping Smaller than 3 Inches - Trenches shall have a minimum width of
7 inches.
iii. Line Clearance - Provide not less than 6 inches of clearance between
each line, and not less than 12 inches of clearance between lines of
other trades.
e. Pipe and Wire Depth:
i. Pressure Supply Piping – 24 inches from top of pipe.
ii. PVC Sleeving – 18 inches from top of pipe.
iii. Non-pressure Piping (rotor) - 18 inches from top of pipe.
iv. Non-pressure Piping (pop-up) - 18 inches from top of pipe.
v. Control Wiring – Located below pressure main.
vi. Drip Tubing - 2 inches from top of pipe.
vii. Emitter Tubing (Micro-tubing) – Surface installation under fabric.
f. Boring will be permitted only where pipe must pass under obstruction(s) which
cannot be removed. In backfilling bore, final density of backfill shall match that
of surrounding soil. It is acceptable to use sleeves of suitable diameter
installed first by jacking or boring, and pipe laid through sleeves. Observe
same precautions as though pipe were installed in open trench.
g. Vibratory Plow - Non-pressure piping may be installed through use of vibratory
plow method if Owner’s Representative determines soil conditions are
satisfactory for this method of installation. Vibratory plowing does not relieve
installer of minimum pipe depths.
(6) Installation - Locate other equipment as near as possible to locations designated.
Deviations shall be reviewed by Owner’s Representative prior to installation.
a. PVC Piping
i. Snake pipe in trench as much as possible to allow for expansion and
contraction.
ii. Do not install pipe when air temperature is below 40 F.
iii. Place manual drain valves at low points and dead ends of pressure
supply piping to insure complete drainage of system.
iv. When pipe laying is not in progress, or at end of each day, close pipe
ends with tight plug or cap.
v. Perform Work in accordance with good practices prevailing in piping
trades.
1. Solvent Weld PVC Pipe - Lay pipe and make all plastic-to-plastic
joints in accordance with manufacturer's recommendations.
b. Drip Tubing
i. Make all fitting connections as per manufacturers recommendations.
ii. Use only manufacturer provided or recommended hole punch when
making penetrations in drip tubing for insert fittings. Use of any other
hole punch shall be cause for immediate removal and replacement of all
installed drip tubing.
iii. Install drip line blow-out stubs at all dead ends of drip tubing.
Article 10 - 17
c. Control Wiring
i. Low Voltage Wiring– 2-Wire:
1. Bury control wiring between controller and electric valves in
pressure supply line trenches, strung as close as possible to
main pipe lines with such wires to be consistently located below
and to one side of pipe, or in separate trenches.
2. Provide an expansion loop at every pressure pipe angle fitting,
every electric control valve location (in valve box), and every 500
feet. Minimum 5 feet in every valve box, 2 feet at every angle
fitting and 10 feet at every future phase line.
3. Make all splices and E.C.V. connections using 3M DBY-6, King
600 DBR/Y connectors, or similar dry splice method.
4. Install all control wire splices not occurring at control valve in a
separate splice valve box.
5. Install one decoder for each control valve or as indicated on
plans.
6. The wire paths shall be sized per distance requirements or as
shown on plan. The two wire decoder cable shall be of the type
indicated on the plans or per manufacturer recommendation.
7. The two-wire paths may be spliced, or “teed”, permitting
extensions of the path in multiple directions. In general, the
distance from the controller to the end of any one end of a “tee”
or wire run shall not exceed the maximum for the gauge of wire,
even if the total of all wire exceeds that number. All wire splices
must be made in a valve box with DBR-6 or equal direct-burial
waterproof connectors.
8. Grounding of decoders and decoder wire shall occur every 500'
TH
of wire or every 8 decoder and at all ends of 2-wire decoder
cable run.
9. Grounding shall occur at right angles to wire path and shall have
an impedance of 10 Ohms or less, or shall meet the standards
of the Earth Grounding Guidelines by ASIC.
10. Where limits of work consist of narrow areas that make
grounding rods installed at right angles a hardship, contractor
shall utilize grounding plates installed at a minimum distance of
4’ offset and parallel to wire path. Avoid installing grounding near
other electrical equipment.
ii. High Voltage Wiring for Automatic Controller:
1. Provide 120 volt power connection to automatic controller.
2. All electric work shall conform to local codes, ordinances, and
authorities having jurisdiction. All high voltage electrical work
shall be performed by a licensed electrician.
d. Automatic Controller
i. Install controller in accordance with manufacturer's instructions as
detailed and where shown on drawings.
ii. Connect remote control valves to controller in numerical sequence as
shown on Drawings.
iii. Final location of controller shall be approved by Owner’s Representative
Article 10 - 18
prior to installation.
iv. Each controller shall be a dedicated separate ground wire and
grounding rod as detailed.
v. All above ground conduit shall be rigid galvanized with appropriate
fittings.
vi. All below ground conduit shall be schedule 40 PVC.
e. Hydrometer Master Control Valve/Flowmeter
i. Install cross-handle 3 inches below finished grade as shown on
drawings as detailed.
ii. When grouped together, allow at least 12 inches between valve box
sides.
iii. Install each remote-control valve in a separate valve box.
iv. Install individual valve box flush with grade.
f. Isolation Control Valve
i. All control valves shall be a threaded union.
ii. A PVC ball valve shall be installed upstream of the control valve.
g. Electric Control Valves
i. All control valves shall be a threaded union.
ii. Install cross-handle 3 inches below finished grade where shown on
drawings as detailed.
iii. When grouped together, allow at least 12 inches between valve box
sides.
iv. Install each remote-control valve in a separate valve box.
v. Install individual valve box flush with grade.
h. Quick Coupling Valves
i. Install quick couplers on double swing-joint assemblies of Schedule 80
PVC pipe; plumb and flush to grade.
ii. Angled nipple relative to pressure supply line shall be no more than 45
degrees and no less than 10 degrees.
iii. Install quick coupling valves as detailed.
i. Drip Valve Assemblies
i. Install drip valve assembly as detailed.
j. Drip Emitters
i. Stake all surface emitters as detailed and staked with acceptable tubing
stakes.
k. Drain Valves
i. Install manual drain valves at all low points in pressure supply line as
detailed.
ii. Provide a three cubic foot drainage sump for each drain valve installed.
Article 10 - 19
l. Valve Boxes
i. Install one valve box for each type of valve installed as detailed.
ii. Valve box extensions are not acceptable except for master valves.
Install gravel sump after compaction of all trenches.
iii. Place final portion of gravel inside valve box after valve box is backfilled
and compacted.
iv. Brand controller letter and station number on lid of each valve box.
Letter and number size shall be no smaller than 1 inch and no greater in
size than 1 1/2 inches. Depth of branding shall be no more than 1/8
inch into valve box lid.
m. Gate Valves
i. Install where shown on Drawings as detailed.
n. Sprinkler Heads
i. Install sprinkler heads where designated on Drawings or where staked.
Set to finish grade as detailed.
ii. Spacing of heads shall not exceed the maximum length indicated on
Drawing unless re-staked as directed by Owner’s Representative. In no
case shall the spacing exceed the maximum recommended length by
manufacturer.
iii. Install heads on double swing-joint risers of schedule 40 PVC pipe.
Angled nipple relative to non-pressure line shall be no more than 45
degrees or less than 10 degrees.
iv. Adjust partial circle heads for proper coverage.
v. Adjust heads to correct height after sod is installed.
vi. Plant placement shall not interfere with intended sprinkler head
coverage, piping, or other equipment.
vii. Owner’s Representative may request nozzle changes or adjustments
without additional cost to the Owner.
o. Backflow Preventer
i. Install where shown on Drawings as detailed.
p. Backfilling
i. Do not begin backfilling operations until required system tests have
been completed. Backfilling shall not be done in freezing weather
except with approval by Owner’s Representative.
ii. Leave trenches slightly mounded to allow for settlement after backfilling
is completed. Trenches shall be finish graded prior to walk-through of
system by Owner’s Representative.
iii. Materials
1. Excavated material is generally considered satisfactory for
backfill purposes.
2. Backfill material shall be free of rubbish, vegetable matter,
frozen materials, and stones larger than 1 inch in maximum
dimension.
Article 10 - 20
3. Do not mix subsoil with topsoil.
4. Material not suitable for backfill shall be hauled away.
Contractor shall be responsible for providing suitable backfill if
excavated material is unacceptable or not sufficient to meet
backfill, compaction, and final grade requirements.
iv. Do not leave trenches open for a period of more than 48 hours. Open
excavations shall be protected in accordance with OSHA regulations.
v. Compact backfill to 90% maximum density, determined in accordance
with ASTM D1557 utilizing the following methods:
1. Mechanical tamping.
2. Puddling or ponding. Puddling or ponding and/or jetting is
prohibited within 20'-0" of building or foundation walls.
q. Piping Under Paving
i. Provide for a minimum cover of 18 inches between the top of the pipe
and the bottom of the aggregate base for all pressure and non-pressure
piping installed under asphaltic concrete or concrete paving.
ii. Piping located under areas where asphalt or concrete paving will be
installed shall be bedded with sand (a layer 6" below pipe and 6" above
pipe).
iii. Compact backfill material in 6" lifts at 90% maximum density
determined in accordance with ASTM D1557 using manual or
mechanical tamping devices.
iv. Set in place, cap, and pressure test all piping under paving, in presence
of Owner prior to backfilling and paving operations.
v. Piping under existing walks or concrete pavement shall be done by
jacking, boring, or hydraulic driving, but where cutting or breaking of
walks and/or concrete is necessary, it shall be done and replaced at not
cost to Owner. Obtain permission to cut or break walks and/or concrete
from Owner.
r. Water Supply and Point of Connection
i. Water supply shall be extended as shown from water main.
(7) Field Quality Control
a. Flushing - After piping, risers, and valves are in place and connected, but prior
to installation of sprinkler heads, quick coupler assemblies, and hose valves,
thoroughly flush piping system under full head of water pressure from dead end
fittings. Maintain flushing for 5 minutes through furthermost valves. Cap risers
after flushing.
b. Testing - Conduct tests in presence of Owner’s Representative. Arrange for
presence of Owner’s Representative 48 hours in advance of testing. Supply a
hydrostatic pump and all other test equipment.
i. Prior to backfilling, and after the installation of all control valves, fill
pressure supply line with water, and pressurize to 40 PSI over the
designated static pressure or 120 PSI, whichever is greater, for a period
of 24 hours (24 hour test).
ii. Leakage, Pressure Loss - Test is acceptable if no loss of pressure is
Article 10 - 21
evident during the test period.
iii. Leaks - Detect and repair leaks.
iv. Retest system until test pressure can be maintained for duration of test.
v. Before final acceptance, pressure supply line shall remain under
pressure for a period of 48 hours.
(8) Adjusting - Upon completion of installation, "fine-tune" entire system by regulating
valves, adjusting patterns and break-up arms, and setting pressure reducing valves at
pro-per and similar pressure to provide optimum and efficient coverage. Flush and
adjust all sprinkler heads for optimum performance and to prevent overspray onto
walks, roadways, and buildings as much as possible. Heads of same type shall be
operating at same pressure +/- 7%.
a. If it is determined that irrigation adjustments will provide proper coverage, and
improved water distribution as determined by Owner’s Representative,
contractor shall make such adjustments prior to Final Acceptance, as directed,
at no additional cost to Owner. Adjustments may also include changes in
nozzle sizes, degrees of arc, and control valve throttling.
b. All sprinkler heads shall be set perpendicular to finish grade unless otherwise
designated.
c. Areas which do not conform to designated operation requirements due to
unauthorized changes or poor installation practices shall be immediately
corrected at no additional cost to the Owner.
(9) Cleaning - Maintain continuous cleaning operation throughout duration of work.
Dispose of, off-site at no additional cost to Owner, all trash or debris generated by
installation of irrigation system.
(10) Maintenance
a. Furnish the following maintenance items to Owner prior to final Acceptance:
i. 2 Sets of special tools required for removing, disassembling, and
adjusting each type of sprinkler head and valve supplied on this Project.
ii. 2 six foot valve keys for operation of gate valves or stop and waste
valves (if applicable).
iii. 2 keys for each automatic controller, if applicable.
iv. 2 quick coupler keys and 2 matching hose swivels for each type of quick
coupling valve installed, if applicable.
v. Aluminum drain valve keys of sufficient length for operation of drain
valves, if applicable.
10.3.5 Planting and Landscaping
(1) Layout and Identification
a. The Contractor shall locate and stake all tree and shrub locations and sod
limits according to locations shown on plans. All planting locations shall be
observed and approved by the Owner’s Representative, prior to planting
operations. The Contractor shall make minor modifications in planting
locations as directed by the Owner’s Representative.
Article 10 - 22
(2) Plant Protection and Delivery
a. All plant material shall be protected from the time of digging, to the time of final
acceptance from injury, excessive drying winds, improper ventilation,
overwatering, freezing, high temperatures, or any other condition damaging to
the plant. Any plants showing evidence of poor care, or which are molded,
mildewed, wilted or dried out shall be rejected.
b. Plant material shall be planted on the day of delivery or shall be placed in a
temporary nursery, kept moist, shaded and protected from sun and wind. If
balled and burlapped plants are not planted on the day of delivery, they shall
be heeled in immediately in the temporary nursery, kept moist and protected
with damp soil, moss, or other acceptable material to the full height of the root
ball.
c. Plants shall not be bound with wire or rope that may damage the bark or break
branches. Plants shall be lifted and handled from bottom of ball or container.
Plants with balls loose, cracked or broken, man-made, or completely dry or
plants with trunks loose in the ball before or during planting operations shall not
be accepted and shall be removed from the site at the Contractor’s expense
within 24 hours.
(3) Excavation of Planting Pit
a. All plant pits shall be centered on the location stake, shall be excavated in a
saucer shape with sloped/tapered sides and flat bottom. The depth of the plant
pit shall be measured from the finish grade of soil, not mulch, and as detailed in
the contract drawings. The base of all soil balls shall be placed on compacted
backfill fill.
b. Trees: The diameter of all tree pits shall be a minimum of 3X larger than the
diameter of the ball or spread of the roots or as specified in the details
drawings. Remove wire baskets, bundling cords, and the top 2/3 of burlap from
the trees. Except for trees planted on slopes, the top surface of all root balls
shall be slightly above the adjacent finished grade. It is important not to place
tree balls too low.
c. Shrubs: The diameter of all shrub pits shall be a minimum of twice the
diameter of the ball or spread of roots. The base of all soil balls shall be placed
on compacted backfill fill.
d. Vines and Ground Covers and Perennials: The diameter of all vine and ground
cover pits shall be 6 inches greater than the spread of roots.
(4) Plant Installation Procedures
a. Planting and Staking
i. Plants shall be set in the center of the pit on compacted backfill mix.
Immediately after setting the plant in the pit, all non-biodegradable
materials shall be completely removed from the ball and trunk, including
but not limited to plastic, metal, wire, wood, cardboard, paper, fiber,
treated burlap and twine. The only exception shall be the bottoms (not
sides) of fiber pots. Plant handling shall be done in such a manner as
not to injure the plant root system, disturb the soil ball or in any way
cause harm or stress to the plant. If the root system of a container-
Article 10 - 23
grown plant has become container-bound, the roots shall be gently
vertically cut on four sides of the root ball prior to planting.
ii. All plants shall be placed and kept plumb and straight as the pit is filled
with backfill mix. Contractor shall adjust any plant, which is not perfectly
upright and prior to acceptance, to a plumb position. Trees and shrubs
in non-irrigated areas to have saucers built around them at the drip
lines.
iii. Plant trees and shrubs with the root flare of the plant at grade level.
After placing tree in the pit, the hole around the plant root system shall
be halfway backfilled with specified mix and any large air pockets
removed by hand with the blunt, handle end of a shovel or other such
hand tool. If the Owner determines that the ball is excessively dry, the
Contractor shall then inset a deep watering device into the ball at a 45-
degree angle every 8 inches for one minute. The pit shall then be
completely filled with backfill mix and tamped again with the shovel. No
mechanical compaction shall be allowed. The pit shall then be watered
by thoroughly saturating the backfill with water to a minimum of 3 feet
surface dimension. No watering shall be done prior to this time.
Watering shall be repeated once when all free water has disappeared.
The second watering shall not be completed if the sub grade around the
pit is already moist. After the second watering, the Contractor shall add
the specified mulch. All surplus soil and debris shall be removed by the
Contractor. The Contractor shall stake and guy trees immediately after
planting according to standard detail.
iv. For trees in grass and planting beds, the Contractor shall drive stakes 3
feet vertically into firm soil outside the plant pit. The Contractor shall
run wire up to the tree trunk and through the nylon webbing wrapped
around the tree at approximately ½ the height of the tree. Webbing and
wire attachment between stake and tree shall be adjusted so the straps
are under just enough tension to avoid visible sag in the lines. Rigid
guying shall be accepted.
v. Contractor shall place stakes according to the construction detail. The
Contractor shall return to the site and remove stakes one year from
planting.
b. Wrapping, Pruning, and Mulching
i. Wrapping - Trees shall be wrapped with two layers of crinkled paper
cemented together with bituminous material, four-inches (4”) wide
minimum, with stretch factor of thirty-three percent (33%).
ii. Pruning - Prune only damaged or dead branches as directed by the
Project Manager.
iii. Mulch –
1. Trees: Create a forty-eight-inch (48”) diameter by three inch (4”)
high formed soil berm around tree and fill with three-inch (4”)
deep specified wood mulch. Mulch shall be kept four to six-
inches (4”-6”) away from tree trunk.
2. Shrubs: Mulch backfilled surfaces of pits, planting beds areas,
and other areas indicated or as directed by the Project Manager.
Apply three-inch (4”) thick layer of mulch and finish level with
adjacent finish grades. Do not place mulch against stems of
plants.
Article 10 - 24
c. Backfill for Trees and Shrubs
i. Organic Soil Amendment: 33% volume of backfill.
ii. Planting Pit excavated material: 67% volume of backfill.
iii. Fertilizer Tablets: One 21 gram fertilizer tablet for each ½” of tree trunk
caliper and one tablet per 12 inches height, or spread (whichever is
greater) for each shrub.
iv. Insecticide: Trees: Install 1.0 to 1.4 level teaspoons per one-inch of
trunk diameter (D.B.H., At Breast Height) Minimum (1) teaspoon per 2”
caliper tree. Shrubs: Install .7 to 1.4 level teaspoons per one-foot of
height of shrub.
(5) Soil Preparation
a. Soil preparation and mulching for all landscape areas, including seed and sod
areas:
i. Finish grading shall be performed to fill in erosion gullies on slopes
identified on drawings. Where the use of large machinery is difficult
finished grade shall be worked with smaller equipment or by hand.
ii. Remove all rubble, stone and extraneous material over two (2) inches in
diameter from the site.
iii. For planting areas, apply “Roundup” or equal short term herbicide to
inhibit unwanted plant growth prior to seeding. Apply in accordance
with manufacturer’s recommendation for this purpose and sufficiently in
advance of planting to avoid damage to new plants and grass.
iv. Spread approved topsoil and the following amendments to the areas
specified on the drawings. No rototilling or disking of topsoil dressing.
Seeding to follow within 7 days of topsoil application.
1. Organic Soil Amendment: Apply 3 cubic yards per 1,000 square
feet.
2. Commercial Fertilizer (18-46-0): Apply 15 lbs of available
Nitrogen per 1,000 square feet.
3. Substantiate quantities with delivery tickets and empty
manufacturer bags on a daily basis to Owner.
v. Fine grade to restore smooth even finish grades and to insure positive
surface drainage. No planting shall take place until Owner accepts final
grade.
vi. Moisten prepared sod/seed areas before planting if soil is dry. Water
thoroughly and allow surface moisture to dry before planting lawns. Do
not create a muddy soil condition.
vii. Apply mulch a minimum of 4-inches thick to completely cover the root
ball.
(6) Installation of Landscape Edger
a. Contractor shall install edging as per manufacturer’s recommendation. Edging
shall be installed between all plant beds and sod/seeded area, or as shown on
the plans.
(7) Schedule
a. No planting work shall take place during freezing or excessively windy or wet
weather or when the ground conditions are, in the opinion of the Owner, not in
Article 10 - 25
a condition to be properly worked. Contractor shall include time in his schedule
for work stoppage due to inclement weather or ground conditions. Inclement
weather or ground conditions shall not be cause for an extension of project
completion date unless written approval has been obtained from Owner for
extension of the project completion date.
b. No planting work shall commence until the adjacent site improvements,
pavements, utility installation and finish grading is completed. The Contractor
shall limit his use of heavy equipment on pavements and planted areas. In all
cases, Contractor shall be responsible for all damage to existing conditions.
(8) Maintenance, Acceptance, and Guarantee
a. Maintenance period shall begin immediately after each area is planted based
on the following requirements:
i. All planting shall be protected and maintained until final acceptance of
all work. Maintenance shall include mowing, watering, weeding,
cultivating, mulching, tightening and repairing of guys, adjusting metal
edger, removal of dead branches, resetting plants to proper grade or
upright position, barricading the site and other necessary operations.
The Contractor shall provide all water and equipment necessary for
maintenance during the duration of the contract. Water is available at
the planting site. After final acceptance, maintenance becomes the
responsibility of the Owner.
ii. If during the duration of the contract period, but prior to final
acceptance, any of the plants die, or if they are, in the opinion of the
Owner, in an unhealthy or unsightly condition or if they have lost their
natural shape due to dead branches or excessive pruning of branches,
then the Contractor shall replace the material at the Contractor’s
expense. This replacement shall be completed prior to final acceptance
of the project and shall not void the two-year guarantee.
b. Prior to final acceptance, the Contractor shall furnish four (4) copies of written
maintenance instructions to Owner for maintenance and care of all new planted
areas for the initial three (3) years after installation. These instructions shall
include but not be limited to staking, pruning, insect and disease control and
fertilizing.
c. Guarantee:
i. For a period of two (2) years after final acceptance of all work and at no
additional cost to the Owner, the Contractor shall replace any plants
that have died, are partially dead, if they are in the opinion of the
Owner, in an unhealthy or unsightly condition, or they have lost their
natural shape due to dead branches or excessive pruning of dead
branches. Inadequate or improper maintenance by the Owner shall not
be cause for replacement by the Contractor provided the Contractor
shall have submitted throughout the guarantee period a bi-weekly letter
of report to the Owner on improper or inadequate maintenance
practices and recommended remedial actions. The Contractor shall
apply a “new” two-year guarantee period to each replacement plant that
is installed.
ii. The Contractor shall guarantee all plants to be true to name and to
meet all conditions of these specifications. Any plant which is not true
Article 10 - 26
to name as indicated by leaf, flower form, or fruiting characteristics
revealed within guaranteed period shall be replaced by the Contractor
at the Contractor’s expense.
iii. All replacement planting under the guarantee provision shall be
executed within one month of notice to replace such plants. Upon
Owner’s written approval, the Contractor shall replace rejected plants at
a later date, mutually agreed upon, provided that the Contractor
removes all rejected plants within seven (7) days of the notice to
replace such plants. If the rejected plants are not removed in seven (7)
days, the Owner may at his option remove these plants and the cost of
the removal shall be charged to the Contractor.
iv. Replacement planting is to be in accordance with original specifications
and its cost considered to be included in the bid price. All areas
damaged by tree or shrub planting or replacement operations are to be
fully restored to their original conditions as specified.
10.3.6 Topsoil
(1) Preparation of Subgrade
a. Grade soil, eliminating uneven areas and low spots, ensuring positive drainage
towards storm drains. Remove soil contaminated with toxic materials or
materials detrimental to growth such as asphalt, concrete and debris which has
contaminated subgrade soil. Dispose of removed materials legally off of site. If
hazardous materials are discovered notify Owner immediately.
b. Cultivate area subsoil that is to receive topsoil to depth of 12" in all areas,
especially those areas where equipment used for hauling and spreading has
compacted soil. No-till drill will execute the seeding of the site. Minimum
disturbance is required. Additional cultivation of disturbed or compacted areas
shall be the cost of the contractor.
c. Remove surface debris, roots, vegetation branches and stones in excess of 3”
diameter.
(2) Spreading of Soil Mixture
a. Coordinate efforts with other trades. Under no circumstances is the soil
mixture to be spread if other trades are not completed with their work, which
could contaminate or compact the installed soil mixture.
b. Spread soil after Landscape Architect has inspected and provided written
approval of subgrade preparation in terms of slope, scarification and depths.
Do not spread soil in a frozen or saturated condition.
c. Spread soil mixture with adequate moisture in uniform layers over approved
subgrade, where planting is indicated.
d. For soil application around trees see appropriate section of this Article.
e. Manually spread soil mixture around trees, shrubs and obstacles.
(3) Finish Grading of Soil Mixture
Article 10 - 27
a. Grade soil, eliminating uneven areas and low spots, ensuring positive drainage
away from buildings and towards storm drainage systems. Remove soil
contaminated with toxic materials. Remove surface debris, roots, vegetation,
branches, stones in excess of 3" diameter, and all extraneous material.
Dispose of removed materials. Eliminate rough spots and low areas to ensure
positive drainage. Prepare loose friable bed by means of hand cultivation and
subsequent raking. Following planting, mulch planted shrub beds with a depth
of 5" gravel mulch and rake smooth.
10.3.7 Sodding
(1) Delivery, Storage, & Handling:
a. Cut and lift sod by approved methods. Cut sod in pieces approximately ¾ to one
inch thick and a minimum 30” width. Roll or fold sod so it may be lifted and
handled without breaking or tearing and without loss of soil.
b. Schedule deliveries to coincide with soil preparation and finish grading. Keep
storage at job site to minimum without causing delays.
i. Deliver, unload and store sod on pallets within 24 hours of being lifted.
ii. Do not deliver small, irregular or broken pieces of sod.
c. Storage
i. During Wet Weather - Allow sod to dry sufficiently to prevent tearing
during lifting and handling.
ii. During Dry Weather - Protect sod from drying, water as necessary to
insure its vitality and prevent excess loss of soil in handling. Sod, which
dries out, will be rejected.
(2) Timing of Installation:
a. Placement of Sod:
i. Irrigated & Non-Irrigated Areas: Within fourteen (7) calendar days after
the completion and acceptance of finish grading in any area.
ii. There shall be no installation of sod between October 1 and April 1.
(3) Installation:
a. Lay sod during growing season. Sodding during dry summer period, at
freezing temperatures, or over frozen soil is not acceptable.
b. Lay sod within 36 hours of being lifted.
c. Lay sod in rows with joints staggered. Butt sections closely without overlapping
or leaving gaps between sections. Cut out irregular or thin sections with a
sharp knife.
d. Lay sod flush with adjoining existing sodded surfaces. Top of sod dirt shall be
2 inches below top of concrete walks or curbs.
e. After sodding has been completed, roll horizontal surface areas in two
directions perpendicular to each other.
f. Repair and re-roll areas with depressions, lumps, or other irregularities.
g. Heavy rolling to correct irregularities in grade will not be permitted.
Article 10 - 28
h. Water sodded areas immediately after laying sod to obtain moisture
penetration through sod into top 4 inches of topsoil.
i.Replace damaged areas at no additional cost to Owner.
(4) Field Quality Control:
a. Final Acceptance -
i. Sodded areas will be accepted at final inspection if –
1. Sodded areas are properly rolled and turf is established
(including that the roots have begun to develop).
2. Sod is free of bare and dead spots and without weeds.
3. No surface soil is visible when grass has been cut to height of 2
inches.
4. Sodded areas have been mowed a minimum of two times.
(5) Protection:
a. Protect sodded areas against traffic or other use immediately after sodding is
completed by placing adequate warning signs and barricades.
b. Provide adequate protection of sodded areas against trespassing, erosion, and
damage of any kind. Remove this protection after Owner has accepted sodded
areas.
(6) Maintenance:
a. Contractor shall maintain sod area (including mowing, watering, removing
weeds and resodding) until the Owner has accepted sod areas.
b. The Contractor shall maintain the sod area until the Owner has accepted the
project.
c. The maintenance includes:
i. Managing the irrigation schedule and repairs to the irrigation system as
necessary. Maintaining acceptable coverage on all newly sod areas to
guarantee growth of the plant materials.
ii. Mowing, if applicable to control weed growth and recommended
growing height per supplier. If weed population is high, then clippings
shall be collected. Frequency of mowing shall be done per supplier’s
recommendations to guarantee a healthy and flourishing turf condition.
If mowing is not possible, than Contractor may use herbicides as
necessary once the vegetation is at a mature stand and can handle the
chemicals. If herbicide does damage the vegetation stand, then the
Contractor will be responsible to reestablish the vegetation stand at
Contractor’s expense.
iii. Trimming shall be done around where mowers are unable to reach.
iv. Clippings shall be removed from all hard surfaces.
v. Provide suitable signage notifying the public to keep off the seeded
areas, provide barricades as needed.
vi. Apply fertilizer as necessary, typically applied four (4) times per year.
10.3.8 Root Barrier
(1) Installation:
Article 10 - 29
a. Cut desired length of molded roll material and install directly alongside
hardscapes where shown on plan.
b. Connecting: Connect the ends by overlapping two 6” sections with the leading
rib cut directly down the middle. Glue the surface using Century sealant or
equal.
c. When necessary use an umbrella Cement nail to tack up barrier. This must be
used above grade or water line.
d. Vertical integrated and flared molded 90 degree root deflecting ribs are always
facing the root ball.
e. Always install the root barriers 2” above the grade to prevent root penetration
above the barrier.
f. Backfill with existing native soil. If necessary for drainage, use gravel or
crushed rock. Avoid backfill less than ¾” or greater than 1-1/2”. Finish to
grade. Do not distort barrier during installation.
10.3.9 Seeding
(1) Timing of Installation:
a. No-Till Drill Seeding:
i. Irrigated Areas: Within fourteen (14) calendar days after the completion
and acceptance of finish grading in any area.
ii. There shall be no seeding between September 20 and April 15.
(2) Preparation:
a. Excessive Soil Moisture: Do not commence work of this section when soil
moisture content is so great that excessive compaction will occur.
b. Inadequate Soil Moisture: Apply water, as necessary, to bring soil to optimum
moisture content for planting. Do not work soil when it is so dry that dust will
form in the air or that clods will not break readily.
c. After Site Preparation is completed, Contractor shall receive approval from
Owner prior to seeding.
(3) Mulching:
a. Application:
i. All areas to be seeded shall be mulched.
ii. Mulch should be applied immediately prior to seeding. The period
between mulching and seeding shall not exceed 2 weeks.
iii. Rate of mulching shall be 1.5 tons per acre.
iv. Mulch shall be uniformly applied over the designated area.
v. Mulch shall be anchored in place immediately following application
(same day as applied).
vi. A mulch crimper, with flat serrated disk shall be used to anchor the
mulch into the soil. The disk shall be not less than ¼ inch in thickness,
shall have dull edges, and shall be spaced not more than nine inches
apart. The disk shall be of sufficient diameter to prevent the frame of
the equipment from dragging the mulch over the mulch area with
anchoring equipment. The depth of cut shall be 3 to 4 inches. Care
must be exercised so that a minimum amount of soil will be disturbed.
Article 10 - 30
(4) Field Quality Control:
a. Tests: Samples of materials may be taken and tested for conformity to
Specifications at any time.
b. Rejected Materials: Remove rejected materials immediately from the site at
Contractor’s expense. Contractor shall pay cost of testing of materials not
meeting specifications.
(5) Acceptance:
a. Contractor shall reseed areas that are thin or weak after 14 day of the initial
seeding. Contractor shall reseed (and keep reseeding) until there are no bare,
thin or weak spot greater than a 12 square foot area.
b. Maintenance – Contractor shall maintain the turf area (i.e. mowing, watering
and reseeding) until the Owner has accepted the lawn. The maintenance
period includes the time period from initial seeding to final acceptance of the
turf area, which maybe a different date than the acceptance of the other
facilities in the project. It will be the responsibility of the Contractor to establish
a stand of grass that has no bare, weak or thin spots greater than 12 square
inch area and maintain the lawn until the stand of grass has been achieved.
From that date a one – year warranty will begin on the lawn area.
10.3.10 Trees and Plants
(1) Quality Assurance
a. Regulatory Requirements:
i. Plants: In conformance with the requirements of AJCH (plant names
shall meet standards of AJCH), American Standard for Nursery Stock
and Colorado State Nursery Act.
ii. Comply with federal, state and local laws requiring inspection for plant
disease and infestations. Inspection certificates required by state law
shall accompany each shipment of plants and deliver certificates to the
Owner. Inspections are to be performed in the state of origin.
b. Transport plant materials in enclosed or tarped vehicles to minimize damage
from wind and sun. Contractor is to carefully schedule and monitor shipments
to minimize shipping time and ensure careful handling of plants.
c. Shipments of plants will be carefully inspected by the Owner and/or Landscape
Architect at the site at the time of off-loading trucks to verify compliance with
the above shipping requirements.
d. Substitutions of plant materials will not be permitted unless authorized in writing
by Landscape Architect. If proof is submitted that plant specified is not
obtainable, a proposal will be considered for use of the nearest equivalent size
or variety with corresponding adjustment of Contract Price.
e. Landscape Contractors shall provide two previous project examples of similar
size and scope with bids.
f. Personnel: Employ only qualified personnel familiar with required work.
(2) Delivery, Storage, and Handling
Article 10 - 31
a. Preparation:
i. Plants: Containerized or balled and burlapped (B & B) with limbs
bound, properly pruned and prepared for shipping in accordance with
accepted industry standards and in a manner that will not damage
roots, branches, shape, short and long term health, and future
development. Size of root ball shall be as defined in the American
Standard for Nursery Stock (American Association of Nurserymen;
latest edition). Keep root systems moist and protect plants from
adverse conditions due to climate and transportation between time they
are dug and actual planting. Spray broad-leafed trees planted in full
leaf with Protec 400W Anti-transpirant or accepted substitute prior to
delivery to site. Apply according to manufacturer's directions.
ii. Identification: Grower's label affixed to plant which contains data
necessary to indicate conformance to Specifications. Use durable
waterproof labels with water resistant ink that will remain legible for at
least 60 days.
iii. Notify Owner a minimum of two weeks prior to delivery of plant
materials to site so that pre-delivery inspection may be made or indicate
delivery schedule in advance so plant material may be inspected upon
arrival at job site whichever is more appropriate.
b. Delivery:
i. Deliver packaged material in sealed containers showing weight,
analysis and name of manufacturer. Protect materials from
deterioration during delivery and while stored at site.
ii. Deliver only plant materials that can be planted in one day unless
adequate storage and watering facilities are available on project site.
iii. Protect B & B root balls during shipping by proper handling techniques;
cracked or crumbling root balls will be rejected. Protect at the site by
maintaining a thoroughly moist root ball; heel in with sawdust (or
comparable material) if not planted within 24 hours of delivery. Maintain
root ball in a moist condition and do not allow to dry out.
iv. Tree trunks are to be wrapped in burlap during transportation and
installation to avoid trunk damage. Trees with trunk damage will be
rejected.
v. Notify Owner or City Engineer of delivery schedule a minimum of 48
hours in advance so plant material can be inspected prior to unloading
from trucks.
vi. Remove rejected material immediately from site.
vii. Do not lift, move, adjust to plumb, or otherwise manipulate plants by
trunk or stems.
c. Handling:
i. Do not drop plants. Do not lift plants by trunk, stems or foliage.
1. Ball of Plant: Natural, not made. Handle plant by ball at all
times. Plants will not be accepted if ball is broken or trunk is
loose in ball.
ii. Protect plants from drying out or other injury
Article 10 - 32
1. Prune minor broken and damaged roots before planting. Treat
minor wounds immediately to prevent disease and insect
infestation.
2. Major damage will be cause for rejection as determined by
Owner
(3) Maintenance
a. General: Maintain trees, shrubs and ground cover in a healthy vigorous state
until final acceptance of entire project. Provide all supervision, labor, material,
equipment and transportation required to maintain plants under this section.
b. Materials: Conform to specifications or otherwise be acceptable to Owner.
c. Replacement: Replace and replant plants damaged by Contractor's operations
and negligence, and according to WARRANTY of this section.
d. Watering: Water deeply (8-10") when soil moisture is below optimum level for
best plant growth. Water woody plants in any winter month that snow or rain
does not provide at least 1" of precipitation.
e. Wrapping: After all trees have been inspected and accepted by Owner, wrap
deciduous tree trunks with standard nursery crepe wrap material from ground
level to first limb after pruning. Tape securely at top and bottom. Remove
wrapping for spring and summer and replace it in the fall.
f. Staking and Guying: Inspect at least two (2) times per year (spring and fall)
and assure conformance with the following:
i. Webbing strap in good condition.
ii. Trunks and branches not girdled by webbing strap.
iii. Guy wires secure but not taut.
iv. Stakes secure.
v. Trees plumb.
g. Pruning: Prune only damaged or dead branches in accordance with
specifications in this section.
h. Mulching: Supplement mulch around trees in accordance with specifications in
this section.
i. Weed Control: As required, using selective herbicides approved by Owner.
j. Insect and Disease Control: As required, using insecticides and fungicides
approved by Owner.
(4) Plant Protection and Delivery
a. All plant material shall be protected from the time of digging, to the time of final
acceptance from injury, excessive drying or winds, improper ventilation,
overwatering, freezing, high temperatures, or any other condition damaging to
the plant. Any plants showing evidence of poor care, or which are molded,
mildewed, wilted or dried out shall be rejected.
b. Plant materials shall be planted on the day of delivery or shall be placed in a
temporary nursery, kept moist, shaded and protected from sun and wind. If
balled and burlapped plants are not planted on the day of delivery, they shall
be heeled in immediately in the temporary nursery, kept moist and protected
with damp soil, moss, or other acceptable material.
c. Plants shall not be bound with wire or rope that may damage the bark or break
branches. Plants shall be lifted and handled from bottom of ball or container.
Plants with balls that are loose, cracked, broken, man-made, or completely dry
Article 10 - 33
or plants with trunks loose in the ball before or during planting operations shall
not be accepted and shall be removed from the site at Contractor's expense
within 24 hours.
(5) Preparation
a. Plants: Do not begin planting until deficiencies are corrected or plants
replaced.
b. Protection:
i. Be responsible for proper repair of underground pipe, electric wiring, or
other subsurface improvements damaged by operations under this
Section.
ii. Be responsible for proper repair to walls, pavements and any other
structural surfaces damaged by operations under this Section.
iii. Pay for repairs made by contractors designated by Owner.
iv. Be responsible for replacement of vandalized materials not yet installed.
Report all cases of vandalism promptly to the Owner.
(6) Excavation of Planting Pit
a. All plant pits shall be centered on the location stake and shall be excavated in a
saucer shape with vertical sides and flat bottom. The depth of the plant pit
shall be measured from the finished grade of soil not mulch. The base of all
soil balls shall be placed on compacted backfill fill.
b. Trees: The diameter of all tree pits shall be a minimum of 3X larger than the
diameter of the ball or spread of the roots. There shall be a minimum 3"
clearance between the bottom of the root ball and the plant pit for balled and
burlapped stock. Trees are to have wire baskets, bundling cords, and top 2/3 of
burlap removed. Except for trees planted on slopes, the top surface of all root
balls shall be flush with adjacent planting beds or with the subgrade below sod.
It is important not to place tree balls too low.
c. Shrubs: The diameter of all shrub pits shall be twice the diameter of the ball or
spread of roots. There shall be a minimum 6" clearance between the bottom of
the root ball and the plant pit. The base of all root balls shall be placed on
compacted backfill fill.
d. Vines and Ground Covers and Perennials: The diameter of all vine and ground
cover pits shall be 6 inches greater than the spread of roots.
(7) Planting
a. General:
i. Center trees in trench as dimensioned on drawings.
ii. Face for best effect.
iii. Set plant plumb and hold rigidly in position until soil has been lightly
tamped around ball or container roots.
b. Balled and Burlapped Plants (B & B):
i. Plants shall be set in the center of the pit on compacted backfill mix.
Immediately after setting in the pit, all non-biodegradable materials shall
be completely removed from the ball and trunk, including but not limited
to plastic, metal, wire, wood, cardboard, paper, fiber, treated burlap and
Article 10 - 34
twine. The only exception shall be that the bottom (not sides) of fiber
pots and plant handling shall be done in such a manner so as not to
injure the plant root system, disturb the soil ball or in any way cause
harm or stress to the plant. If the root system of a container-grown
plant has become container-bound, the roots shall be gently vertically
cut on four sides of the root ball prior to planting.
ii. Plant trees and shrubs with the root flare of the plant at grade level. All
plants shall be placed and kept plumb and straight as the pit is filled
with backfill mix. Any plant which is not perfectly upright and plumb
prior to final acceptance shall be adjusted by Contractor to plumb
position. Trees and shrubs in non-irrigated areas to have saucers built
around them at the drip line.
iii. After placing plant in the pit, the hole around the plant root system shall
be halfway backfilled with specified mix and any large air pockets
removed by hand with the blunt, handle end of a shovel or other such
hand tool. If the Owner’s Representative determines that the ball is
excessively dry, the Contractor shall then inset a deep watering device
into the ball at a 45 degree angle every 8 inches for one minute. The pit
shall then be completely filled with backfill mix and tamped again with
the shovel. No mechanical compaction shall be allowed. The pit shall
then be watered by thoroughly saturating the backfill with water to a
minimum of 3 feet. No watering shall be done prior to this time.
Watering shall be repeated once when all free water has disappeared.
This second watering shall not be completed if the subgrade around the
pit is already moist. After watering, the Contractor shall add the
necessary soil to establish the finish grade level before adding specified
mulch. All surplus soil and debris shall be removed by the Contractor.
The Contractor shall stake and guy trees immediately after planting
according to standard detail.
c. Container-Grown Plants at Planter Pots:
i. Can Removal:
1. Knockout Cans: Do not cut sides. Tap can and gently remove
plant.
2. Straight-Side Cans: Cut cans on 2 sides with acceptable can
cutter. Do not cut with spade or ax.
ii. Carefully remove plants without injury or damage to root ball. After
removing plant, vertically score root ball using a sharp knife, about 1/4"
deep and every 2" to 3" in circumference.
iii. Biodegradable container installations must be accepted prior to
planting.
iv. Dig planting holes as specified.
v. Hand place plants on firmly compacted soil. Hand backfill and hand
tamp leaving slight depression around outer circumference of planting
area.
(8) Anchoring and Guying of Trees
a. Root ball Anchoring:
i. Anchor root balls of trees as standard method per the details and notes
on the plans.
Article 10 - 35
ii. Trees shall remain plumb and straight from installation through the
warranty period.
iii. Trees shall be supported immediately after planting. All trees shall be
root ball anchored and wrapped (depending on date of installation) as
detailed and anchored as detailed and/or per manufacturer’s
recommendations. Wrap smooth barked trees as part of maintenance
work in the fall. Refer to planting and tree grate details.
iv. Mock-Up: Install mock-up of manufactured project at job site per
manufacturer's instructions for review and acceptance by Landscape
Architect.
Tree Caliper @ 12-in Above Root ball Anchor Kit
Grade
Up to 3 inch Duckbill 68 RBK Kit
Up to 6 inch Duckbill 88 RBK Kit
b. Guying and Wrapping:
i. Stake and guy all trees not receiving root anchoring.
Tree Caliper No. of Size Turn-Buckle Deadmen/Anchor
@ 12-in Guys
Above
Grade
2-6 inch 3 1/8”x7x7 3/8”x10-5/8 4x4x24, 18” deep
6-8 inch 3 3/16”x7x73/8”x10-5/8 6x6x30, 30” deep
ii. Root ball anchor or stake all trees immediately after planting, as shown
on planting details. Do not plant trees that cannot be anchored or
staked and guyed properly before workday tree planting occurs ends.
iii. Wrap all deciduous tree trunks per planting details no later than
November 15. Before wrapping, Landscape Architect to inspect tree
trunks for injury, improper pruning, and insect infestation. Landscape
Contractor shall remove all wrappings by May 21.
iv. Trees shall remain plumb and straight from installation through the
warranty period.
v. Tree support shall be done as outlined on the following tables.
vi. Trees shall be supported immediately after planting. All trees shall be
guyed and wrapped as detailed or anchored as detailed and/or per
manufacturer’s recommendations. Wrap smooth barked trees as part of
maintenance work in the fall. Refer to planting and tree grate details.
vii. Wire and Positioning: Wire shall be passed through grommets in nylon
straps to prevent direct contact with bark of the tree and placed around
the trunk in a single loop above the lowest branch. Wire shall be
tightened and kept taut by twisting the strands together. Guy trees
above first point of branching, with guys spaced equally around and
outside perimeter of ball. Cover guys with specified tree collar at points
of contact with bark. Position guys at crotches and fasten to a
deadman. All exposed wire to be covered by white PVC pipe per the
planting details.
Article 10 - 36
viii. Turnbuckle: Provide one (1) turnbuckle for each guy. Use 2 cable
clamps at each cable connection. Place white plastic guy covers on all
guys.
ix. Mock-Up: Install mock-up of manufactured project at job site per
manufacturer's instructions for review and acceptance by Landscape
Architect.
x. Contractor shall return to the site after one year and remove stakes.
(9) Schedule
a. No planting work shall take place during freezing or excessively windy or wet
weather or when the ground conditions are, in the opinion of the Owner’s
Representative, not in a condition to be properly worked. Contractor shall
include time in his schedule to work stoppage due to inclement weather or
ground conditions. Inclement weather or ground conditions shall not be cause
for an extension of project completion date unless written approval has been
obtained from Owner's Representative for an extension of the project
completion date.
b. No planting work shall commence until the adjacent site improvements,
pavements, utility installation and finish grading is completed. The Contractor
shall limit his use of heavy equipment on pavements and planted areas. In all
cases, he shall be responsible for all damage to existing conditions.
(10) Plant Installation in Winter
a. When minimum night temperatures drop below 40º F, the following operations
will be adhered to:
i. Preparation for field installation of plant materials shall be such that
newly-delivered plants can be installed immediately and not maintained
in temporary storage.
ii. Broadleaf evergreens and coniferous plants installed after December
1st should be treated with an approved anti-desiccant according to the
manufacturer's recommendations.
iii. Where specified, backfill should be placed around plants immediately
following planting. Leaving tops of root balls exposed for more than 24
hours is unacceptable.
iv. Installation contractors should closely monitor soil moisture levels of
plant root balls. Inspect moisture levels weekly and adjust irrigation
controllers accordingly. Soils should be moist but not saturated. Do not
irrigate soils that contain adequate moisture.
(11) Watering
a. Plantings shall be watered immediately after planting. After the first watering,
water shall be applied to plants as conditions may require to keep the plants in
a healthy and vigorous growing condition until completion of the Contract.
(12) Pruning
a. Trees: Licensed tree surgeon shall prune trees as necessary under direction of
Owner immediately following installation.
Article 10 - 37
b. New Plant Material: Prune minimum necessary to remove injured twigs and
branches, deadwood, and suckers and as required to insure healthy plant
representative of species and in keeping with accepted horticulture practice.
i. Prune any damaged or dead roots or branches back to and slightly
above, nearest healthy side bud, but at angle from remaining portion
not exceeding 45 degrees.
ii. Evergreen: Trim only damaged or dead foliage and/or branches.
iii. Do not prune leaders. On cuts over 1" diameter, trace injury back to
living tissue, smooth and treat with accepted tree wound dressing.
(13) Mulching - Where used, mulch shall be placed within 2 days of planting and a
minimum of 4-inches depth to a radius of 3-feet. Mulch shall not be placed within 6-
inches of the trunk.
(14) Maintenance, Acceptance, and Guarantee
a. Maintenance period shall begin immediately after each area is planted based
on the following requirements:
i. All planting shall be protected and maintained until final acceptance of
all work. Maintenance shall include watering, weeding, cultivating,
mulching, tightening and repairing of guys, removal of dead branches,
resetting plants to proper grade or upright position, barricading the site
and other necessary operations. The Contractor shall provide all water
and equipment necessary for maintenance during the duration of the
contract. Water is available at the planting site. After final acceptance,
maintenance becomes the responsibility of the Owner.
ii. If during the duration of the contract prior to final acceptance, any of the
plants die, or if they are, in the opinion of the Owner's Representative,
in unhealthy or unsightly condition or if they have lost their natural
shape due to dead branches or excessive pruning of branches, then the
Contractor shall replace the material at his expense. This replacement
shall be completed prior to final acceptance of the project and shall not
void the one-year guarantee.
iii. Minor vandalism, theft, or other damage to the plantings or related work
shall be the responsibility of the Contractor until all work receives final
acceptance.
b. Prior to final acceptance, the Contractor shall furnish four (4) copies of written
maintenance instructions to Owner for maintenance and care of all new planted
areas for the first 3 years after installation. These instructions shall include but
not be limited to staking, pruning, insect and disease control and fertilizing.
c. Guarantee
i. For a period of two years after final acceptance of all work and at no
additional cost to the Owner, the Contractor shall replace any plants
that have died or are partially dead due to unhealthy or unsightly
condition, or have lost their natural shape due to dead branches or
excessive pruning of dead branches. Adverse site conditions are
natural causes for the purposes of this contract. Inadequate or
improper maintenance by the Owner shall not be cause for replacement
by the Contractor provided the Contractor shall have submitted
Article 10 - 38
throughout the guarantee period a bi-monthly letter of report to the
Owner on improper or inadequate maintenance practices and
recommended remedial actions. The Contractor shall apply a “new”
one year guaranty period to each replacement plant that is installed.
ii. The Contractor shall guaranty all plants to be true to name and to meet
all conditions of these specifications. Any plant which is not true to
name as indicated by leaf, flower form, or fruiting characteristics
revealed within guarantee period shall be replaced by Contractor, at
Contractor's expense.
iii. All replacement planting under the guarantee provision shall be
executed within one month of notice to replace such plants. Upon
Owner's written approval, the Contractor shall replace rejected plants at
a later date, mutually agreed upon, provided that the Contractor
removes all rejected plants within seven days of the notice to replace
such plants. If the rejected plants are not removed in 7 days, the
Owner’s Representative may at his option remove these plants and the
cost of such removal shall be charged to the Contractor.
iv. Replacement planting is to be in accordance with the original
specifications and its cost considered to be included in the bid price. All
areas damaged by tree or shrub planting or replacement operations are
to be fully restored to their original condition as specified.
10.3.11 Integral Concrete Coloring
(1) Placing Colored Flatwork Concrete
a. The concrete consistency as denoted by the slump test should remain at the
same slump + ½" for all colored concrete placed. The concrete slump shall be
3" maximum + ½" at the point of delivery. Once a portion of the batch has
been placed, no water should be added to the remaining batch.
b. Concrete should always be placed in forms as near the final location as
possible. Avoid using a concrete vibrator to move the concrete laterally.
(2) Finishing Colored Flatwork Concrete
a. Finishing must be done uniformly. Over troweling often results in dark spots in
the colored concrete and will not be permitted. Finishing must not begin until
bleed water has left the surface. No sprinkling or fogging will be permitted.
(3) Curing Colored Flatwork Concrete
a. The finished slab should be sealed with Davis seal in a matching color. Plastic
sheeting or membrane paper will not be permitted.
(4) Patching Colored Concrete
a. All repair work must be done within three days after form removal so the repair
and surrounding concrete age together.
b. White cement must be added to the patching mix to overcome the fact that a
patch area will normally dry darker. The color added to the patch mix should
be the same ratio as the original color/cement ratio.
Article 10 - 39
10.6 METHOD OF MEASUREMENT
The quantities of native seeding will not be measured but shall be the quantities shown on the
plans, completed and accepted; except that measurements will be made for revisions
requested by the Engineer, or for discrepancies of plus or minus five percent of the total
quantity shown on the plans.
The quantity of native seeding shall include fertilizer and matting (if applicable), mulch and
seed, completed and accepted. The quantity of sod to be measured will be the actual number
of square feet including sod preparation, fertilizer, and sod, completed and accepted.
Measurement for acres will be by slope distances.
10.7 BASIS OF PAYMENT
The accepted quantities of native seeding and sod will be paid for at the contract unit price for
each of the pay items listed below that appear in the bid schedule. Payment will be made
under:
Pay ItemPay Unit
Seeding (Native) Acre
Sod Square Foot
Soil preparation, seed, fertilizer, mulching and erosion matting will not be paid for separately
but shall be included in the work.
Cost for adjusting or re-adjusting the seeding or fertilizing equipment will not be paid for
separately but shall be included in the work.
Costs for adjusting or re-adjusting the mulching equipment will not be paid for separately but
shall be included in the work.
Water for seeding, mulching, hydraulic mulching, and sodding will not be paid for separately
but shall be included in the work.
Article 10 - 40
ARTICLE 11
SANITARY SEWERS
11.1 GENERAL
11.1.1 DESCRIPTION
The work covered by this section of the specifications consists of the furnishing of all labor,
supplies, equipment and materials and performing all operations in connection with the
construction of sanitary sewers and appurtenances, as shown on the plans, as herein specified
and directed by the City Engineer.
11.1.2 PLANS AND DATA
Profiles of the ground are shown on the plans for the work. The Contractor must satisfy
themself regarding the character of the material to be excavated and the work to be done.
11.1.3 SOURCE OF SUPPLY
Materials complying with these specifications will be accepted from any source of supply. The
Engineer reserves the right to reject the entire output of any source from which it is impossible
to secure a continuous supply of satisfactory material or a source where conditions are such
that the use of unfit material can be prevented only by extraordinary methods.
The Engineer may require the taking and testing of preliminary samples of material from any
source before that source is approved for delivery.
The Contractor shall be held responsible for the care and storage of materials delivered on the
work site or purchased for use thereon. Any material that has been delivered on the work site
and has become damaged before actual incorporation in the work may be rejected by the
Engineer even though it may previously have been accepted. Stored material will be so located
as to facilitate thorough inspection.
Materials which do not meet the requirements of these specifications will be rejected and will be
promptly removed from the work site.
11.2 MATERIALS
11.2.1 PIPE MATERIALS
All sanitary sewer mains shall be a minimum of eight inches (8”) in diameter. Any
sanitary sewer mains less than eight inches (8”) will not be approved or accepted.
(a) POLYVINYL CHLORIDE (PVC) PIPE. Polyvinyl chloride pipe shall be unplasticized
polyvinyl chloride manufactured specifically for sanitary sewage and with an integral
bell. All PVC pipe for diameters not exceeding fifteen inches (15") will conform to ASTM
D3034 Standard Specifications. A minimum wall dimension ratio (ratio of the average
specified outside diameter to the minimum specified wall thickness) shall be SDR 35.
All PVC pipe for diameters eighteen inches (18") through twenty-seven inches (27")
shall conform to ASTM F679 Standard Specifications. A minimum wall dimension ratio
will be SDR 35 (minimum wall thickness T-1, Table 1, ASTM F679).
The bell end of all pipe shall contain a confined elastomeric gasket conforming to ASTM
F477 and will be tested in accordance with ASTM D3212 Standard Specifications. PVC
Article 11 -1
pipe shall not be exposed to ultraviolet light longer than six (6) months. Any
discoloration of the pipe material will be evidence of ultraviolet damage and may be
reason for rejection and removal from the project.
All PVC sewer pipe, eight inches (8") in diameter or larger, shall be an integral green tint
in color. Lightly tinted pipe will not be acceptable. Contractors shall install all PVC pipe
in a manner where there are no sags or interruptions in the flow. All pipe shall
have a home mark on the spigot to indicate proper penetration when the joint is made.
Connections to an existing PVC pipe, for extensions or repairs, shall be made with a
double bell coupling when a bell end does not exist, (i.e. plain end to plain end
connection). After it has been laid and backfilled, and prior to the placing of surface
improvements, all PVC pipe shall be tested by the Contractor by means of a certified
mandrel (go-nogo device).
(b) CAST IRON PIPE (CIP). Cast Iron Pipe will not be allowed.
(c) DUCTILE IRON PIPE (DIP). Ductile Iron Pipe shall be centrifugally cast, grade 60-42-10
iron conforming to ASTM A746 and ANSI A21.51 Standard Specifications. Thickness
class for buried pipe shall be as determined by ANSI A21.51, Tables 51.1 and 51.2.
Ductile Iron Pipe shall have rubber gasket push-on joints and shall have a polyethylene
lining.
Polyethylene lining material shall conform to ASTM D1248 Standard Specifications,
compounded without an inert filler except 3% carbon black to resist ultraviolet rays. The
polyethylene shall be chemically bonded to the interior of the pipe. The lining shall have
a nominal thickness of 40 mils and a minimum thickness of 35 mils.
Each piece of pipe shall be checked for holidays by the manufacturer. Holiday testing
shall conform to ASTM G62 standard specifications.
Field cutting and coating of the cut pipe shall be made in accordance with the
manufacturer’s recommendations. In no case shall polyethylene-lined pipe be cut with a
torch.
An approved pipe bonding and cathodic protection system will be required on all buried
ductile iron pipe.
(d) VITRIFIED CLAY PIPE (VCP) - EXTRA STRENGTH. Vitrified clay pipe will be allowed
only when prior written approval is obtained from the City Engineer.
11.2.5 CONCRETE MANHOLES
Unless otherwise specified on the plans, or approved by the City Engineer, manholes shall be
constructed of precast concrete barrels and cones with cast-in-place concrete bases. Bases
may be precast if placed on six inches (6") of compacted gravel bedding extending a minimum
of twelve inches (12”) around the base or the width of the excavation-whichever is greater. In
the event severe groundwater conditions are encountered, the thickness of the gravel bedding
below the manhole base shall be increased to twelve inches (12”). Alternate construction
methods may be required as approved by the Engineer on a case-by-case basis. The concrete
channel and bench within precast bases shall be poured on site after the sewer pipe is set to
grade. Where possible, manhole channel shall be sewer pipe with the upper portion removed.
Article 11 -2
Precast concrete barrels and cones shall conform to ASTM C478 Standard Specifications
except that the wall thickness may be either wall A or wall B as described in ASTM C76
Standard Specifications. Provide eccentric cones for all manholes greater than six feet (6')
deep, and flat lids for manholes six feet (6') deep or less as shown on the drawings. Manholes
shall conform to the Standard Details shown on the plans. Concrete used in the construction of
all sanitary sewer structures shall conform to those portions of ARTICLE 4 – CONCRETE and
ARTICLE 5 – STRUCTURAL CONCRETE, which are applicable.
All joints in the manhole barrel, cone, grade adjustment rings, and flat top sections shall be
sealed with a preformed flexible plastic sealing compound conforming to Federal Specification
SS-S-00210 (GSA-FS6). All joint surfaces shall be cleaned prior to applying the sealant. The
outside of the manhole joints shall be wrapped with a butyl adhesive tape sealant that conforms
to Federal Specification SS-S-00210 (GSA-FS6). The eccentric cone section shall be situated
so that the slope of the cone section is pointing toward the downstream direction.
All pipe penetrations in cast-in-place concrete bases shall utilize two strips of the above
mentioned preformed flexible plastic sealing compound, placed around the pipe, as a water
stop. All pipe penetrations in precast concrete bases shall be provided with a resilient rubber
connector in conformance with ASTM C923. When connection to an existing manhole is
allowed a water stop and non-shrink grout shall be used at all pipe penetrations.
11.2.6 TRENCHLESS MANHOLE REPAIR
Unless specified on plans, materials used shall conform to the following, or otherwise approved
by the engineer:
(a) CEMENTIOUS MATERIAL
DESCRIPTION METHOD RESULTS
Compressive Strength, 28-day ASTM C109
9,000 psi
Flexural Strength, 28-dayASTM C293
1,000 psi
Bond Strength ASTM C882
2,000 psi
Freeze-Thaw Durability ASTM C666No visible damage after 300
cycles
Shrinkage at 95” Humidity, 28-ASTM C596
0%
day
Sulfide Resistance ASTM C267
No attack
(b) EPOXY COATING
DESCRIPTION METHOD RESULTS
Flexural Strength ASTM D790
13,000 psi
Compressive StrengthASTM D695
18,000 psi
Tensile Strength ASTM D638
7,600 psi
Tensile Ultimate ASTM D638
1.5 %
Elongation
Hardness, Shore D ASTM D2240
85-89
Taber Abrasion, CS17 ASTM D4060, 1,000g load/1,000
<112mg loss
Wheel cycles
Adhesion ASTM D4541, Concrete Substrate Failure and >250
psi*
Article 11 - 3
*Adhesion Mode of Failure shall be by Substrate Failure mode only with an adhesion value 250psi and greater. Mode of failure categorized as
"Glue Failure or Adhesive Failure Y/Z" below the minimum PSI specified shall be cause for retesting. Mode of failure as noted in ASTM
D4541Section 8.3.1 thru 8.3.3/ASTM D7234 Section 9.3.1 thru 9.3.4 categorized as Adhesive A/B, B/C, C/D etc. or Cohesive B, C, D etc. shall
be cause for rejection.
11.2.7 MANHOLE RING AND COVER ADJUSTMENT
(a) CONCRETE GRADE RINGS. Reinforced concrete grade rings may be used in the
adjustment of manhole rings. Grade rings shall have a minimum thickness of two
inches (2") and maximum thickness of six inches (6"). Total adjustment height shall not
exceed the tolerances as shown on the Standard Details.
(b) HIGH DENSITY POLYETHYLENE (HDPE) GRADE RINGS. High Density Polyethylene
grade rings may be used in the adjustment of manhole rings. Grade rings shall be rated
for HS-20 loading. Total adjustment height shall not exceed the tolerances as shown on
the Standard Details.
11.2.8 MANHOLE RING AND COVERS
Iron castings shall conform to the requirements of AASHTO M306. Gray iron used in the
casting shall conform to AASHTO M105, Class 35B, unless otherwise specified.
Castings shall be boldly filleted at angles and the risers shall be sharp and perfect. Castings
shall be true to pattern in form and dimensions, free from pouring faults, sponginess, cracks,
blow holes or other defects in positions affecting their strength for services intended. The ring
and covers for manholes and all sanitary sewer appurtenances shall be straight and shall fit
properly together so that traffic will not cause them to rattle. Rough spots, which prevent a
suitable fitting, shall be removed by grinding. Manhole castings shall be Neenah R-1706,
Deeter 1258, East Jordan Ironworks 2430 or approved equal. Manhole covers shall be lettered
"SANITARY”. See City Standard Details for additional information.
11.2.9 REINFORCING STEEL
Reinforcing steel shall meet the requirements of ARTICLE 5 – STRUCTURAL CONCRETE,
SECTION 5.3 - REINFORCEMENT.
11.2.10 BEDDING FOR PIPE
(a) CLASS “A” BEDDING - Class "A" bedding shall be defined as that method of bedding by
which additional supporting strength of the pipe is attained by supporting the pipe with a
continuous concrete cradle. The lower part of the pipe shall be bedded in a continuous
cradle constructed of concrete conforming to those portions of ARTICLE 4 –
CONCRETE for Caisson Concrete Mix, which are applicable.
(b) CLASS “B” BEDDING - Class "B" bedding shall be a well-graded crushed stone or slag.
When tested by means of laboratory sieves it shall conform to the following
requirements: (AASHTO M43, NO. 67 gradation)
SIEVE SIZEPERCENT PASSING
1 in. 100
¾ in. 90
3/8 in. 20 – 55
No. 40 – 10
No. 80 – 5
Article 11 - 4
When crushed gravel or stone is used, at least 50 percent, by weight, of the particles retained
on the No. 4 sieve and above shall have at least two (2) fractured faces.
(c) REINFORCED CONCRETE ARCH AND ENCASEMENT – Concrete and reinforcement
for an arch or encasement shall conform to those portions of ARTICLE 4 – CONCRETE
for 6-Sack Concrete Mix and ARTICLE 5 – STRUCTURAL CONCRETE, which are
applicable.
11.2.11 TRENCH STABILIZATION MATERIAL
Backfill for unstable subgrade conditions shall be select material as approved by the Engineer.
Contractor shall submit a sample and sieve analysis for City Engineer's review and approval
prior to delivery of the materials to the site.
11.2.12 BACKFILL MATERIALS
Subject to the provisions specified herein, the material removed from the project excavations
may be used as backfill. All organic material, rubbish, debris, and other objectionable materials
shall be removed from the site and shall not be considered acceptable for backfill.
(a) INITIAL BACKFILL. The specified selected material for the initial backfill (from the
spring line of the pipe to a plane one foot (1') above the top of the pipe) in the "pipe
zone" shall be Class "B" bedding material, unless stated otherwise on the plans. The
initial backfill shall be carefully and simultaneously placed on each side of the pipe for
the full width of the trench.
(b) BACKFILL ABOVE THE PIPE ZONE. The material for backfill above the pipe zone
(from the top of the bedding to a plane two feet (2') above the top of the bedding) shall
be free from rocks, stones, concrete, or asphalt greater than three inches (3") in any
dimension. If the Contractor cannot prevent rocks from accumulating at the top of the
bedding during the backfill operation, then the City Engineer may require an additional
twelve inches (12") of Class "B" bedding or select material be provided at no cost to the
City. Material for the backfill from a plane two feet (2') above the bedding to the top of
ground shall be free from rocks, stones, concrete or asphalt greater than eight inches
(8") in any dimension. All Material shall be well graded which can be consolidated with
a minimum of voids.
(c) IMPORTED BACKFILL MATERIAL. When a shortage of satisfactory backfill material
occurs from a cause which is not the fault of the Contractor, as verified by the City
Engineer, the Contractor shall furnish all necessary suitable material. The imported
backfill material shall be inspected and approved by the City Engineer prior to import.
11.2.13 SEWER SERVICE LINES
Sewer service lines shall be four inches (4") in diameter unless otherwise specified on the
plans, or by the Engineer. Material for sewer service lines shall be PVC having a minimum wall
dimension ratio with an SDR rating of 35 meeting the requirements of ASTM D3033 or D3034
or better. Sewer services shall be connected to the main, not the manhole, and shall be a wye
fitting or a tee fitting when the diameter of the service line exceeds one-half (½) the diameter of
the sanitary sewer main. An approved multi-fitting saddle or wye with a lip may be used when
the diameter of the service line is less than or equal to one-half (½) the diameter of the sanitary
sewer main.
Article 11 - 5
11.2.14 TRACER WIRE
All tracer wire and tracer wire products shall be domestically manufactured in the U.S.A.
All tracer wire shall have HDPE insulation intended for direct bury, color coated per APWA
standard for the specific utility being marked.
(a) OPEN TRENCH. Tracer wire for open trenches shall be #12 AWG copper clad steel,
high strength with minimum 450 lb. break load, with minimum 30 mil HDPE insulation
thickness.
(b) DIRECTIONAL DRILLING/BORING. Tracer wire for directional drilling or boring shall be
#12 AWG copper clad steel, extra high strength with minimum 1,150 lb. break load, with
minimum 30 mil HDPE insulation thickness.
(c) PIPE BURSTING/SLIP LINING. Tracer wire for pipe bursting or slip lining shall be 7 x 7
stranded copper clad steel, extreme strength with 4,700 lb. break load, with minimum 50
ml HDPE insulation thickness.
(d) CONNECTORS. All mainline tracer wires must be interconnected in intersections, at
mainline tees and mainline crosses. At tees, the three wires shall be joined using a
single 3-way lockable connector (SnakeBiteTM or approved equal). At crosses, the four
wires shall be joined using a 4-way connector. Use of two (2) 3-way connectors with a
short jumper wire between them is an acceptable alternative.
Direct bury wire connectors. Shall include SnakeBiteTM 3-way lockable connectors (or
approved equal) and mainline to lateral lug connectors specifically manufactured for use
in underground tracer wire installation. Connectors shall be dielectric silicon filled to seal
out moisture and corrosion and shall be installed in a manner so as to prevent any
uninsulated wire exposure.
Non-locking friction fit, twist on or taped connectors are prohibited.
(e) TERMINATION/ACCESS. All tracer wire termination points must utilize an approved
tracer wire access box (above ground access box or grade level/in-ground access box
as applicable), specifically manufactured for this purpose.
All grade level/in-ground access boxes shall include a dual terminal switchable lid
(SnakePit LD14G2T-SW or approved equal), be appropriately identified with “sewer”
cast into the cap, and color coded per APWA standard for the specific utility being
marked.
A minimum of two feet (2’) of excess/slack wire is required in all tracer wire access
boxes after meeting final elevation.
All tracer wire access boxes must include a manually interruptible conductive/connective
link between the terminal(s) for the tracer wire connection and the terminal for the
ground rod wire connection.
Ground wire shall be connected to the identified (or bottom) terminal on all access
boxes.
(f) Service Laterals on public property. Tracer wire must terminate with a coil of six feet (6’)
of tracer wire for future extension to the building, located at the edge of the road right-of-
way, and out of the roadway. Termination/Access boxes must be installed at the first
south or east sanitary sewer service stub located from the downstream manhole for
each block in new subdivisions.
Article 11 - 6
(g) Service Laterals on private property. Tracer wire must terminate at an approved above-
ground tracer wire access box, affixed to the building exterior directly above where the
utility enters the building, at an elevation not greater than five (5) vertical feet above
finished grade, or terminate at an approved grade level/in-ground tracer wire access
box, located within two (2) linear feet of the building being served by the utility.
(h) Long-runs, in excess of 2,500 linear feet. Tracer wire access must be provided utilizing
an approved grade level/in-ground tracer wire access box, located at the edge of the
road right-of-way and out of the roadway. The grade level/in-ground tracer wire access
box shall be delineated using a minimum 48” polyethylene marker post, color coded per
APWA standard for the specific utility being marked or other approved marker by the
City of Pueblo.
(i) GROUNDING. Tracer wire must be properly grounded at all dead ends/stubs.
Grounding of tracer wire shall be achieved by use of a drive-in magnesium ground rod
with a minimum of 20 feet of #12 red HDPE insulated copper clad steel wire connected
to anode (minimum 1.5 lb.) specifically manufactured for this purpose and buried at the
same elevation as the utility.
When grounding the tracer wire at dead ends/stubs, the ground rod shall be installed in
a direction 180 degrees opposite of the tracer wire, at the maximum possible distance.
When grounding the tracer wire in areas where the tracer wire is continuous and neither
the mainline tracer wire or the ground rod wire will be terminated at/above grade, install
ground rod wire directly beneath and in-line with the tracer wire. Do not coil excess wire
from ground rod wire. In this installation method, the ground rod wire shall be trimmed to
an appropriate length before connecting to tracer wire with a mainline to lateral lug
connector.
Where the ground rod wire will be connected to a tracer wire access box, a minimum of
two feet (2’) of excess/slack wire is required after meeting final elevation.
(j) Prohibited Products and Methods. The following products shall not be allowed or
acceptable:
(1) Uninsulated tracer wire
(2) Tracer wire insulations other than HDPE
(3) Tracer wires not domestically manufactured
(4) Non-locking, friction fit, twist on or taped connectors
(5) Brass or copper ground rods
(6) Wire connections utilizing taping or spray-on waterproofing
(7) Brass fittings with tracer wire connection lugs
(k) Approved Products and Methods. The following products have been deemed
acceptable and appropriate. These products are a guide only to help you choose the
correct applications for your tracer wire project.
(1) Copper-Clad Steel (CCS) Tracer Wire or approved equal.
(2) Open Trench. Copperhead #12 High Strength part # 1230G-HS or approved equal.
(3) Directional Drilling/Boring. Copperhead Extra High Strength part # 1245G-EHS or
approved equal.
Article 11 - 7
(4) Pipe Bursting/Slip Lining. Copperhead SoloShot Extreme Strength 7 x 7 Stranded
part # GPBX- 50 or approved equal.
(5) Connectors Copperhead. 3-way locking connector part # LSC1230C or approved
equal.
(6) DryConn 3-way Direct Bury Lug: Copperhead Part # 3WB-01 or approved equal.
(7) Termination/Access
(8) Non-Roadway access boxes applications: Tracer wire access boxes grade level
Copperhead 3-way Direct Bury Lug adjustable lite duty Part # LD14G2T-SW or
approved equal.
(9) Concrete / Driveway access box applications: Tracer wire access boxes grade level
Copperhead Part # CD14G2T-SW or approved equal.
(10) Grounding. Drive in Magnesium Ground Rod: Copperhead Part # ANO-12 (1.5
lb.) or approved equal.
(11) Manufacturer Product Options: Copperhead products or approved equal.
11.3 CONSTRUCTION REQUIREMENTS
11.3.1 WATER LINE AND STORM SEWER CROSSINGS
Where sanitary sewer mains cross water mains, storm sewers or other non-potable lines, the
sanitary sewer pipe shall be a minimum of eighteen inches (18") clear distance vertically below
the water main or storm sewer. If this clear distance is not feasible, the pipe section must be
designed and constructed so as to protect the water main or storm sewer. Minimum protection
shall consist of the installation of an impervious and structural sewer. For example:
(a) REINFORCED CONCRETE ENCASEMENT. The sanitary sewer pipe shall be
reinforced with a reinforced concrete encasement. The encasement shall be at least six
inches (6") thick and extend a distance of ten feet (10’) either side of the water main or
storm sewer. See Section 11.3.11 - PIPE BEDDING LIMITS, REINFORCED
CONCRETE ENCASEMENT.
(b) JOINT CENTERING. The sewer shall be constructed such that one length of pipe, at
least eighteen feet (18') long, shall be centered over the water main or storm sewer.
Joints between the sewer pipe and special length pipe (18' section of pipe) shall be
encased in a concrete collar at least six inches (6”) thick and extending at least six
inches (6”) either side of the joint.
In all cases, proper soil compaction, suitable backfill or other structural protection shall
be provided to preclude settling and/or failure of either pipe.
11.3.2 RAILROAD AND HIGHWAY CROSSINGS
At all railroad and highway crossings extreme care shall be exercised to safeguard life and
property. All sewer work under and adjacent to railroads and highways shall be accomplished to
the satisfaction of a representative of the railroad company and/or Colorado Department of
Transportation (CDOT) and the Engineer. The Contractor shall obtain at his own expense all
permits, bonds, and insurances necessary for the execution of his work, and/or required by the
appropriate railroad or CDOT. Contractor shall submit a plan for approval for crossing railroads
or highways unless otherwise shown on drawings.
11.3.3 EXCAVATION - GENERAL
All excavation for sewer and/or manhole construction will be considered as unclassified
excavation. Excavation shall conform to ARTICLE 7 – EARTHWORK, Section 7.3.2 General
Article 11 - 8
Excavation.
11.3.4 TRENCH EXCAVATION - WIDTH AND DEPTH
The width of the trench shall provide adequate space for workers to place, joint the pipe, and
bed the pipe properly.
The minimum width of the trench from a plane six inches (6") below the pipe to a plane twelve
inches (12") above the pipe shall be a minimum of nine inches (9") clear on each side from the
undisturbed edge of the trench wall to the outside diameter of the pipe. This minimum trench
width shall also be used for measurement of trenches in rock.
In order to protect the pipe from external loads in excess of those used in the design of the
pipe, it is necessary to limit the width of the lower portion of the trench below an elevation 12
inches above the top of the installed pipe to 6” below the invert of the pipe. The trench from a
plane six inches (6") below the pipe to a plane twelve inches (12") above the pipe shall be
excavated so the trench walls are as close to vertical as possible. The maximum trench width
within this zone will not be limited but shall be kept as narrow as possible.
When using a movable trench support, care shall be exercised not to disturb the pipe location,
jointing and bedding material. Any voids left in the bedding material by support removal shall
be carefully filled with additional bedding material and properly tamped. The width and slope of
the trench from a plane twelve inches (12") above the pipe to the top of the ground shall be
determined by the Contractor. Considering factors shall include, but not be limited to; all safety
requirements; type of material being excavated; equipment used; widths of dedicated right-of-
ways; and adjacent structures, property, and utilities.
The trench bottom shall be constructed to provide a firm, stable and uniform support for the full
length of the pipe. Except in ledge rock, water bearing earth, or where a special pipe bedding is
called for in the contract documents, the rough excavation of trenches shall extend no less than
four inches (4") nor more than six inches (6") below the bottom of the pipe.
Correction of a trench grade that is too low shall be done by compacting select material of the
types designated by the Engineer, over the entire width of the trench to 95% of AASHTO T99.
Such work required due to over excavation will not be included for payment.
Trench excavation shall meet the requirements of ARTICLE 7 – EARTHWORK, SECTION
7.3.2(5) TRENCH EXCAVATION.
11.3.5 HANDLING EXCAVATED MATERIAL
The material excavated from trenches, which is suitable for backfill, shall be kept so as not to
significantly alter drainage flow patterns, endanger the work and to be of as little inconvenience
as possible to the traveling public and the occupants of the abutting properties. Free access
must be maintained at all times to driveways, fire hydrants, water valves, gas valves, existing
manholes, etc., in the vicinity of the work.
Where lines are located in alleys or in any other case where the Contractor proposes to deposit
material on private property, written permission shall be obtained from the owner of the property
prior to placing any material on the property. The Contractor shall be held responsible for any
damage to private property.
Materials encountered during clearing of the right-of-way and excavation of the trench such as
rubbish, organic material, abandoned foundations and any other material which are not
satisfactory for use as backfill in the opinion of the Engineer, shall be removed from the site and
Article 11 - 9
disposed of by the Contractor at his own expense.
11.3.6 UNSTABLE SUBGRADE
Where unstable subgrade conditions are encountered, as determined by the Engineer, the
Contractor may be required to excavate below subgrade elevation and backfill the unstable
area with material as per Section 11.2.12 - TRENCH STABILIZATION MATERIAL. The
material approved by the Engineer shall be used to an elevation six inches (6") below the
bottom of the pipe. The extra depth of excavation and backfill shall be as ordered by the
Engineer, and only when ordered by the Engineer.
If the unstable condition is a result of the Contractor not properly protecting his work from
surface water infiltration, or from sewer or water lines damaged or broken by the Contractor, the
cost shall be borne by the Contractor. If the unstable soil condition is the result of ground water
infiltration and other causes beyond the control of the Contractor, the extra foundation material
ordered by the Engineer will be paid for.
Unstable subgrade shall meet the requirements of ARTICLE 7 – EARTHWORK, SECTION
7.3.2(5)(c) REMOVAL OF UNSTABLE MATERIAL.
11.3.7 TRENCHES IN ROCK
Rock will be defined as any naturally occurring or manmade material in such a form that it
cannot be readily removed using the equivalent of a 165hp/40,000lb operating weight track-type
tractor (bulldozer) with a ripper or a 188hp/63,000lb operating weight hydraulic excavator
(crawler mounted backhoe) with “rock teeth” without a significant loss of production. It also
includes boulders exceeding one-half (½) cubic yard in volume.
Whenever rock material is encountered in an excavation, the Contractor shall immediately
notify the Engineer for field verification. The Engineer shall measure and document the limits of
the rock prior to excavation. Any rock removed prior to notification will not be considered for
payment. After rock has been measured, trenching shall continue by such means as may be
necessary, to a depth of six inches (6") below the outside bottom of the pipe, and to a width in
conformance to Section 11.3.4 - TRENCH EXCAVATION - WIDTH & DEPTH.
Blasting for rock excavation will only be allowed with the written permission from the Engineer
and Fire Chief. The Contractor shall exercise the utmost care to protect the public from harm
and to avoid property damage. Blasting shall be done by a State licensed blaster. The
Contractor shall comply with all laws, ordinances, insurance, bonding, and applicable safety
code requirements and regulations and shall be responsible for all damage caused by the
blasting operations. Signals warning persons of danger shall be given before any blast.
Blasting shall be controlled as not to make any excavation unduly large or irregular. Excessive
blasting or overshooting shall not be permitted. The Engineer shall have authority to order any
method of blasting discontinued which leads to overshooting or is dangerous to the public or
destructive to property or to natural features. Approved blasting blankets shall be used for all
blasting.
11.3.8 QUICKSAND AND GROUNDWATER INFILTRATION
Should running sand, quicksand or groundwater be encountered, the work shall be pushed with
utmost vigor. Groundwater encountered in trench or manhole excavations shall be drained to
sumps, through sub-drains, or by other methods to keep the water level below the bottom of the
bell of the pipe while joints are being made. Dispose of the water in a manner to prevent
damage to adjacent property. Drainage of groundwater through any sanitary sewer pipeline is
prohibited. All dewatering and trench stabilization methods and type of equipment used shall
Article 11 - 10
be approved by the Engineer.
If dewatering and trench stabilization is required as a result of the Contractor not properly
protecting his work from surface water infiltration, or from sewer or water lines damaged or
broken by the Contractor, the cost shall be borne by the Contractor. In the event such work is
required through no fault of the Contractor, it shall be considered extra work and a price shall
be negotiated.
11.3.9 EXCAVATION FOR STRUCTURES
Excavation for manholes, and miscellaneous structures shall consist of the removal of all
material necessary for construction of the work in conformity with the plans and these
specifications.
If rock is encountered, the excavation shall be done in such a manner as to allow the rock to be
exposed and prepared for receiving the concrete. All loose and disintegrated rock or thin strata
shall be stripped to a clean bed acceptable to the Engineer and in conformance to all applicable
items as described in Section 11.3.7 - TRENCHES IN ROCK.
Whenever the footing is to rest on any excavated surface other than rock, special care shall be
taken not to disturb the bottom of the excavation (subgrade), and the final finishing of the
surface shall not be done until just before the footing is to be placed. Correction of any over
excavated areas shall be at the Contractor's sole expense.
Whenever the subgrade soil is not sufficiently firm, the Contractor is to furnish and compact,
according to the direction of the Engineer, select material, as may be required and in
conformance to all applicable items as described in Section 11.3.6 - UNSTABLE SUBGRADE.
After each excavation is completed, the Contractor shall notify the Engineer, who shall make an
inspection of the depth of the excavation and character of the foundation material. No concrete
shall be placed until after the Engineer has approved the depth of the excavation and character
of the foundation material.
An Excavation Permit is required for any underground work within the City of Pueblo. The “for-
fee” permit shall be obtained from the City Streets Division at 211 E. “D” Street. Any work
placed without benefit of this permit will not be paid for.
11.3.10 PIPE BEDDING LIMITS
Unless stated otherwise on the plans or details or ordered by the Engineer, all pipe shall be
bedded in accordance with Class "B" bedding as described below. All classes of bedding shall
be properly tamped around the lower half of the pipe (haunches) and horizontally away from the
pipe in both directions to the undisturbed trench walls.
(a) CLASS “A” CRADLE BEDDING. The lower part of the pipe exterior shall be bedded in
Class "A" bedding material having a thickness under the pipe of one-fourth (1/4) the
outside diameter of the pipe or a minimum of six inches (6"), whichever is greater, and
extending up the sides of the pipe for a height equal to one-fourth (1/4) of the outside
diameter of the pipe. The cradle shall have a minimum width equal to the outside
diameter of the pipe plus eight inches (8") and it shall be constructed monolithically
without horizontal construction joints. Backfill above the cradle, extending twelve inches
(12") above the top of the pipe and the full width of the trench shall be Class "B" bedding
material.
(b) CLASS “B” CRADLE BEDDING. The sewer pipe shall be set on a minimum of six
inches (6") of Class "B" bedding material carefully shaped to fit the lower part of the
Article 11 - 11
conduit exterior for a width of at least 60% of the pipe breadth and for the entire pipe
length. After setting the sewer pipe, Class "B" bedding shall be added and properly
tamped around the lower half of the pipe (haunches) for the full width of the trench, and
the bedding shall be consolidated carefully without disturbing the pipe alignment or
grade. Additional Class "B" bedding material shall be added up to a minimum of twelve
inches (12") above the top of the pipe for the full width of the trench.
(c) REINFORCED CONCRETE ENCASEMENT. Concrete encasement shall consist of a
minimum thickness of six inches (6") around the pipe. This encasement shall be formed
on both sides to produce a rectangular shape and shall be reinforced as shown on the
Standard Detail. When required, it shall extend a minimum distance of ten feet (10') on
each side of a water main crossing or at the location and the dimensions as shown on
the plans. Backfill adjacent to the encasement, extending the full width of the trench
shall be class “B” bedding.
(d) REINFORCED CONCRETE ARCH. The pipe shall be embedded in class “B” bedding
material having a minimum thickness of six inches (6”) between the barrel and the
bottom of the trench excavation and extending to the springline (springline means the
pipe cross-section horizontal centerline of the pipe) of the pipe. The top of the pipe shall
be covered with reinforced concrete arch having a minimum thickness of ¼ the outside
diameter or four inches (4”) minimum measured at the crown of the pipe and having a
minimum width equal to the outside diameter plus eight inches (8”). When required, it
shall be extended at the location and the dimensions as shown on the plans. Backfill
adjacent to the concrete arch, extending the full width of the trench, shall be class “B”
bedding.
11.3.11 PIPE LAYING
Pipe shall be protected during handling against impact shocks and free fall. Proper methods
shall be used for handling and placing pipe to avoid spalling or breaking and to avoid
unnecessary disturbance of the bedding surface in the trench bottom. Pipe shall be kept clean
at all times and no pipe shall be used in the work which does not conform to these
specifications. Pipes shall be laid to a true line and at uniform rates of grade between
manholes as shown on the plans. The laying of the pipe in prepared trenches shall commence
at the lowest point with the spigot ends pointing in the direction of flow. No pipe shall be laid in
water or when trench conditions are unsuitable for such work.
The Contractor shall take every precaution necessary to prevent dirt, debris or surface water
from entering the existing lines or new construction. Contractor shall exercise reasonable
diligence in preventing sewage from seeping into the ground during the removal and
replacement of any sanitary sewer main. Best management practices shall be utilized to
prevent such seepage of sewer water, which shall include, but are not limited to, the following:
(1) Minimize the amount of time sewer water is allowed to remain in trench.
(2) Channel water from old pipe to new pipe with a temporary pipe, impervious trough or
gutter, whenever practical.
(3) Hard tie the newly laid pipe and existing pipe during holidays, weekends and nights
unless a bypass is used.
All bypass pumping, temporary connections or other work needed to comply with this
requirement shall be considered incidental to the sanitary sewer pipe and all costs in
connection therewith shall be included in the unit price for the pipe, unless otherwise stated on
plans and specifications.
The Contractor shall submit a plan for handling existing sewage flows while rehabilitating the
Article 11 - 12
pipe at the pre-construction meeting for approval by the City. The bypass plan must be
and identify the location of any
designed in accordance with the approved traffic control plans
pumping equipment, temporary discharge piping, pumping and discharge manholes, redundant
pumps and piping, the location of nearby waterways or drainages, and the method for
diverting runoff around the site. The Contractor shall be responsible to obtain all existing flow
measurements in the sewer to determine a bypass plan. Precautions must be taken to ensure
that sewage flow control operations do not cause damage to property being served by the
sewers involved. Raw wastewater shall not run freely through any open ditch. Bypass pumping
will not be allowed during nonworking hours unless authorized by the Engineer. When 24-hour
pumping operations have been approved by the Engineer in residential areas, attenuated
pumps will be required to minimize noise disturbance. The Contractor shall provide 100%
redundancy on any 24-hour pumping operation, near any waterways or any site deemed
necessary by the Engineer. Bypass piping shall be placed in trenches and covered with
temporary pavement or metal traffic covers when traffic conditions dictate the need for
protection of the piping unless otherwise directed by the Engineer. The Engineer may specify
additional design requirements based on specific site conditions.
Each bypass pumping system shall be hydrostatically tested using potablewater prior to use.
Unless otherwise indicated, water for testing bypass pipelines shall be furnished by the
Contractor. The bypass pumping system may require air release valves to release air
that may become trapped in the bypass system piping. The bypass pumping system shall be
filled at a rate which will not cause any surges or exceed the rate at which air can be released
through the air valves. The differential pressure across the orifices in the air release valves shall
not be allowed to exceed 5 psi at any time during filling. Once the system has been successfully
filled and all air purged, the piping system exclusive of the pump(s) shall be pressurized to
150% of the calculated working pressure, or 40 psi, whichever is greater, measured at the
lowest point along the alignment, and hydrostatically tested for a minimum of 30 minutes.
During the test, the entire system shall be visually inspected for leaks and monitored for
pressure drop. Any leaks encountered shall be repaired at the Contractors cost, and the
hydrostatic pressure test restarted until the system successfully passes the test. Potable water
used during the test shall be discharged to the wastewater system at a controlled rate to
prevent surcharging of the wastewater system and wastewater service lines.
If the City must provide personnel and equipment to minimize damages, in the event of any
failure of the Contractor’s sewage flow control operations, the Contractor shall be liable for all
costs incurred by the City. The Contractor will be charged $550 per hour that the City of Pueblo
crews are onsite, which will be deducted from the amount of the Contractor’s final payment.
Service line wyes shall be placed on the sewer main at points shown on the plans or where
directed by the Engineer. The service lines shall be extended to the right-of-way line. All shall
be per the requirements of Section 11.3.14 - SANITARY SEWER SERVICE LINE
INSTALLATIONS.
(a) ALIGNMENT. All pipe shall be laid to the lines and grades given by the Engineer with
joints close and even, butting all around. They shall be carefully centered and shall not
deviate more than one inch (1") from line so that when laid will form a sanitary sewer
with a uniform invert and a straight alignment unless a specified curve alignment is
shown on the plans.
The grade of the pipe shall be obtained by the use of batter boards and a "top line,”
batter boards with a double string line having a minimum of four feet (4') separation, a
laser beam, or by the use of surveying instruments approved by the Engineer. The
grade shall not be obtained by placing a carpenter's level on individual pipes.
If batter boards are used, the Contractor shall at all times where pipe laying is in
Article 11 - 13
progress, maintain batter boards for a distance covering at least three grade stakes.
The elevation of the batter boards shall be determined from the depth of cut as given by
the Engineer, and the Contractor shall keep on each crew a person whose duty it shall
be to see that the batter boards are in proper place at all times. It is not intended that
these requirements shall make it necessary for the Contractor to keep a person
especially for this purpose, but to provide that a competent person shall be with each
crew at all times whose duty it shall be to attend to the placing of the batter boards and
the giving of grades to the pipe layer.
If a method other than batter boards is used, the instrument used shall be operated
continuously under the supervision of a qualified foreman or superintendent. The pipe
grade shall be checked by an alternate method at fifty-foot (50') intervals and upon
request of the Engineer.
All PVC pipe shall be tested with a certified mandrel (go-no go device) prior to
construction of surface improvements.
(b) VERTICAL TOLERANCE. All pipe shall be installed within the following range of
tolerances. Any pipe not within the specified spot elevation tolerance shall be re-laid.
.
PIPE GRADE TOLERANCE TABLE
PIPE DIA. GRADE (S) (%)
(INCHES)
S 0.50 S>0.50
8 ±0.02 Ft ±0.04 Ft
10 – 15±0.03 Ft ±0.04 Ft
18 or larger ±0.04 Ft ±0.04 Ft
In no case shall a section of pipe be accepted if it does not possess a positive grade
(i.e., no flat or adverse sections).
(c) JOINTING PIPE. All pipe joints shall be made in the manner and under the conditions
described under the various types of joints for the work. Preparatory to making pipe
joints, all surfaces of the portion of the pipe to be jointed shall be cleaned. All pipe joints
shall be watertight when completed.
(1) ELASTOMERIC GASKET JOINTS – The assembly of the gasketed joint shall be
performed in general conformance with the recommendations of the pipe
manufacturer. The Contractor shall provide a suitable method of installation to
ensure the pipe being entered is true and concentric with the previously laid pipe so
as to prevent injury to the elastomeric gasket. When jointed, pipe shall form a
smooth and true pipeline.
(i) Mechanical methods shall be employed, if necessary, to pull or push the pipe
together with sufficient force to compress the gasket sufficiently to make a
watertight joint.
(2) SOLVENT CEMENTED JOINTS - Solvent cemented joints are not allowed on eight-
inch (8") diameter and larger pipes unless otherwise approved by the Engineer, in
writing. If approved, assembly shall be made in accordance with ASTM D2855
standard practice. Remove dirt and mud from bell and spigot. Apply primer liberally
to outside of spigot and inside of coupling. Immediately apply cement and make
joint by shoving home with 1/4 rotation (within a minute).
Article 11 - 14
(3)OTHER TYPE JOINTS -If any other type of joint is proposed to be used, it shall
conform to the requirements of these specifications that apply, and the Contractor
shall obtain written approval of the Engineer for its use. Connections to unlike
materials must also be pre-approved, in writing, and may require Class “A” bedding
(concrete cradle) at the connection joint. When joining pipe sections via a coupler, a
Fernco Strong Back RC Series Repair Coupling or an approved equal shielded
coupler shall be used to connect the existing to the new sewer pipe.
(d) TRACER WIRE. The work covered by this section of the specifications consists of the
furnishing of all labor, supplies, equipment and materials and performing all operations
in connection with the installation of tracer wire and appurtenances, as shown on the
plans, as herein specified and directed by the Engineer to comply with Senate Bill 18-
167. The bill requires that all new underground facilities, including laterals up to the
structure or building being served, installed on or after August 8, 2018, must be
electronically locatable when installed per section 9-1.5-103(10), C.R.S.
(1) Tracer wire installation shall be performed in such a manner that allows proper
access for connection of line tracing equipment, proper locating of wire without loss
or deterioration of low frequency (512Hz) signal for distances in excess of 1,000
linear feet, and without distortion of signal caused by multiple wires being installed in
close proximity to one another.
(2) Tracer wire systems must be installed as a single continuous wire, except where
using approved connectors. No looping or coiling of wire is allowed. Any damage
occurring during installation of the tracer wire must be immediately repaired by
removing the damaged wire and installing a new section of wire with approved
connectors. Taping and/or spray coating shall not be allowed.
(3) Tracer wire shall be installed at the top of the pipe and secured (taped/tied) at 5'
intervals.
(4) Tracer wire must be properly grounded as specified.
(5) Tracer wire on all service laterals/stubs must terminate at an approved tracer wire
access box located directly above the utility, at the edge of the road right-of-way but
out of the roadway. (See TRACER WIRE TERMINATION/ACCESS)
(6) At all mainline dead-ends, tracer wire shall go to ground using an approved
connection to a drive-in magnesium ground rod, buried at the same depth as the
tracer wire. (See GROUNDING).
(7) Mainline tracer wire shall not be connected to existing conductive pipes. Treat as a
mainline dead-end and ground using an approved waterproof connection to a
ground rod buried at the same depth as the tracer wire.
(8) All service lateral tracer wires shall be a single wire, connected to the mainline tracer
wire using an approved mainline to lateral lug connector, installed without
cutting/splicing the mainline tracer wire.
(9) In occurrences where an existing tracer wire is encountered on an existing utility that
is being extended or tied into, the new tracer wire and existing tracer wire shall be
connected using approved splice connectors and shall be properly grounded at the
splice location as specified.
(10) All service lateral tracer wires must be properly connected to the mainline
tracer wire to ensure full tracing/locating capabilities from a single connection point.
Lay mainline tracer wire continuously, by-passing around the outside of
manholes/structures on the north or east side. Tracer wire on all sewer laterals must
terminate at the property line with a coil of 6 feet of tracer wire taped directly to the
service lateral at the edge of the road right-of-way or at an approved location.
Article 11 - 15
(11) The City of Pueblo Wastewater Department must be contacted to inspect
tracer wire installation prior to backfilling any infrastructure that connects to the City's
sanitary sewer system
(12) The following methods shall not be allowed:
(i) Looped wire or continuous wire installations, that has multiple wires laid side-by-
side or in close proximity to one another
(ii) Tracer wire wrapped around the corresponding utility
(iii) Wire terminations within the roadway, i.e. in valve boxes, cleanouts, manholes,
etc.
(iv) Connecting tracer wire to any conductive utilities
11.3.12 BACKFILLING
The line, grade, joints and bedding of the sanitary sewer shall be inspected and approved by
the Engineer before backfilling operations commence.
If Class "A" Cradle Bedding or Reinforced Concrete Encasement has been constructed, no
backfilling shall commence until the concrete has either attained a compressive strength of
2000 pounds per square inch, or seven (7) days have elapsed.
After the initial backfill (bedding) has been carefully placed in the pipe zone to at least one foot
(1') above the top of the pipe, the remainder of the trench shall be backfilled and compacted.
Depositing of the backfill material shall be done so that impact of falling material will not
damage the pipe or structures.
Permission to use specific compaction equipment shall not be construed as guaranteeing or
implying that the use of such equipment will not result in damage to adjacent ground, existing
improvements, or improvements installed under the contract. The Contractor shall make their
own determination in this regard.
The Contractor shall employ whatever equipment and methods that are necessary to obtain the
moisture and required density. All soils within the compaction limits shall be compacted to
either ninety-five percent (95%) of the maximum dry density as defined by AASHTO T99
(Standard Proctor). Moisture content for all compacted soils shall be within plus or minus 2% of
optimum unless field observation verifies that the soils are unstable at lesser moisture contents.
In those cases, the Engineer shall establish a minimum moisture content.
On all sewer installations, compaction tests shall be made by an approved independent testing
laboratory and shall identify the location and depth of the test, the date of the test, the maximum
Standard Proctor density and optimum moisture content of the soil, and give the percent of
compaction and moisture content of the backfill material at the test location. Compaction tests
shall be made at a depth of three feet (3') above the top of the pipe and at two-foot (2') intervals
in depth, up to and including the surface. Testing shall be done at a minimum of one location for
every 250 feet of main line trench or fraction thereof and at every manhole or similar structure.
Where excavations for service lines branch off the main trench, every fourth service line trench
shall be tested.
All test locations shall be randomly spaced as directed by the Engineer. These tests shall
be made at the expense of the Contractor and are intended to give the Contractor and City an
indication of the effectiveness of the compaction procedure and shall not relieve the Contractor
of any provisions of this specification. All Compaction tests shall be submitted and
accepted by the City prior to construction of any surface improvements.
Article 11 - 16
If any compaction test should fail to meet the requirements of this section, at least two (2)
additional locations shall be tested along the trench, at locations designated by the Engineer, to
determine the extent of the non-compliance. After the extent of non-compliance has been
determined, that section of trench shall be re-compacted and retested at a minimum of two (2)
locations as directed by the Engineer. If the failure occurs at a service lateral, another lateral
shall be tested in addition to the extent of non-compliance testing requirements.
In the event of settlement or subsidence of a particular excavation or any part thereof, the
Contractor shall be responsible for all repaving, overlay and repair costs occasioned thereby for
a period of two (2) years after the project/subdivision acceptance date.
If requested by the Contractor/Developer, and written permission is granted by the Director of
Public Works, backfill for utility trenches may be consolidated using water induced settlement
techniques (jetting/puddling). This method of trench backfill consolidation shall only be allowed
in those special locations where a failure history exists for trenches using conventional
engineered controlled fill. As a condition of permission to use jetting/puddling, the
Contractor/Developer must agree in writing to provide a full and complete three (3) year
warranty from the final acceptance date, that shall include repair of any surface amenities to the
complete satisfaction of the City which may include a full width asphaltic overlay if warranted.
Where backfill for utility trenches within the roadway section are consolidated using
jetting/puddling, the moisture and density requirements within the trench compaction limits
stated above shall not apply; however, the compaction limits for the finished roadway subgrade
as outlined under ARTICLE 7 - EARTHWORK shall apply.
11.3.13 MANHOLE CONSTRUCTION AND ADJUSTMENT
Manhole bases and barrels shall be constructed of the material as specified in Section 11.2 -
MATERIALS, unless otherwise specified on the plans or by the Engineer. Contractor shall wait
a minimum of twenty-four (24) hours before setting manhole barrel sections, on cast-in-place
bases. No backfilling shall commence around manhole bases until the concrete has either
attained a compressive strength of 2,000 pounds per square inch, or seven (7) days have
elapsed.
The flow channel shall be made to conform in slope and shape to that of the sewer pipe and
wherever possible, the lower one-half of the sewer pipe shall be used for the invert of the open
flow channel. At intersections with other lines, channels shall be formed with a sweeping curve
to minimize turbulence.
When branch mains are being connected to a manhole with collector or backbone mains, the
smaller pipe diameter, branch main, invert must be higher than the larger pipe, collector or
backbone main, design depth of flow to avoid any interruption in flow in the branch main, per
City of Pueblo Sanitary Sewer Design Criteria Manual Table 4.3 Design Depth of Flow. .
Unless otherwise specified on the plans or specifications, all manhole channels shall be
constructed with a minimum elevation drop as shown:
HORIZONTAL DEFLECTION MINIMUM DROP
ANGLE OF SEWER PIPE AT
MANHOLE
o
0 0.10' *
oo
Between 0 & 45 0.20'
oo
45 to 90 0.30'
Changes in direction at intersections of sewers shall not be greater than 90 degrees.
Article 11 - 17
* The minimum drop at a manhole with a 0-degree pipe deflection can be less than 0.10 feet
when the grades of the pipe entering and exiting the manhole are the same and the pipe is laid
continuous through the manhole, using the bottom half of the pipe as the channel.
Connection to an existing manhole shall be made so the inlet flowline is above the existing
concrete manhole base. When connection to an existing manhole is allowed, the contractor
shall cut into the existing manhole to install the new sewer pipe and provide a water stop and
non-shrink grout for a watertight connection. A concrete channel shall be formed within the
existing manhole to provide a smooth discharge from the new pipe to the existing channel.
An external drop manhole shall be constructed when the difference between the elevation of
the inlet and outlet flowlines is two feet (2') or greater. Internal drop manhole assemblies will
not be allowed. See Manhole Base Section with Drop Assembly Detail, SD23. Epoxy coating
of the manhole may be required at the discretion of the Engineer due to high hydrogen sulfide
production from excessive drop distances, per Section 4.14 of the city of Pueblo Sanitary Sewer
Design Criteria Manual.
When pipe is used as the channel in manholes, no pipe joint shall be allowed in the manhole
unless otherwise specified on the plans. Dead end manholes shall have a channel extended a
minimum of three feet (3') inside the manhole at the same grade as the sewer pipe.
All manhole ring and covers in streets to be paved shall initially be constructed to a height to top
of subgrade or twelve inches (12") below the proposed finished pavement grade, whichever is
less. When adjusted to a finished pavement grade, the manhole ring and cover shall be so
constructed that the top of the manhole ring and cover will be flush ( 1/4") with the
replacement pavement or the grade established by the Engineer, and shall have at least one
(1) four inch (4") thick precast concrete or high density polyethylene adjustment rings
Adjustment rings shall not exceed twelve inches (12") in height. High density polyethylene
adjustment rings must be pre-approved by the Engineer before use and be rated for HS-20
loading.
Contractor shall salvage rings and covers removed from existing manholes. Rings and covers
shall become the property of the City.
When connecting to an existing manhole with steps, the steps shall be removed by cutting the
steps flush with the wall of the manhole. Where rebar steps are removed, the exposed rebar
ends shall be sealed with a Rustoleum Enamel Paint or approved equal.
When trenchless methods are used to rehabilitate manholes, the interior surface of the
manholes will be coated with 100% solid, self-priming, ultra-high build epoxy applied to a
minimum thickness of 125 mils with an airless spray gun applicator. To ensure a 125 mils
thickness, a wet film thickness gauge shall be used to verify thickness during the application
process. A micro-gauge may be used after application to ensure no shrinkage has occurred
after the curing process. The contractor may have an ultrasound on hand to show thickness is
being met. Apply epoxy coating in accordance with manufacturer’s instructions. The epoxy
coating shall completely cover all manhole walls and bases to the low flow of the pipe, unless
otherwise directed by the Engineer, to ensure a seal from outside water sources. The
Contractor shall sawcut a line, “key”, between the metal frame and concrete of the manhole
wall. The finished surface on all components of the manhole will be smooth and free of sags,
ridges, skips, voids, and pinholes.
A “Manhole Coating” form must be submitted for each manhole. The form must be submitted at
the Pre-Construction Conference for approval. The Contractor may elect to use a form
provided by the City of Pueblo. The report shall be submitted to the engineer within one week of
Article 11 - 18
completion of testing or as directed by the owner for review of application process. The coating
inspection report shall document, project and manhole identification, coating material, dry film
thickness and holiday tests results, adhesion testing results if applicable, and City Engineer’s
signature to verify test results.
Manholes constructed in areas with excessive groundwater tables or in areas identified as
having high concentrations of selenium and/or sulfate in the groundwater as determined by the
City Engineer will be required to be epoxy coated to eliminate any infiltration.
11.3.14 SANITARY SEWER SERVICE LINE INSTALLATIONS
Service lines shall be installed from the main to the right-of-way line or as shown on plans.
Connections to manholes is prohibited unless otherwise approved by the Engineer. Lines shall
be inspected and approved by the Engineer or designated entity.
Service lines shall be connected to the sewer main, so the flowline is at or above the spring line
of the pipe for 8" and 10" sewer mains and in the top 1/4 of the pipe for 12" and larger sewer
mains. Service lines shall not be connected to the City mainline manholes unless otherwise
approved by the Engineer.
Sewer service lines shall not protrude into the interior of the sanitary sewer main. Service lines
shall connect to the sanitary sewer main in a manner that creates a watertight joint and
provides a smooth, continuous interior pipe surface.
All service lines shall be placed on a slope of one-fourth inch (1/4") per one foot (1') from the
main to the property line, unless otherwise specified on the plans, standard details or in writing
by the Engineer.
The ends of all service lines shall be plugged and marked for location with a 2" x 4" board or
other suitable marker extending two feet (2') above grade and three feet (3') below grade in
addition to a three inch (3") wide green plastic tape tied to the end of the service line and
extending to a point six inches (6") above the ground surface. The Contractor shall assist the
Engineer in measurements and locations of constructed service lines and submit “as built”
plans.
When reinstating a service via an open trench, the Contractor shall use a hard tie polyvinyl
chloride (PVC) fitting when reinstating an existing PVC service. All other services shall be
reinstated using a Fernco Strong Back RC Series Repair Coupling or an approved equal
shielded coupler to connect the existing to the new service pipe. The Contractor shall be
responsible for all costs incurred for a service line tap not properly located, to include but not
limited to excavation and restoration of the missed service.
Bedding shall meet the requirements of Class "B" as per Section 11.2.11 - BEDDING FOR
PIPE, and Section 11.3.10 - PIPE BEDDING LIMITS and the backfill material shall be similar to
that required for sanitary sewer mains as per Section 11.2.13 - BACKFILL MATERIAL. All
backfill shall be consolidated by the requirements of Section 11.3.12 - BACKFILLING.
11.3.15 TESTING AND INSPECTION
No surface improvements shall be constructed over the new sanitary sewer until all testing and
televised inspection of the pipe is accepted by the City unless otherwise authorized by the City.
The Contractor shall conduct the testing and be responsible for furnishing all equipment and
labor for testing. The Engineer shall verify the accuracy and acceptability of the equipment
used and witness all tests.
Article 11 - 19
Any sanitary sewer line where infiltration or exfiltration tests show leakage in the sewer line and
manholes exceeding fifty (50) gallons per inch diameter, per mile, per day or pipe deflection
exceeds five percent (5%) of the inside diameter, will not be accepted. After acceptable
backfilling but before construction of surface improvements over any sewer line, tests shall be
run to determine whether these limits are exceeded. At the direction of the Engineer, the
section between the first two (2) manholes of all projects may be tested before further
construction to permit initial observation of the quality of the construction workmanship. Tests
shall also be conducted at any time during the course of construction that the quality of the
workmanship is questionable in the opinion of the Engineer. The type of test conducted shall
be at the Engineer's option. Whenever the rate of infiltration, exfiltration or deflection is found to
exceed the allowable amounts, the Contractor shall stop construction. The Contractor may
then be required to provide at his own expense, televised or photographic visual inspection of
the interior of the pipe to help determine the reason for failing the testing. The Contractor shall
make appropriate repairs by methods approved by the Engineer and shall retest the sewer until
it is satisfactory. No compensation shall be paid to the Contractor for testing, televising,
photographing, repairing, or reconstruction to comply with the allowable amounts.
All gravity sewers will be inspected by closed-circuit television, by the City, after other utility
installations and acceptance of all testing, but prior to construction of surface improvements
over the new sewer unless otherwise authorized by the City. The Contractor shall thoroughly
clean all sewers prior to televising by the City. The City requires five (5) working days advance
notice for scheduling the televising and will be allowed five (5) working days to complete the
television inspection.
(a) INFILTRATION. In areas where excessive groundwater is encountered or in areas
identified as having high concentrations of selenium and/or sulfate in the groundwater,
an infiltration test or pneumatic pressure test will be required. An excessive amount of
groundwater for testing purposes is defined as the amount of groundwater needed to
produce in excess of two feet (2') of hydrostatic pressure on the crown of the pipe along
the entire test section. The Contractor will be required to prove this by installing
manometer tubes at the ends of the test section in the manholes. The determination of
groundwater elevation (installation of manometer tubes) shall be in accordance with
Section 8, of the Uni-Bell Plastic Pipe Association - Recommended Practice for Low-
Pressure Air Testing of Installed Sewer Pipe (Uni-B-6). If infiltration is less than the
allowable amount, the Contractor will still be required to stop any obvious individual
leaks that may be observed by the Engineer when so directed.
(1) INFILTRATION TEST. Infiltration tests shall be made by plugging the end of the
sewer section being tested at the upper manhole to prevent the entry of water. The
amount of infiltration shall then be measured by placing an approved weir in the
lower part of the outlet end of the test section. The time for the test shall be of such
duration as necessary to achieve stable flow over the weir, but in no case less than
two hours. Determination of flow will be made by the direct reading of a calibrated
weir or by hydraulic calculations taken at ten-minute intervals beginning after the first
hour of lapsed time.
(2) PNEUMATIC PRESSURE TEST. In preparation for a pipe acceptance test using
low pressure air, all pneumatic plugs shall be seal tested before being used in the
actual test installation. One length of pipe shall be sealed at both ends with the
pneumatic plugs to be checked. The plugs, installed in accordance with the
manufacturer's recommendations, shall hold against a pressure of five (5) pounds
per square inch gauge (psig) without bracing and without movement of the plugs out
of the pipe. However, during actual testing, the Contractor should internally or
externally brace the plugs as an added safety precaution. Plugs found acceptable
Article 11 - 20
by this testing shall be placed in the test installation and low-pressure air introduced
into the sealed line until the internal air pressure reaches four (4) psig greater than
the average back pressure of any groundwater that may be over the pipe but not
greater than nine (9) psig. The level of groundwater back pressure shall be
determined by averaging the reading of groundwater manometer tubes installed at
the manholes of the section of pipe being tested. The air pressure correction, which
must be added to a 3.5 psig test starting pressure, shall be calculated by dividing the
average vertical height, in feet of groundwater above the invert of the pipe to be
tested by 2.31. At least two (2) minutes shall be allowed for the air pressure to
stabilize. After the stabilization period the air hose from the control panel to the air
supply shall be disconnected and the pressure shall be decreased to 3.5 psig (plus
any required air pressure correction) for the start of timing. The portion of line being
tested shall be termed "Acceptable" if the time shown, for the given diameters in the
following table, elapses before the air pressure drops 0.5 psig from the test starting
pressure.
PIPE DIA. MINIMUM LENGTH (L) FOR TIME FOR
(inches) TIME A MINIMUM TIME LONGER
(min:sec)(feet) LENGTH (sec)
83:47 298 0.760L
104:43 239 1.187L
125:40 199 1.709L
157:05 159 2.671L
188:30 133 3.846L
219:55 114 5.235L
2411:20 99 6.837L
2712:45 88 8.653L
Contractors testing equipment shall have 3/8 inch standard female fitting to
accommodate the City inspector's gauge and a regulator or a relief valve set no
greater than nine (9) psig to avoid over-pressurizing.
(b) EXFILTRATION. Except in areas where excessive amounts of groundwater are
encountered, the Contractor shall measure the rate of exfiltration by either a hydrostatic
pressure test or a pneumatic pressure test (as outlined above).
(1) HYDROSTATIC PRESSURE TEST. The section to be tested shall be prepared by
plugging the lower end of the section and the inlet sewer or sewers of the upper
manholes and filling the pipe and upstream manhole with water to a depth of two
feet (2') above the top of pipe at the upstream manhole of the test section or two feet
(2') above the normal ground water level at the upstream manhole of the test
section, whichever is greater. The maximum internal pipe pressure at the lowest
end shall not exceed twenty-five feet (25') of head of water or 10.8 psi. Only after
the test section has been acceptably isolated and filled with water can the test period
begin. The period shall be two hours in duration. Leakage by exfiltration shall be
determined by measuring the drop in the water level in the upstream manhole at the
end of the test period. The exfiltration test time period may be extended beyond the
minimum two-hour period when necessary to effectively determine the source of
leakage when test results are unsatisfactory.
(c) DEFLECTION TESTING. All PVC pipe less than twenty-four inches (24") in diameter
shall be tested for deflection, after backfilling, by the Contractor by means of a certified
mandrel (go-nogo device). The diameter of the mandrel shall be five percent (5%) less
Article 11 - 21
than the inside diameter of the sewer pipe. The mandrel shall be pulled through all
installed pipes. All testing shall be under the direction of the Engineer.
Pipe shall be removed, replaced and retested if maximum deflection exceeds five
percent of the pipe's nominal internal diameter. Pipe shall be retested for deflection by
the City of Pueblo prior to the end of the two-year warranty period. Any pipe showing a
deflection in excess of five percent (5%), after testing by the City, shall be removed and
replaced by the Contractor.
(d) ACCEPTANCE. Acceptance of the pipe in the tested section will be granted by the
Engineer only after all defects such as poor alignment, misplaced pipe, and broken pipe
have been remedied, and prescribed testing satisfactorily completed. Acceptance of the
pipe does not relieve the Contractor of responsibilities imposed by all other sections of
these specifications.
Work accomplished under this section will not be measured, nor will it be paid for
directly. This work will be considered as incidental to the sanitary sewer pipe and all
costs in connection therewith shall be included in the unit price for the pipe.
(e) MANHOLE TESTING. After the epoxy coating has cured in manholes, it shall be
inspected and tested per NACE (National Association of Corrosion Engineers) RP0188
specifications.
(1) Holiday Testing. Every manhole shall be tested using a high voltage holiday
detection equipment (spark tester). An induced holiday shall be made into the
coated concrete surface and shall serve to determine the minimum/maximum
voltage to be used to test the coating for holidays at that particular area. The spark
tester shall be initially set per manufacturer’s specification but may be increased if it
is insufficient to detect the induced holiday. All detected holiday shall be marked and
repaired per the manufacture’s recommendations.
The Contractor shall submit test results to the Engineer no later than one (1) week
after testing the epoxy coating. Approved test results shall include test results, date
tested, location of test and shall be signed by the inspector. No payment shall be
made for any manhole with prior to manhole forms being submitted.
A failed manhole will have one (1) or more sparks in a single vertical foot. Any
pinholes, thin areas, or any other imperfections identified by the holiday test will
require a repair per manufacturer’s specifications.
(2) Adhesion Testing. The Contractor shall conduct adhesion testing in accordance with
ASTM D4541 and D7234. Three-20-mm dollies will be placed on the bottom, middle
and top of manhole. Prepare dollies with a 3,500 psi strength 24 -hour adhesive and
score around the dolly for the testing process. If results fail to meet results in the
table found in Epoxy Coating Table, Section 11.2.6 (b), the test will be considered
failed. If two out of three tests fail, additional tests will be performed. Testing will
include 25% of the manholes in the Project picked at random. During the testing, if
more than 50% of manholes fail of those initially tested, ALL manholes in the Project
will be subject to testing or as directed by the Engineer. If subsequent tests fail all
manholes could be considered unacceptable and will be subject to removal and
Article 11 - 22
reapplication of epoxy. The Contractor shall repair all test sites after adhesion tests
have been performed. No additional cost to the project will be paid to perform all
adhesion tests and epoxy coating patch due to testing. A Type V automatic self-
aligning adhesion tester shall be used per ASTM 4541 specifications.
(f) TRACER WIRE TESTING. All new tracer wire installations shall be located using typical
low frequency (512Hz) line tracing equipment, witnessed by the Contractor and
Engineer, prior to acceptance of ownership. This verification shall be performed upon
completion of rough grading and again prior to final acceptance of the project.
Continuity testing in lieu of actual line tracing shall not be accepted.
11.3.16 CLEANING SEWERS AND APPURTENANCES
The sewers and all appurtenances shall be thoroughly cleaned at the Contractors expense
under the direction and to the satisfaction of the Engineer before final acceptance of the work.
In the event the City has to perform any cleaning, the Contractor will be charged $550 per hour
for the cost of labor, equipment, and materials.
11.3.17 REPLACING SIDEWALKS, CURB AND GUTTER, BASE COURSE, PAVING, ETC.
Where sidewalks, curb and gutter, culverts, etc., are removed within the limits of the work, the
Contractor shall compact the backfill as specified under the applicable Article, and shall then
replace sidewalks, curb and gutter, culverts, etc., in accordance with prevailing City
Specifications for the class of work involved. Sidewalk and curb and gutter removals shall be in
accordance with ARTICLE – 4 CONCRETE, Section 4.8.3. and Section 4.8.2. Where grassed
areas are encountered, the Contractor shall replace all sod with sod of similar characteristics to
that adjacent.
A Concrete Permit is required for all concrete work within the City of Pueblo. A “no fee”
Concrete Permit shall be issued by the City Engineering Division for City funded projects. Any
concrete work placed without benefit of both permit and inspection by Public Works will not be
paid for.
11.3.18 GRAVEL SURFACED STREETS OR ALLEYS
When trenches are excavated in streets or alleys which have only a gravel surface, Contractor
shall replace such surfacing on a compacted backfill with gravel conforming to ARTICLE
6 - AGGREGATE BASE CONSTRUCTION, CLASS 6, equal in depth to that which originally
existed or a minimum thickness of two inches (2"). The surface shall conform to the street or
alley grade as set by the Engineer. Where the completed surface settles below finished grade,
additional gravel base course material shall be placed and compacted immediately to restore
the roadbed surface to finished grade and allow drainage.
11.3.19 CONCRETE AND ASPHALT PAVEMENT REMOVAL AND REPLACEMENT
When concrete pavement is removed, the removal shall be to an existing joint or to a sawed
joint which is made prior to removal.
The final edges of asphalt removed and replaced shall be along a straight line neatly sawed to
a depth which allows the pavement to be removed with no disturbance to the asphalt left in
place.
The edges of pavement (either concrete or asphalt) removal and replacement shall extend one
foot (1') beyond the edge of the excavation required for pipe installation. The edges of the
Article 11 - 23
pavement shall be clean, straight, and free from jagged intrusions and loose pieces. If the
edges of the pavement are not straight, the Contractor shall saw cut back to a point where a
straight edge can be maintained or overlay the asphalt patch with a minimum of 3x the nominal
aggregate size asphaltic overlay extending two feet (2') beyond the edges of the asphalt patch.
Concrete or asphalt removed from the trench surface shall not be used in the initial backfill, and
all pieces exceeding eight inches (8") in any dimension shall be removed from the site.
If the distance from the lip line of the curb & gutter to the trench is less than 4 feet (4’), all
asphalt shall be removed from lip to the trench line.
11.3.20 ASPHALT PAVED STREETS
When trenches are excavated in streets having an asphalt surface, the Contractor shall replace
such surfacing as follows:
(a) Place controlled low strength materials (CLSM) (flowable fill) having a minimum
thickness of two (2) feet below the hot asphalt bituminous pavement.
(b) Place hot bituminous asphalt pavement wearing surface having a minimum compacted
thickness equal to the original pavement, or four inches (4"), whichever is greater.
All the foregoing materials and methods of application shall comply with ARTICLE
6 - AGGREGATE BASE CONSTRUCTION and ARTICLE 8 - PAVEMENT.
Outside of trench areas, the Contractor shall restore damaged bituminous surfaced streets to
the condition which existed prior to construction. The Contractor shall make these repairs at his
own expense if the damage is a result of his operations.
11.3.21 CONCRETE PAVED STREETS
When trenches are excavated in streets constructed of concrete, the Contractor shall replace
said concrete with an equivalent concrete pavement. Said concrete pavement shall have a
minimum thickness conforming to ARTICLE 8 - PAVEMENT and shall be placed on six inches
(6") of Class 6 base conforming to ARTICLE 6 - AGGREGATE BASE CONSTRUCTION.
Outside of trench areas, the Contractor shall restore damaged concrete surfaced streets to the
condition which existed prior to construction. The Contractor shall make these repairs at his
own expense if the damage is a result of his operations.
11.3.22 CONCRETE CURB AND GUTTER, SIDEWALK, DRIVEWAY, ALLEY PAN AND DIP
REMOVAL
Concrete curb and gutter, sidewalks, driveways, alley pans and dips shall be removed to the
limits designated by the Engineer. All joints (except expansion joints) shall be saw cut prior to
removal unless otherwise directed by the Engineer. Any concrete broken or disturbed by the
Contractor outside of the designated limits shall be replaced at the expense of the Contractor at
no cost to the project. Sawing shall be considered incidental and subsidiary to the pipeline
excavation. See ARTICLE 4 – CONCRETE for additional requirements.
11.3.23 CITY RESERVES RIGHT TO DO REPAVING OR RESURFACING OF STREETS
The City reserves the right to do the repaving or resurfacing of the streets even though the
Proposal lists quantities for doing such work. The Engineer may direct the Contractor to omit
any portion or all of this repaving or resurfacing, in which case the Contractor shall not be
entitled to any adjustment or allowance in contract prices.
Article 11 - 24
11.3.24 ASPHALT OR CONCRETE UNAVAILABLE OR INCLEMENT WEATHER ON
COMPLETION OF BACKFILL
Upon completion of backfill operations, if hot bituminous asphalt or concrete is unavailable or
the weather is inclement, a temporary asphalt surface - cold mix or other approved
material - having a two inch (2") minimum thickness shall be installed immediately on the
surface of the trench, cut, or hole in an asphalt or concrete street, walk, curb and gutter, etc.
before the Contractor leaves the excavation site or continues the trench to the next block,
intersection, or alley, unless otherwise allowed by the Engineer. Cold mix asphalt and its
placement shall be furnished at the Contractor's expense and shall not be a pay item.
As soon as hot bituminous asphalt or concrete becomes available, the temporary asphalt
surface shall be removed and replaced with permanent asphalt or concrete in accordance with
prevailing City construction and material specifications for the class of work involved by the
Contractor. See ARTICLE 8 – PAVEMENT for additional requirements.
11.3.25 GREASE AND SAND INTERCEPTORS
Grease interceptors and sand interceptors shall have a minimum of two (2) compartments and
shall be capable of separation and retention of grease and storage of settled solids. Interceptor
design shall conform with the requirements of the Plumbing Code per Section 16-8-4 of the
Pueblo Municipal Code. A control manhole over each compartment for monitoring purposes
shall be required and installed at the owner/operators sole expense. Covers shall have a gas
tight fit. The interceptor shall be designed, constructed and installed for the calculated loading.
Flow control devices shall be required where the water flow through the interceptor may exceed
its rated flow. Interceptors shall be installed in a location outside the building which provides
easy access at all times for inspections, cleaning and proper maintenance, including pumping.
Grease interceptors and sand interceptors shall be vented in accordance with the Plumbing
Code. The vent shall terminate not less than six (6) inches above the flood-rim level or in
accordance with the manufacturers' instructions.
Grease interceptor and sand interceptor capacity calculations shall be performed by the food or
engine service facility based on size and type of operation according to the formula contained in
the Plumbing Code. Where sufficient capacity cannot be achieved with a single unit, installation
of interceptors in series is required.
Grease or sand interceptors shall be constructed at the Contractor/Developer’s expense and
shall not be a pay item.
11.4 METHOD OF MEASUREMENT
Method of measurement for sanitary sewer construction shall be as follows:
(a) Manholes – Each manhole removed and/or constructed of various sizes shall be
counted for payment by the contract unit. Each manhole repaired using cementious
material and/or epoxy coating of various sizes shall be measured by the vertical foot
from the invert of the manhole to the top rim of the manhole.
(b) Sanitary Sewer Pipe - The length of sanitary sewer pipe of various sizes and types shall
be measured in linear feet along the alignment of the centerline of the pipe from face of
manhole to face of manhole unless connection is made to an existing stub.
(c) Service Lines - The length of service lines of various sizes shall be measured in linear
feet along the alignment of the centerline of the pipe for actual pipe installed.
Article 11 - 25
(d) Reconnect Service Lines - Each service line reconnected to the sanitary sewer main
shall be counted for payment.
(e) Earthwork, Excavation, Trenching and Backfilling - Unless otherwise specified, these
items will not be measured for separate payment but will be considered as incidental to
the item to which it applies and shall be included in the unit price for that item, unless
rock is encountered as described in section 11.3.8 - TRENCHES IN ROCK.
(f) Rock Excavation - Rock excavation shall be measured for payment by the cubic yard. In
measuring the number of cubic yards of rock excavation, the width of the trench
excavated will be multiplied by the average depth from the surface of the rock to a point
six (6) inches below the outside bottom of the sewer pipe. This result multiplied by the
length of the trenched rock and divided by twenty-seven (27) will give the number of
cubic yards allowed for payment.
(g) Trench Stabilization Material - Approved material used to stabilize the subgrade shall be
measured for payment by the ton as evidenced by weight tickets for each truckload or
fraction thereof.
(h) Imported Backfill Material - Approved backfill material to replace unsatisfactory material
shall be measured for payment by the ton as evidenced by weight tickets for each
truckload or fraction thereof.
(i) Class "A" Concrete Cradle Bedding - Concrete cradle bedding shall be measured for
payment by the linear foot.
(j) Class "B" Pipe Bedding - Pipe bedding will not be measured for separate payment but
will be considered as incidental to the sanitary sewer pipe and all costs in connection
therewith shall be included in the unit price for the pipe.
(k) Reinforced Concrete Encasement - Reinforced concrete encasement shall be measured
for payment by the linear foot.
(l) Gravel Surface Replacement - Aggregate base to replace the gravel lost during
excavation on gravel surfaced streets or alleys will be measured by the individual weigh
tickets for each truckload from state certified scales shall be furnish to the inspector
signed by the driver and include the following information:
Date
Time Dispatched
Gross Weight
Tare Weight
Net Weight
Project
Destination
Truck No.
Material Type
State allowable Gross Vehicle Weight (GVW)
(m) Sidewalk and Driveway Replacement - Sidewalk and driveway replacement shall be
measured for payment in square feet of concrete of the specified thickness measured in
place, completed and accepted.
(n) Curb and Gutter Replacement - Curb and gutter replacement will be measured for
payment in accordance with all applicable items as described in ARTICLE 4 -
Article 11 - 26
CONCRETE, Section 4.8.2 -Method and Payment.
(o) Curb and Gutter, Sidewalk, Driveway, Alley Pans, Dips, and Concrete and Bituminous
Pavement Removal - The removal and disposal of curb and gutter, sidewalk, driveway,
alley pans, dips, and concrete and bituminous pavement will not be measured for
separate payment but will be considered as incidental to the pipe and structure items
and all costs in connection therewith shall be included in the unit price for that item,
unless otherwise noted in the bid schedule.
(p) Concrete Pavement Replacement - Concrete pavement replacement shall be measured
for payment on the linear foot basis of the specified thickness, completed and accepted,
measured in place along the centerline of the sewer main or service lines.
(q) Hot Bituminous Pavement Replacement - Hot bituminous pavement replacement shall
be measured for payment on the linear foot basis of the specified thickness, completed
and accepted, measured in place along the centerline of the sewer main or service
lines.
(r) Concrete Alley Pan, Dip or Double Gutter Replacement - The replacement of concrete
alley pans, dips, and double gutters shall be measured for payment in square feet of
concrete of the specified thickness, measured in place completed and accepted.
11.5 BASIS OF PAYMENT
All costs in connection with the proper, safe and successful completion of the work, including
furnishing all materials, equipment, supplies, and appurtenances; equipment and tools; and
performing all necessary labor and supervision to fully complete the work in accordance with
these specifications and the standard details, shall be included in the unit and lump sum prices
bid. All work not specifically set forth as a pay item in the Proposal shall be considered a
subsidiary obligation of the Contractor and all costs in connection therewith shall be included in
the prices bid. In the event that there is no unit price shown in the proposal, the price will be
negotiated.
Basis of payment for sanitary sewer construction shall be as follows:
(a) Manholes – Constructed manholes will be paid for at the contract unit price per manhole
and this shall include the ring and cover castings and adjustment sections, precast
sections, and all items incidental to complete the manhole, in accordance with these
specifications and the Standard Details.
Manholes repaired using cementitious material and/or epoxy will be paid for at the
contract unit price for various sizes which is placed, tested and accepted as measured
in the field. Payment will only be made after manhole forms have been submitted and
approved.
(b) Sanitary Sewer Pipe - Sanitary sewer pipe will be paid for at the contract unit price for
the various sizes and types, installed complete in place. Said price shall include all
excavation, shoring, bedding, joint materials, plugs, bypass pumping, temporary
connections, connection to existing manholes, all other materials, to construct in
accordance with these specifications and the Standard Details and Pavement Impact
Fees as outlined in Section 12-6-4.1 of the City Code of Ordinance. No payment will be
made for pipe until backfilling, compaction tests, deflection (go-nogo) test, exfiltration
and/or infiltration tests have been accepted by the Engineer.
(c) Service Lines and Reinstate Service Lines - Service lines and reconnection of service
lines will be paid for at the contract unit price and shall be full compensation for placed
Article 11 - 27
and accepted pipe, including all fittings, plugs and markers in accordance with these
specifications.
(d) Rock Excavation - Rock excavation will be paid for at the contract unit price and shall
include the payment for any additional foundation or bedding material required and
disposal of the rock removed which will not meet the requirements for backfill.
(e) Trench Stabilization Material - Trench stabilization material will be paid for at the
contract unit price and shall include all work to furnish the approved material and
disposal of the unsuitable material.
(f) Imported Backfill Material - Imported backfill material will be paid for at the contract unit
price and shall include all work to furnish the suitable material and disposal of the
unsuitable material.
(g) Class "A" Cradle Bedding - Payment for Class "A" Cradle Bedding, will be paid for at the
contract unit price, complete in place.
(h) Reinforced Concrete Encasement- Reinforced concrete encasement will be paid for at
the contract unit price, complete in place.
(i) Gravel Surface Replacement – Payment shall be made for by the number of tons
delivered and placed in accordance with the plans and specifications and accepted by
the Engineer. Material delivered in trucks that exceed the rated GVW (Gross Vehicle
Weight) will be used but the excess over GVW will not be paid for. Any material
delivered to the site without a weight ticket will not be paid for.
(j) Sidewalk and Driveway Replacement- Sidewalk and driveway replacement will be paid
for at the contract unit price, complete in place.
(k) Curb and Gutter Replacement - Curb and gutter replacement will be paid for at the
contract unit price complete in place.
(l) Concrete Pavement Replacement - Concrete pavement replacement will be paid for at
the contract unit price and shall include furnishing and placing concrete pavement, and
base under the new concrete, if required.
(m) Hot Bituminous Pavement Replacement - Hot bituminous pavement replacement shall
be paid for at the contract unit price, complete in place.
(n) Concrete Alley Pan, Dip or Double Gutter Replacement - The replacement of concrete
alley pans, dips, and double gutters shall be paid for at the contract unit price, complete
in place. Said unit price shall include replacement with the specified thickness of
concrete, reinforcing bars and base material, if required.
11.6 PRIVATE SEWERS
11.6.1 DESCRIPTION
Private sanitary sewers are not allowed unless otherwise authorized by the City Engineer
c onsistent with the requirements of the Sanitary Sewer Design Criteria and Policies. The
information covered by this specification consists of construction standards, inspections, and
minimum requirements for “Private Sewers.” The term “Private Sewers” as used in these
specifications shall mean a building sewer which receives the discharge from more than one (1)
building drain and conveys it to a public sewer and is installed and maintained by an approved
Article 11 - 28
designated authority. Private sewers are not part of the public sanitary sewer system.
11.6.2 PLANS AND DATA
Profiles of the ground or a detailed utility plan shall be shown on the plans for the work. The
Contractor must satisfy himself regarding the character of the material to be excavated and the
work to be done.
11.6.3 MATERIALS
The requirements for Section 11.2 – MATERIALS are applicable to private sewers. It is the
intent of this section to include Section 11.2 by reference and all provisions are applicable as
though they were listed herein, unless specifically excepted or modified. In addition, cleanout
covers (when required) shall withstand H-20 loading in traffic areas.
11.6.4 CONSTRUCTION REQUIREMENTS
Many portions of Section 11.3 are applicable to private sewers; however, there are some
exceptions and discrepancies. It is the intent of this section to include Section 11.3 by
reference and all provisions are applicable as though they were listed herein, unless specifically
excepted or modified. All references to the negotiation of “extra work” are deleted for private
sewers.
Section 11.3.08 – TRENCHES IN ROCK is amended to read as follows:
Whenever rock material is encountered, as defined in Section 11.3.8, the Contractor shall
immediately notify the Engineer. The Engineer will then direct the Contractor as deemed
necessary.
Section 11.3.11(b) – CLASS “B” BEDDING is amended to read as follows:
The sewer pipe shall be set on a minimum of four inches (4”) of Class “B” Bedding material
carefully shaped to fit the lower part of the conduit exterior for a width of at least 60% of the
pipe breadth and for the entire pipe length. After setting the sewer pipe, Class “B” Bedding
shall be added and properly tamped around the lower half of the pipe (haunches) for the full
width of the trench, and the bedding shall be consolidated carefully without disturbing the pipe
alignment or grade. For eight-inch (8”) diameter and larger pipe, additional Class “B” Bedding
material shall be added up to a minimum of twelve inches (12”) above the top of the pipe for the
full width of the trench.
Section 11.3.16 – TESTING AND INSPECTION, delete all references to the City televising the
sanitary sewer main.
11.6.5 PERMITS AND FEES
Prior to installing any private sewer main, the Contractor shall obtain a permit from the Regional
Building Authority. An inspection fee shall be assessed to all private sewers. The fee shall be
paid prior to the issuance of the permit and the amount shall be in accordance with the fee
schedule established by the Regional Building Authority. If a private sewer is installed without
obtaining a permit, the Contractor will be required to pay two (2) times the regular fee schedule
and/or will be required to pothole the sewer at various locations as directed by the Engineer.
Cut sheets shall be submitted for review and approval to the City of Pueblo – Department of
Public Works, two (2) working days prior to the start of construction.
Article 11 - 29
{This Page Intentionally Left Blank}
ARTICLE 12
STORM SEWERS
12.1 GENERAL
12.1.1 DESCRIPTION
The work covered by this specification consists of furnishing all labor, equipment, tools,
materials necessary to install storm sewer pipe and appurtenances as shown on the plans and
as specified herein. The term "Storm Sewer" as used in these specifications also applies to
"Culverts" and all provisions apply unless noted otherwise.
12.1.2 PLANS AND DATA
Profiles of the ground are shown on the plans for the work. The Contractor must satisfy himself
regarding the character of the material to be excavated and the work to be done.
12.2 MATERIALS
12.2.1 PIPE MATERIALS
For 36-inch diameter and smaller pipe sizes, the storm sewer may be constructed of either
Reinforced Concrete Pipe (RCP), High Density Polyethylene (HDPE) with smooth interior,
Corrugated Polypropylene Pipe (CPP) or Polyvinyl Chloride (PVC). Where designated as "RCP"
on the drawings, only the type of pipe designated will be allowed.
For pipe sizes larger than36 inches, only RCP and CPP will be allowed. For pipes sizes larger
than 60 inches in diameter, only RCP will be allowed.
When plastic pipe with end sections is to be installed, the end section shall be steel or
reinforced concrete pipe (RCP) approved by the Engineer. Concrete collars will be required to
join the end section to the plastic pipe. Plastic flared end sections are not acceptable.
12.2.2 REINFORCED CONCRETE PIPE (RCP)
Concrete pipe shall be made using Type I/II cement or a 7-sack mix design and shall be a
minimum of Class III unless shown otherwise on the drawings, and shall conform to the
following AASHTO / ASTM designation:
AASHTO ASTM
Storm Drain and Sewer Pipe (NRCP) M 86 C 14
Storm Drain and Sewer Pipe (RCP) M 170 C76
Precast Manhole SectionsM 199 C 478
Arch PipeM 206 C 506
Elliptical Pipe M 207 C 507
Joints, Using Rubber Gaskets M 315 C 473
Precast Reinforced Concrete Box Sections M 259 C 1577 or C 1433
Joints, Using Rubber Gaskets (Box Culverts) C 1677
Joints, Using Mastic Gaskets C 1990
Article 12 -1
Prior to pipe laying operations, the Contractor shall submit a letter from the pipe manufacturer
certifying that the minimum areas of steel (RCP) and concrete strengths are in compliance with
the applicable AASHTO specification and strength classification. The pipe manufacturer’s
facility shall be certified annually by the American Concrete Pipe Association. Representatives
from the City shall be allowed full access to the facility to observe all phases of the pipe
manufacturing process and to review all records pertaining to pipe testing. The City reserves
the right to reject pipe based upon visual observations of apparent defects or departures from
the tolerance standards.
Joints for storm drains or manholes shall be either bell and spigot or tongue and groove.
Jointing material for concrete pipe shall be a preformed, flexible plastic sealing compound which
conforms to Federal Specification SS-S-00210 (GSA-FS6) "Sealing Compound Preformed
Plastic for Expansion Joints and Pipe Joints". The sealant shall be made of top-grade
vulcanized butyl rubber which is compressible and has a tacky surface for adherence to the
joint. The material shall be capable of being installed in the temperature range from zero to
one-hundred degrees Fahrenheit (0 - 100F).
12.2.3 HIGH DENSITY POLYETHYLENE PIPE (HDPE)
High density polyethylene pipe shall have a smooth interior wall (Type S) and shall conform to
AASHTO M 294. Joints shall be a gasketed bell and spigot fitting. Acceptable products are “N-
12 WT IB" as manufactured by Advanced Drainage Systems, Inc. or an approved equal. The
joining of pipe shall be in strict conformance with the manufacturer's recommendations or the
Contract Documents, whichever is more stringent. Only pipe diameters 15" through 36" will be
allowed. Installation of High-Density Polyethylene pipe (HDPE) must meet the following
conditions described below:
(a) Contractors installing HDPE pipe must provide the City with a letter from the pipe
manufacturer certifying that they have been trained in proper installation procedures of
their product.
(b) Where there are discrepancies between HDPE pipe installation specifications and City of
Pueblo Standard Specifications, the more stringent specifications will apply.
(c) Where HDPE pipe enters a manhole, flowable fill must be used to ensure proper
support beneath the pipe. Flowable fill must be installed to the spring line of the
highest HDPE pipe and within the area of manhole excavation.
(d) Upon completion of installation and backfill, the contractor must demonstrate that the
pipe has not deflected more than 5% of the pipe diameter, including manufacturing
tolerances.
(e) HDPE pipe may not be used in or adjacent to a street that has classification as a
Collector or higher designation.
(f) The maximum allowable height of backfill as measured from the top of pipe to finished
grade shall be limited to ten feet (10’).
Article 12 -2
12.2.4 CORRUGATED POLYPROPYLENE PIPE (CPP)
Twelve through 60-inch pipe shall be polypropylene or pre-approved equal. Pipe supplied shall
be smooth interior and annular exterior corrugated polypropylene (CPP) pipe meeting the
requirements of ASTM F2881 for respective diameters.
Pipe shall be joined using bell & spigot joints, meeting the requirements of ASTM F2881. The
join shall be watertight according to the requirements of ASTM 3212. Gaskets shall meet the
requirements of ASTM F477.
Fittings shall conform to ASTM F2881. Bell and spigot connections shall utilize a welded or
integral bell and valley or inline gaskets meeting the watertight joint performance requirements
of ASTM 3212. Gaskets shall meet the requirements of ASTM F477.
All corrugated polypropylene storm sewer shall be installed in accordance with ASTM D2321.
Please refer to the CPP Storm Trench Installation Detail for all other installation requirements.
12.2.5 -POLYVINYL CHLORIDE (PVC)
Polyvinyl chloride pipe shall have a diameter to wall thickness ratio of not less than 35 (SDR 35)
and shall conform to ASTM D3034 (for 15 inch diameter pipe and smaller) or ASTM F679 (for
pipe diameters between 18 to 27 inches).
Where Polyvinyl Chloride pipe enters a manhole, flowable fill must be used to ensure proper
support beneath the pipe. Flowable fill must be installed to the spring line of the highest PVC
pipe and within the area of manhole excavation.
12.2.6 PIPE BEDDING
Bedding for storm sewer pipe shall be Class "B" as defined in ARTICLE 11 - SANITARY
SEWERS, Section 11.2.11 Class "B" Bedding Material. Limits for bedding around the pipe shall
be as shown on the Standard Details.
12.2.7 CONCRETE MANHOLES
The requirements for storm sewer manholes shall be the same as those for sanitary sewers as
defined in ARTICLE 11 – SANITARY SEWERS, Section 11.2.5, except:
(a) Special manholes may be required for larger diameter pipes as noted on the Contract
Drawings or in the Standard Details.
(b) The wrapping of joints outside of the manhole with a butyl adhesive tape sealant is not
required.
12.2.8 INLETS
Inlets (Catch Basins) shall be constructed of cast-in-place concrete in accordance with the
standard detail of the type and size shown on the drawings. Precast concrete inlets may be used
when approved by the Engineer with the added requirements shown on the “Pre-Cast Inlet Detail”.
Shop drawings for all precast inlets must be submitted to the Engineer for approval prior to
installation. If differing site conditions require modifications to the precast inlet, the cost to modify
or replace the inlet will be borne solely by the contractor. Inlets fabricated prior to the completion
of the inlet piping will be at the contractor’s risk.
Article 12 – 3
12.2.9 BRICK
Brick may only be used for modifications to existing brick structures. Brick to be used in the
construction of manholes shall conform to the requirements of AASHTO M 91, Grade MM
"Specifications for Sewer and Manhole Brick".
12.2.10 CONCRETE GRADE RINGS
Reinforced concrete grade rings may be used in the adjustment of manhole castings. Grade rings
shall have a minimum thickness of two inches (2") and a maximum thickness of six inches (6").
Total adjustment height shall not exceed the tolerances as shown on the Standard Details.
12.2.11 MORTAR
The requirements for mortar to be used in storm sewer construction shall be the same as those
for sanitary sewers as defined in ARTICLE 12 – SANITARY SEWERS, Section 12.2.8.
12.2.12 CASTINGS AND MANHOLE RING & COVERS
The requirements for iron castings to be used in storm sewer manhole construction shall be the
same as those for sanitary sewers as defined in ARTICLE 12 - SANITARY SEWERS, Section
12.2.9 with the following exception: The informational logo “No Dumping / Drains to River ” shall
be cast on the covers. Other castings shall be as shown on the Standard Details.
12.2.13 RIPRAP
Riprap shall consist of hard, dense, sound, rough fractured stone as nearly cubical as
practicable. Thin slab type stones and flaking rock shall not be used. The stone shall have a
specific gravity of at least 2.5. Concrete rubble is not acceptable for use as rip rap unless
approved by the Engineer.
Stones shall be well graded in order that the voids can be filled. At least fifty percent (50%) of
the mass shall be stones equal to or larger than the stone size called for on the plans. Stone
size shall not be larger than the thickness of the riprap layer.
Riprap shall be placed to conform to the plan details. The larger size stones composing the
riprap material shall be placed first and roughly arranged in close contact. 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 material may be machine
placed with sufficient hand work to accomplish requirements of this specification.
Excavation for riprap shall be made to a neat line. Allowance will not be made for work outside
of the neat line.
12.2.14 FILTER MATERIAL
Class A filter material shall consist of free draining sand, gravel, slag, or crushed stone. The
material shall be uniformly graded from coarse to fine and shall meet the following gradation
requirements:
Article 12 – 4
SIEVE SIZE PERCENT PASSING
3” 100
¾”20-90
No. 4 0-20
No. 200 0-3
12.2.15 FILTER FABRIC
Filter fabric shall be a nonwoven polypropylene material conforming to the minimum
performance specifications outlined below and designed for use under riprap. Acceptable
products are Supac 4NP manufactured by Phillips 66, 0401T manufactured by Advanced
Drainage Systems, Inc., or an approved equal.
Min. Thickness (mils) ASTM D177740
Min. Grab Strength (md/cd, %) ASTM D4632 50
Min. Grab Elongation (md/cd, %) ASTM D463250
Min. Burst Strength (psi) ASTM D3786 155
Min. Puncture Strength (lbf) ASTM D4833 55
Min. Permeability (cm/sec) ASTM D44910.2
Max. A.O.S. (Std. Sieve) ASTM D4751 35
12.2.16 TRACER WIRE
All provisions of Section 11.2.14 are applicable.
12.3 CONSTRUCTION REQUIREMENTS
Many portions of ARTICLE 11 - SANITARY SEWERS, Section 11.3 - CONSTRUCTION
REQUIREMENTS are applicable to storm sewer construction; however, there are numerous
exceptions and discrepancies. It is the intent of this section to include Section 11.3 –
CONSTRUCTION REQUIREMENTS by reference and all provisions are applicable as though
they were listed herein, unless specifically excepted or modified.
12.3.1 STORM SEWER CROSSINGS
Section 11.3.1 does not apply to storm sewer construction.
12.3.2 WATER LINE CROSSINGS
All provisions of Section 11.3.2 are applicable.
12.3.3 RAILROAD AND HIGHWAY CROSSINGS
All provisions of Section 11.3.3 are applicable.
12.3.4 EXCAVATION - GENERAL
All provisions of Section 11.3.4 are applicable.
Article 12 – 5
12.3.5 TRENCH EXCAVATION - WIDTH AND DEPTH
All provisions of Section 11.3.5 are applicable.
12.3.6 HANDLING EXCAVATED MATERIAL
All provisions of Section 11.3.6 are applicable.
12.3.7 UNSTABLE SUBGRADE
All provisions of Section 11.3.7 are applicable.
12.3.8 TRENCHES IN ROCK
All provisions of Section 11.3.8 are applicable.
12.3.9 QUICKSAND AND GROUNDWATER INFILTRATION
All provisions of Section 11.3.9 are applicable except that the following sentence be added;
“Drainage of ground water during construction through any storm sewer pipeline will be
allowed.”
12.3.10 EXCAVATION FOR STRUCTURES
All provisions of Section 11.3.10 are applicable.
12.3.11 PIPE BEDDING LIMITS
All provisions of Section 11.3.11 are applicable except that the following sentence shall be
added to the CLASS “A” - CONCRETE CRADLE BEDDING and CLASS “B” BEDDING
subsections; “For reinforced concrete pipe (RCP), the bedding may be terminated at the
springline (mid-depth) of the pipe.”
12.3.12 PIPE LAYING
All provisions of Section 11.3.12 are applicable except the fourth paragraph pertaining to service
wyes.
(a) ALIGNMENT
All provisions are applicable with the following modifications: delete the last sentence and
replace with the following - At the City’s request, deflection testing for PVC and HDPE storm
sewer pipe by use of a mandrel shall be completed by the contractor or independent agency
and paid for by the contractor or owner/developer. Deflection testing shall be done prior to
paving and not less than thirty days after installation. The maximum allowable deflection
shall not exceed five percent (5%) during the testing. Pipes larger than 36” in diameter may
be entered and deflection levels measured directly.”
(b) VERTICAL TOLERANCES
All provisions are applicable.
Article 12 – 6
(c) JOINTING PIPE
All provisions are applicable.
12.3.13 BACKFILLING
All provisions of Section 11.3.13 are applicable except that Class “B” bedding is not required
above the springline of reinforced concrete pipe. Also, add the following sentence to the sixth
paragraph after the last sentence; “An additional compaction test is required for each inlet pipe
run and may be taken along the pipe or at the inlet at the discretion of the Engineer.”
12.3.14 MANHOLE CONSTRUCTION AND ADJUSTMENT
All provisions of Section 11.3.14 are applicable except that drop manholes are not required
unless specified on the drawings.
12.3.15 SANITARY SEWER SERVICE LINE INSTALLATIONS
Section 12.3.15 does not apply to storm sewer construction.
12.3.16 TESTING AND INSPECTION
Replace section 11.3.16 - TESTING AND INSPECTION with the following:
Prior to acceptance or payment, the Contractor must provide compaction test results to the City
for the backfill compaction tests required in Section 11.3.13 - BACKFILLING. At the City’s
request, deflection testing by use of a mandrel shall be completed for PVC and HDPE storm
sewer pipe by the contractor or independent agency and paid for by the contractor or
owner/developer. Deflection testing shall be done prior to paving and not less than thirty days
after installation. The maximum allowable deflection shall not exceed five percent (5%) during
the testing. Pipes larger than 36” in diameter may be entered and deflection levels measured
directly.
Pipe shall be removed, replaced and retested if maximum deflection exceeds five percent of the
pipe’s internal diameter. Pipe shall be retested for deflection by the City of Pueblo prior to the
end of the two-year warranty period. Any pipe showing a deflection in excess of five percent
shall be removed and replaced by the Contractor, at his expense.
All storm sewers will be inspected by closed-circuit television, by the City, after other utility
installations and acceptance of all testing, but prior to construction of surface improvements
over the new sewer unless otherwise authorized by the City. The Contractor shall thoroughly
clean all sewers prior to televising by the City. The City requires five (5) working days advance
notice for scheduling the televising and will be allowed five (5) working days to complete the
television inspection.
Acceptance of the pipe will be granted by the Engineer only after all defects such as poor
alignment, mislaid pipe, and broken or damaged pipe have been remedied, and the prescribed
testing has been satisfactorily completed. Acceptance of the pipe does not relieve the
Contractor of the responsibilities imposed by all other sections of these specifications.
12.3.17 CLEANING SEWERS AND APPURTENANCES
All provisions of Section 11.3.17 are applicable.
Article 12 – 7
12.3.18 REPLACING SIDEWALKS, CURB AND GUTTER, BASE COURSE, PAVING, ETC.
All provisions of Section 11.3.18 are applicable.
STORM SEWER REHABILITATION SPECIFICATIONS
If any part of a stormwater main or lateral is removed or damaged to facilitate a private utility
main installation or replacement, then the stormwater main or lateral must be replaced from the
point of damage to the nearest inlet or manhole. Deviations from this requirement must be
approved in writing by the Director of Stormwater and the Director of Public Works. In no
instance will a patch of the break or a repair sleeve in the stormwater pipe be allowed. The
stormwater pipe must be installed at the same grade it was found prior to being disturbed. The
Stormwater Utility Department must approve the pipe size and material and perform inspections
during installation of the damaged stormwater pipe.
Compaction testing shall be performed in accordance with Section 12.3.13 of the City of Pueblo
Standard Construction Specifications and Standard Details and testing shall be included for the
bedding material.
12.4 METHOD OF MEASUREMENT
Method of measurement for storm sewer construction shall be as follows:
(a) Inlets and Manholes - Each inlet or manhole constructed will be counted for payment by
the contract unit.
(b) Storm Sewer Pipe - The length of storm sewer pipe of various sizes and types shall be
measured in feet along the centerline of acceptably laid storm sewer from inside of wall to
inside of wall of manholes and/or inlets, or to end of pipe (excluding flared end sections).
(c) Riprap - Shall be measured by the ton as evidenced by weight tickets or by the cubic yard
as measured in the field. Method shall be determined by the bid schedule.
(d) Flared End Section - Flared end sections shall be counted and paid for as each unit
installed.
12.5 BASIS OF PAYMENT
Basis of payment for storm sewer construction shall be as follows:
(a) Inlets and Manholes - Payment for inlets and manholes shall be full compensation to
construct the complete unit in accordance with these specifications and the Standard
Details. It shall include the ring and cover castings, concrete adjustment rings or brick,
and all items incidental to the manhole or inlet.
(b) Storm sewer pipe - Storm sewer pipe will be paid for at the contract unit price for the
various sizes and types, installed complete in place. Said price shall include all joint
materials, plugs, and other materials to construct in accordance with these specifications,
and the standard details. It shall include but not be limited to all costs associated with
excavation, shoring, bedding, pipe placement, backfill, compaction, water for compaction,
clean-up, landscape restoration, etc. No payment will be made for pipe until backfilling,
compaction tests, deflection (go-nogo) test have been accepted by the Engineer.
Article 12 – 8
(c) Riprap - Payment for this item shall be full compensation for all labor and material to
furnish and install the riprap, including filter fabric and filter material, and excavation, in
accordance with these specifications. Class A filter material shall be included in the bid
price for riprap and not paid for separately.
(d) Flared End Section - Payment for this item shall be full compensation for all labor and
materials to furnish and install the flared end section, including excavation, backfill,
coupling adapters and necessary grading to match to a channel or ditch flowline.
Article 12 – 9
{This Page Intentionally Left Blank}
STORM SEWER TRENCH DETAIL
SD16
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
12/27/1999
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
TYPE lll STANDARD MANHOLE
SD17
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
NOV-1995
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
GRATED TYPE 13 INLET (MULTIPLE)
SD18
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
09/26/2000
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
GRATED TYPE 13 INLET (SINGLE)
SD19
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
09/26/2000
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
STANDARD TYPE lll BARRICADE
SD20
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
12/27/1999
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
SANITARY SEWER TRENCH DETAIL
SD21
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
12/27/1999
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
SANITARY SEWER MANHOLE DETAILS
SD22
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
03/28/2005
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
SANITARY SEWER MANHOLE DETAILS
SD23
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
03/28/2005
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
MANHOLE DETAILS
SD24
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
03/28/2005
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
MANHOLE & INLET RING & COVER DETAILS
SD25
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
03/28/2005
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
SEWER DETAILS
SD26
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
12/27/1999
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
RIGHT OF WAY MONUMENTATION STANDARD
SD27
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
12/28/1999
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
CURB SIDE MAIL BOXES
SD28
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
05/24/2004
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
TYPE "W" INLET
SD29
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
03/28/2005
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
SANITARY SEWER MAIN CLEANOUT
SD30
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
SEPT-1998
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION
ALTERNATIVE STORM MANHOLE FOR 18"
SD31
THRU 48" PIPE
PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION
DRAWN BY: JM
211 EAST "D" ST. PUEBLO, CO 81003
CHECKED BY: MT
01/18/2000
(719) 553-2295 PHONE
APPROVED BY:CR
REVISION