SW6200101_PN 69552 CIVIL AFFAIRS TEMF - SPECIFICATIONS JAN2020_1/20/2020

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PROJECT TABLE OF CONTENTS
DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS
AWARD LETTER
ACO LETTER
COR APPOINTMENT
AMENDMENT 0001
AMENDMENT 0002
AMENDMENT 0003
AMENDMENT 0004
STANDARD FORM 1442
00 00 00 PROCUREMENT AND CONTRACTING REQUIREMENTS
00 10 00 SOLICITATION
00 70 00 CONDITIONS OF THE CONTRACT
00 73 00 SUPPLEMENTARY CONDITIONS
DIVISION 01 - GENERAL REQUIREMENTS
01 10 00.10 38 SUPPLEMENTARY SPECIAL CONTRACT REQUIREMENTS
01 11 00 SUMMARY OF WORK
01 11 00.01 SITE, CIVIL, UTILITIES, AND LANDSCAPING SUMMARY OF WORK
01 11 00.02 ARCHITECTURAL AND INTERIOR DESIGN SUMMARY OF WORK
01 11 00.03 STRUCTURAL SUMMARY OF WORK
01 11 00.04 MECHANICAL AND PLUMBING SUMMARY OF WORK
01 11 00.05 FIRE PROTECTION SUMMARY OF WORK
01 11 00.06 ELECTRICAL AND ELECTRONIC SYSTEMS SUMMARY OF WORK
01 32 01 PROJECT SCHEDULE
01 33 00 SUBMITTAL PROCEDURES
01 33 16 DESIGN DATA (DESIGN AFTER AWARD)
01 33 29 SUSTAINABILITY
01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS
01 42 00 SOURCES FOR REFERENCE PUBLICATIONS
01 45 00.00 10 QUALITY CONTROL
01 45 00.15 10 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE(RMS CM)
01 45 35 SPECIAL INSPECTIONS
01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS
01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS
01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT
01 78 00 CLOSEOUT SUBMITTALS
01 78 23 OPERATION AND MAINTENANCE DATA
DIVISION 02 - EXISTING CONDITIONS
02 41 00 DEMOLITION
DIVISION 03 - CONCRETE
03 30 00 CAST-IN-PLACE CONCRETE
03 42 13.00 10 PLANT-PRECAST CONCRETE PRODUCTS FOR BELOW GRADE
CONSTRUCTION
DIVISION 05 - METALS
05 05 23.16 STRUCTURAL WELDING
05 12 00 STRUCTURAL STEEL
05 21 00 STEEL JOIST FRAMING
05 30 00 STEEL DECKS
05 40 00 COLD-FORMED METAL FRAMING
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DIVISION 13 - SPECIAL CONSTRUCTION
13 34 19 METAL BUILDING SYSTEMS
DIVISION 31 - EARTHWORK
31 00 00 EARTHWORK
31 05 22 GEOTEXTILES USED AS FILTERS
31 11 00 CLEARING AND GRUBBING
31 31 16.13 CHEMICAL TERMITE CONTROL
DIVISION 32 - EXTERIOR IMPROVEMENTS
32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID
PAVEMENTS
32 05 33 LANDSCAPE ESTABLISHMENT
32 11 23 AGGREGATE BASE COURSES
32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE
FACILITIES
32 16 19 CONCRETE CURBS, GUTTERS AND SIDEWALKS
32 17 23 PAVEMENT MARKINGS
32 31 13 CHAIN LINK FENCES AND GATES
32 92 19 SEEDING
32 92 23 SODDING
DIVISION 33 - UTILITIES
33 40 00 STORM DRAINAGE UTILITIES
33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION
33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)
-- End of Project Table of Contents --
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SECTION 01 57 19
TEMPORARY ENVIRONMENTAL CONTROLS
11/15
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.
U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)
29 CFR 1910.120 Hazardous Waste Operations and Emergency
Response
40 CFR 112 Oil Pollution Prevention
40 CFR 122.26 Storm Water Discharges (Applicable to
State NPDES Programs, see section 123.25)
40 CFR 152 Pesticide Registration and Classification
Procedures
40 CFR 152 - 186 Pesticide Programs
40 CFR 241 Guidelines for Disposal of Solid Waste
40 CFR 243 Guidelines for the Storage and Collection
of Residential, Commercial, and
Institutional Solid Waste
40 CFR 258 Subtitle D Landfill Requirements
40 CFR 260 Hazardous Waste Management System: General
40 CFR 261 Identification and Listing of Hazardous
Waste
40 CFR 261.7 Residues of Hazardous Waste in Empty
Containers
40 CFR 262 Standards Applicable to Generators of
Hazardous Waste
40 CFR 263 Standards Applicable to Transporters of
Hazardous Waste
40 CFR 264 Standards for Owners and Operators of
Hazardous Waste Treatment, Storage, and
Disposal Facilities
40 CFR 265 Interim Status Standards for Owners and
Operators of Hazardous Waste Treatment,
Storage, and Disposal Facilities
40 CFR 266 Standards for the Management of Specific
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Hazardous Wastes and Specific Types of
Hazardous Waste Management Facilities
40 CFR 268 Land Disposal Restrictions
40 CFR 273 Standards For Universal Waste Management
40 CFR 273.2 Standards for Universal Waste Management -
Batteries
40 CFR 273.4 Standards for Universal Waste Management -
Mercury Containing Equipment
40 CFR 273.5 Standards for Universal Waste Management -
Lamps
40 CFR 279 Standards for the Management of Used Oil
40 CFR 300 National Oil and Hazardous Substances
Pollution Contingency Plan
40 CFR 300.125 National Oil and Hazardous Substances
Pollution Contingency Plan - Notification
and Communications
40 CFR 355 Emergency Planning and Notification
40 CFR 403 General Pretreatment Regulations for
Existing and New Sources of Pollution
40 CFR 50 National Primary and Secondary Ambient Air
Quality Standards
40 CFR 60 Standards of Performance for New
Stationary Sources
40 CFR 63 National Emission Standards for Hazardous
Air Pollutants for Source Categories
40 CFR 64 Compliance Assurance Monitoring
49 CFR 171 General Information, Regulations, and
Definitions
49 CFR 172 Hazardous Materials Table, Special
Provisions, Hazardous Materials
Communications, Emergency Response
Information, and Training Requirements
49 CFR 173 Shippers - General Requirements for
Shipments and Packagings
49 CFR 178 Specifications for Packagings
1.2 DEFINITIONS
1.2.1 Class I and II Ozone Depleting Substance (ODS)
Class I ODS is defined in Section 602(a) of The Clean Air Act. A list of
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Class I ODS can be found on the EPA website at the following weblink.
http://www.epa.gov/ozone/science/ods/classone.html.
Class II ODS is defined in Section 602(s) of The Clean Air Act. A list of
Class II ODS can be found on the EPA website at the following weblink.
http://www.epa.gov/ozone/science/ods/classtwo.html.
1.2.2 Contractor Generated Hazardous Waste
Contractor generated hazardous waste is materials that, if abandoned or
disposed of, may meet the definition of a hazardous waste. These waste
streams would typically consist of material brought on site by the
Contractor to execute work, but are not fully consumed during the course
of construction. Examples include, but are not limited to, excess paint
thinners (i.e. methyl ethyl ketone, toluene), waste thinners, excess
paints, excess solvents, waste solvents, excess pesticides, and
contaminated pesticide equipment rinse water.
1.2.3 Debris
Debris is non-hazardous solid material generated during the construction,
demolition, or renovation of a structure that exceeds 2.5-inch particle
size that is: a manufactured object; plant or animal matter; or natural
geologic material (for example, cobbles and boulders), broken or removed
concrete, masonry, and rock asphalt paving; ceramics; roofing paper and
shingles. Inert materials may be reinforced with or contain ferrous wire,
rods, accessories and weldments. A mixture of debris and other material
such as soil or sludge is also subject to regulation as debris if the
mixture is comprised primarily of debris by volume, based on visual
inspection.
1.2.4 Electronics Waste
Electronics waste is discarded electronic devices intended for salvage,
recycling, or disposal.
1.2.5 Environmental Pollution and Damage
Environmental pollution and damage is the presence of chemical, physical,
or biological elements or agents which adversely affect human health or
welfare; unfavorably alter ecological balances of importance to human
life; affect other species of importance to humankind; or degrade the
environment aesthetically, culturally or historically.
1.2.6 Environmental Protection
Environmental protection is the prevention/control of pollution and
habitat disruption that may occur to the environment during construction.
The control of environmental pollution and damage requires consideration
of land, water, and air; biological and cultural resources; and includes
management of visual aesthetics; noise; solid, chemical, gaseous, and
liquid waste; radiant energy and radioactive material as well as other
pollutants.
1.2.7 Green Waste
Green waste is the vegetative matter from landscaping, land clearing and
grubbing, including, but not limited to, grass, bushes, scrubs, small
trees and saplings, tree stumps and plant roots. Marketable trees,
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grasses and plants that are indicated to remain, be re-located, or be
re-used are not included.
1.2.8 Hazardous Debris
As defined in paragraph SOLID WASTE, debris that contains listed hazardous
waste (either on the debris surface, or in its interstices, such as pore
structure) in accordance with 40 CFR 261. Hazardous debris also includes
debris that exhibits a characteristic of hazardous waste in accordance
with 40 CFR 261.
1.2.9 Hazardous Materials
Hazardous materials as defined in 49 CFR 171 and listed in 49 CFR 172.
Hazardous material is any material that: Is regulated as a hazardous
material in accordance with 49 CFR 173; or requires a Safety Data Sheet
(SDS) in accordance with 29 CFR 1910.120; or during end use, treatment,
handling, packaging, storage, transportation, or disposal meets or has
components that meet or have potential to meet the definition of a
hazardous waste as defined by 40 CFR 261 Subparts A, B, C, or D.
Designation of a material by this definition, when separately regulated or
controlled by other sections or directives, does not eliminate the need
for adherence to that hazard-specific guidance which takes precedence over
this section for "control" purposes. Such material includes ammunition,
weapons, explosive actuated devices, propellants, pyrotechnics, chemical
and biological warfare materials, medical and pharmaceutical supplies,
medical waste and infectious materials, bulk fuels, radioactive materials,
and other materials such as asbestos, mercury, and polychlorinated
biphenyls (PCBs).
1.2.10 Hazardous Waste
Hazardous Waste is any material that meets the definition of a solid waste
and exhibit a hazardous characteristic (ignitability, corrosivity,
reactivity, or toxicity) as specified in 40 CFR 261, Subpart C, or
contains a listed hazardous waste as identified in 40 CFR 261, Subpart D.
1.2.11 Installation Pest Management Coordinator
Installation Pest Management Coordinator (IPMC) is the individual
officially designated by the Installation Commander to oversee the
Installation Pest Management Program and the Installation Pest Management
Plan.
1.2.12 Land Application
Land Application means spreading or spraying discharge water at a rate
that allows the water to percolate into the soil. No sheeting action,
soil erosion, discharge into storm sewers, discharge into defined drainage
areas, or discharge into the "waters of the United States" must occur.
Comply with federal, state, and local laws and regulations.
1.2.13 Material not regulated as solid waste
Material not regulated as solid waste is nuclear source or byproduct
materials regulated under the Federal Atomic Energy Act of 1954 as
amended; suspended or dissolved materials in domestic sewage effluent or
irrigation return flows, or other regulated point source discharges;
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regulated air emissions; and fluids or wastes associated with natural gas
or crude oil exploration or production.
1.2.14 Municipal Separate Storm Sewer System (MS4) Permit
MS4 permits are those held by installations to obtain NPDES permit
coverage for their stormwater discharges.
1.2.15 National Pollutant Discharge Elimination System (NPDES)
The NPDES permit program controls water pollution by regulating point
sources that discharge pollutants into waters of the United States.
1.2.16 Non-Hazardous Waste
Non-hazardous waste is waste that is excluded from, or does not meet,
hazardous waste criteria in accordance with 40 CFR 263.
1.2.17 Oily Waste
Oily waste are those materials that are, or were, mixed with Petroleum,
Oils, and Lubricants (POLs) and have become separated from that POLs.
Oily wastes also means materials, including wastewaters, centrifuge
solids, filter residues or sludges, bottom sediments, tank bottoms, and
sorbents which have come into contact with and have been contaminated by,
POLs and may be appropriately tested and discarded in a manner which is in
compliance with other state and local requirements.
This definition includes materials such as oily rags, "kitty litter"
sorbent clay and organic sorbent material. These materials may be land
filled provided that: It is not prohibited in other state regulations or
local ordinances; the amount generated is "de minimus" (a small amount);
it is the result of minor leaks or spills resulting from normal process
operations; and free-flowing oil has been removed to the practicable
extent possible. Large quantities of this material, generated as a result
of a major spill or in lieu of proper maintenance of the processing
equipment, are a solid waste. As a solid waste, perform a hazardous waste
determination prior to disposal. As this can be an expensive process, it
is recommended that this type of waste be minimized through good
housekeeping practices and employee education.
1.2.18 Pesticide
Pesticide is any substance or mixture of substances intended for
preventing, destroying, repelling, or mitigating any pest, or intended for
use as a plant regulator, defoliant or desiccant.
1.2.19 Pesticide Treatment Plan
A plan for the prevention, monitoring, and control to eliminate pest
infestation.
1.2.20 Pests
Pests are arthropods, birds, rodents, nematodes, fungi, bacteria, viruses,
algae, snails, marine borers, snakes, weeds and other organisms (except
for human or animal disease-causing organisms) that adversely affect
readiness, military operations, or the well-being of personnel and
animals; attack or damage real property, supplies, equipment, or
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vegetation; or are otherwise undesirable.
1.2.21 Project Pesticide Coordinator
The Project Pesticide Coordinator (PPC) is an individual who resides at a
Civil Works Project office and who is responsible overseeing of pesticide
application on project grounds.
1.2.22 Recyclables
Recyclables are materials, equipment and assemblies such as doors,
windows, door and window frames, plumbing fixtures, glazing and mirrors
that are recovered and sold as recyclable, and structural components. It
also includes commercial-grade refrigeration equipment with Freon removed,
household appliances where the basic material content is metal, clean
polyethylene terephthalate bottles, cooking oil, used fuel oil, textiles,
high-grade paper products and corrugated cardboard, stackable pallets in
good condition, clean crating material, and clean rubber/vehicle tires.
Metal meeting the definition of lead contaminated or lead based paint
contaminated may be included as recyclable if sold to a scrap metal
company. Paint cans that meet the definition of empty containers in
accordance with 40 CFR 261.7 may be included as recyclable if sold to a
scrap metal company.
1.2.23 Regulated Waste
Regulated waste are solid wastes that have specific additional federal,
state, or local controls for handling, storage, or disposal.
1.2.24 Scrap Metal
This includes scrap and excess ferrous and non-ferrous metals such as
reinforcing steel, structural shapes, pipe, and wire that are recovered or
collected and disposed of as scrap. Scrap metal meeting the definition of
hazardous material or hazardous waste is not included.
1.2.25 Sediment
Sediment is soil and other debris that have eroded and have been
transported by runoff water or wind.
1.2.26 Solid Waste
Solid waste is a solid, liquid, semi-solid or contained gaseous waste. A
solid waste can be a hazardous waste, non-hazardous waste, or non-Resource
Conservation and Recovery Act (RCRA) regulated waste. Types of solid
waste typically generated at construction sites may include:
1.2.27 Stormwater
Stormwater is any precipitation in an urban or suburban area that does not
evaporate or soak into the ground, but instead collects and flows into
storm drains, rivers, and streams.
1.2.28 Surface Discharge
Surface discharge means discharge of water into drainage ditches, storm
sewers, creeks or "waters of the United States". Surface discharges are
discrete, identifiable sources and require a permit from the governing
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agency. Comply with federal, state, and local laws and regulations.
1.2.29 Surplus Soil
Surplus soil is existing soil that is in excess of what is required for
this work, including aggregates intended, but not used, for on-site mixing
of concrete, mortars, and paving. Contaminated soil meeting the
definition of hazardous material or hazardous waste is not included and
must be managed in accordance with paragraph HAZARDOUS MATERIAL MANAGEMENT.
1.2.30 Universal Waste
The universal waste regulations streamline collection requirements for
certain hazardous wastes in the following categories: batteries,
pesticides, mercury-containing equipment (for example, thermostats), and
lamps (for example, fluorescent bulbs). The rule is designed to reduce
hazardous waste in the municipal solid waste (MSW) stream by making it
easier for universal waste handlers to collect these items and send them
for recycling or proper disposal. These regulations can be found at
40 CFR 273.
1.2.31 Wastewater
Wastewater is the used water and solids from a community that flow to a
treatment plant.
1.2.32 Waters of the United States
Waters of the United States means Federally jurisdictional waters,
including wetlands, that are subject to regulation under Section 404 of
the Clean Water Act or navigable waters, as defined under the Rivers and
Harbors Act.
1.2.33 Wetlands
Wetlands are those areas that are inundated or saturated by surface or
groundwater at a frequency and duration sufficient to support, and that
under normal circumstances do support, a prevalence of vegetation
typically adapted for life in saturated soil conditions.
1.2.34 Wood
Wood is dimension and non-dimension lumber, plywood, chipboard,
hardboard. Treated or painted wood that meets the definition of lead
contaminated or lead based contaminated paint is not included. Treated
wood includes, but is not limited to, lumber, utility poles, crossties,
and other wood products with chemical treatment.
1.3 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. When used, a designation following the "G" designation
identifies the office that will review the submittal for the Government.
Submit the following in accordance with Section 01 33 00 SUBMITTAL
PROCEDURES:
SD-01 Preconstruction Submittals
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Preconstruction Survey
Solid Waste Management Permit; G, RO
Regulatory Notifications; G, RO
Environmental Protection Plan; G, RO
Stormwater Notice of Intent (for NPDES coverage under the general
permit for construction activities); G, RO
Dirt and Dust Control Plan; G, RO
Employee Training Records; G, RO
Environmental Manager Qualifications; G, RO
SD-06 Test Reports
Inspection Reports; G, RO
Solid Waste Management Report; G, RO
SD-07 Certificates
Employee Training Records; G, RO
Erosion and Sediment Control Inspector Qualifications; G, RO
SD-11 Closeout Submittals
Stormwater Pollution Prevention Plan Compliance Notebook; G, RO
Stormwater Notice of Termination (for NPDES coverage under the
general permit for construction activities); G, RO
Waste Determination Documentation; G, RO
Disposal Documentation for Hazardous and Regulated Waste; G, RO
Assembled Employee Training Records; G, RO
Solid Waste Management Permit; G, RO
Solid Waste Management Report; G, RO
Hazardous Waste/Debris Management; G, RO
Regulatory Notifications; G, RO
Sales Documentation; G, RO
Contractor Certification
As-Built Topographic Survey
1.4 ENVIRONMENTAL PROTECTION REQUIREMENTS
Provide and maintain, during the life of the contract, environmental
protection as defined. Plan for and provide environmental protective
measures to control pollution that develops during construction practice.
Plan for and provide environmental protective measures required to correct
conditions that develop during the construction of permanent or temporary
environmental features associated with the project. Protect the
environmental resources within the project boundaries and those affected
outside the limits of permanent work during the entire duration of this
Contract. Comply with federal, state, and local regulations pertaining to
the environment, including water, air, solid waste, hazardous waste and
substances, oily substances, and noise pollution.
Tests and procedures assessing whether construction operations comply with
Applicable Environmental Laws may be required. Analytical work must be
performed by qualified laboratories; and where required by law, the
laboratories must be certified.
Perform work under this contract consistent with the policy and objectives
identified in the installation's Environmental Management System (EMS).
Perform work in a manner that conforms to objectives and targets of the
environmental programs and operational controls identified by the EMS.
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Support Government personnel when environmental compliance and EMS audits
are conducted by escorting auditors at the Project site, answering
questions, and providing proof of records being maintained. Provide
monitoring and measurement information as necessary to address
environmental performance relative to environmental, energy, and
transportation management goals. In the event an EMS nonconformance or
environmental noncompliance associated with the contracted services,
tasks, or actions occurs, take corrective and preventative actions. In
addition, employees must be aware of their roles and responsibilities
under the installation EMS and of how these EMS roles and responsibilities
affect work performed under the contract.
Coordinate with the installation's EMS coordinator to identify training
needs associated with environmental aspects and the EMS, and arrange
training or take other action to meet these needs. Provide training
documentation to the Contracting Officer. The Installation Environmental
Office will retain associated environmental compliance records. Make EMS
Awareness training completion certificates available to Government
auditors during EMS audits and include the certificates in the Employee
Training Records. See paragraph EMPLOYEE TRAINING RECORDS.
1.5 QUALITY ASSURANCE
1.5.1 Preconstruction Survey and Protection of Features
This paragraph supplements the Contract Clause PROTECTION OF EXISTING
VEGETATION, STRUCTURES, EQUIPMENT, UTILITIES, AND IMPROVEMENTS. Prior to
start of any onsite construction activities, perform a Preconstruction
Survey of the project site with the Contracting Officer, and take
photographs showing existing environmental conditions in and adjacent to
the site. Submit a report for the record. Include in the report a plan
describing the features requiring protection under the provisions of the
Contract Clauses, which are not specifically identified on the drawings as
environmental features requiring protection along with the condition of
trees, shrubs and grassed areas immediately adjacent to the site of work
and adjacent to the Contractor's assigned storage area and access
route(s), as applicable. The Contractor and the Contracting Officer will
sign this survey report upon mutual agreement regarding its accuracy and
completeness. Protect those environmental features included in the survey
report and any indicated on the drawings, regardless of interference that
their preservation may cause to the work under the Contract.
1.5.2 Regulatory Notifications
Provide regulatory notification requirements in accordance with federal,
state and local regulations. In cases where the Government will also
provide public notification (such as stormwater permitting), coordinate
with the Contracting Officer. Submit copies of regulatory notifications
to the Contracting Officer within 21 days prior to commencement of work
activities. Typically, regulatory notifications must be provided for the
following (this listing is not all-inclusive): demolition, renovation,
NPDES defined site work, construction, removal or use of a permitted air
emissions source, and remediation of controlled substances (asbestos,
hazardous waste, lead paint).
1.5.3 Environmental Brief
Attend an environmental brief to be included in the preconstruction
meeting. Provide the following information: types, quantities, and use of
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hazardous materials that will be brought onto the installation; and types
and quantities of wastes/wastewater that may be generated during the
Contract. Discuss the results of the Preconstruction Survey at this time.
Prior to initiating any work on site, meet with the Contracting Officer
and installation Environmental Office to discuss the proposed
Environmental Protection Plan (EPP). Develop a mutual understanding
relative to the details of environmental protection, including measures
for protecting natural and cultural resources, required reports, required
permits, permit requirements (such as mitigation measures), and other
measures to be taken.
1.5.4 Environmental Manager
Appoint in writing an Environmental Manager for the project site. The
Environmental Manager is directly responsible for coordinating contractor
compliance with federal, state, local, and installation requirements. The
Environmental Manager must ensure compliance with Hazardous Waste Program
requirements (including hazardous waste handling, storage, manifesting,
and disposal); implement the EPP; ensure environmental permits are
obtained, maintained, and closed out; ensure compliance with Stormwater
Program requirements; ensure compliance with Hazardous Materials (storage,
handling, and reporting) requirements; and coordinate any remediation of
regulated substances (lead, asbestos, PCB transformers). This can be a
collateral position; however, the person in this position must be trained
to adequately accomplish the following duties: ensure waste segregation
and storage compatibility requirements are met; inspect and manage
Satellite Accumulation areas; ensure only authorized personnel add wastes
to containers; ensure Contractor personnel are trained in 40 CFR
requirements in accordance with their position requirements; coordinate
removal of waste containers; and maintain the Environmental Records binder
and required documentation, including environmental permits compliance and
close-out. Submit Environmental Manager Qualifications to the Contracting
Officer.
1.5.5 Employee Training Records
Prepare and maintain Employee Training Records throughout the term of the
contract meeting applicable 40 CFR requirements. Provide Employee
Training Records in the Environmental Records Binder. Submit these
Assembled Employee Training Records to the Contracting Officer at the
conclusion of the project, unless otherwise directed.
Train personnel to meet EPA and state requirements. Conduct environmental
protection/pollution control meetings for personnel prior to commencing
construction activities. Contact additional meetings for new personnel
and when site conditions change. Include in the training and meeting
agenda: methods of detecting and avoiding pollution; familiarization with
statutory and contractual pollution standards; installation and care of
devices, vegetative covers, and instruments required for monitoring
purposes to ensure adequate and continuous environmental
protection/pollution control; anticipated hazardous or toxic chemicals or
wastes, and other regulated contaminants; recognition and protection of
archaeological sites, artifacts, waters of the United States, and
endangered species and their habitat that are known to be in the area.
Provide copy of the Erosion and Sediment Control Inspector Qualifications
as defined by EPA and Certification as required by North Carolina.
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1.5.6 Non-Compliance Notifications
The Contracting Officer will notify the Contractor in writing of any
observed noncompliance with federal, state or local environmental laws or
regulations, permits, and other elements of the Contractor's EPP. After
receipt of such notice, inform the Contracting Officer of the proposed
corrective action and take such action when approved by the Contracting
Officer. The Contracting Officer may issue an order stopping all or part
of the work until satisfactory corrective action has been taken. No time
extensions will be granted or equitable adjustments allowed for any such
suspensions. This is in addition to any other actions the Contracting
Officer may take under the contract, or in accordance with the Federal
Acquisition Regulation or Federal Law.
1.6 ENVIRONMENTAL PROTECTION PLAN
The purpose of the EPP is to present an overview of known or potential
environmental issues that must be considered and addressed during
construction. Incorporate construction related objectives and targets
from the installation's EMS into the EPP. Include in the EPP measures for
protecting natural and cultural resources, required reports, and other
measures to be taken. Meet with the Contracting Officer or Contracting
Officer Representative to discuss the EPP and develop a mutual
understanding relative to the details for environmental protection
including measures for protecting natural resources, required reports, and
other measures to be taken. Submit the EPP within 15 days after notice to
proceed and not less than 15 days before the preconstruction meeting.
Revise the EPP throughout the project to include any reporting
requirements, changes in site conditions, or contract modifications that
change the project scope of work in a way that could have an environmental
impact. No requirement in this section will relieve the Contractor of any
applicable federal, state, and local environmental protection laws and
regulations. During Construction, identify, implement, and submit for
approval any additional requirements to be included in the EPP. Maintain
the current version onsite.
The EPP includes, but is not limited to, the following elements:
1.6.1 General Overview and Purpose
1.6.1.1 Descriptions
A brief description of each specific plan required by environmental permit
or elsewhere in this Contract such as stormwater pollution prevention
plan, spill control plan, solid waste management plan, wastewater
management plan, air pollution control plan, contaminant prevention plan,
pesticide treatment plan, a historical, archaeological, cultural
resources, biological resources and wetlands plan, traffic control plan
Non-Hazardous Solid Waste Disposal Plan and borrowing material plan.
1.6.1.2 Duties
The duties and level of authority assigned to the person(s) on the job
site who oversee environmental compliance, such as who is responsible for
adherence to the EPP, who is responsible for spill cleanup and training
personnel on spill response procedures, who is responsible for manifesting
hazardous waste to be removed from the site (if applicable), and who is
responsible for training the Contractor's environmental protection
personnel.
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1.6.1.3 Procedures
A copy of any standard or project-specific operating procedures that will
be used to effectively manage and protect the environment on the project
site.
1.6.1.4 Communications
Communication and training procedures that will be used to convey
environmental management requirements to Contractor employees and
subcontractors.
1.6.1.5 Contact Information
Emergency contact information contact information (office phone number,
cell phone number, and e-mail address).
1.6.2 General Site Information
1.6.2.1 Drawings
Drawings showing locations of proposed temporary excavations or
embankments for haul roads, stream crossings, jurisdictional wetlands,
material storage areas, structures, sanitary facilities, storm drains and
conveyances, and stockpiles of excess soil.
1.6.2.2 Work Area
Work area plan showing the proposed activity in each portion of the area
and identify the areas of limited use or nonuse. Include measures for
marking the limits of use areas, including methods for protection of
features to be preserved within authorized work areas and methods to
control runoff and to contain materials on site, and a traffic control
plan.
1.6.2.3 Documentation
A letter signed by an officer of the firm appointing the Environmental
Manager and stating that person is responsible for managing and
implementing the Environmental Program as described in this contract.
Include in this letter the Environmental Manager's authority to direct the
removal and replacement of non-conforming work.
1.6.3 Management of Natural Resources
a. Land resources
b. Tree protection
c. Replacement of damaged landscape features
d. Temporary construction
e. Stream crossings
f. Fish and wildlife resources
g. Wetland areas
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1.6.4 Protection of Historical and Archaeological Resources
a. Objectives
b. Methods
1.6.5 Stormwater Management and Control
a. Ground cover
b. Erodible soils
c. Temporary measures
(1) Structural Practices
(2) Temporary and permanent stabilization
d. Effective selection, implementation and maintenance of Best Management
Practices (BMPs).
1.6.6 Protection of the Environment from Waste Derived from Contractor
Operations
Control and disposal of solid and sanitary waste. Control and disposal of
hazardous waste.
This item consist of the management procedures for hazardous waste to be
generated. The elements of those procedures will coincide with the
Installation Hazardous Waste Management Plan. The Contracting Officer
will provide a copy of the Installation Hazardous Waste Management Plan.
As a minimum, include the following:
a. List of the types of hazardous wastes expected to be generated
b. Procedures to ensure a written waste determination is made for
appropriate wastes that are to be generated
c. Sampling/analysis plan, including laboratory method(s) that will be
used for waste determinations and copies of relevant laboratory
certifications
d. Methods and proposed locations for hazardous waste
accumulation/storage (that is, in tanks or containers)
e. Management procedures for storage, labeling, transportation, and
disposal of waste (treatment of waste is not allowed unless
specifically noted)
f. Management procedures and regulatory documentation ensuring disposal
of hazardous waste complies with Land Disposal Restrictions (40 CFR 268
)
g. Management procedures for recyclable hazardous materials such as
lead-acid batteries, used oil, and similar
h. Used oil management procedures in accordance with 40 CFR 279;
Hazardous waste minimization procedures
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i. Plans for the disposal of hazardous waste by permitted facilities; and
Procedures to be employed to ensure required employee training records
are maintained.
1.6.7 Prevention of Releases to the Environment
Procedures to prevent releases to the environment
Notifications in the event of a release to the environment
1.6.8 Regulatory Notification and Permits
List what notifications and permit applications must be made. Some
permits require up to 180 days to obtain. Demonstrate that those permits
have been obtained or applied for by including copies of applicable
environmental permits. The EPP will not be approved until the permits
have been obtained.
1.6.9 Clean Air Act Compliance
1.6.9.1 Haul Route
Submit truck and material haul routes and a Dirt and Dust Control Plan for
controlling dirt, debris, and dust on Installation roadways. As a
minimum, identify in the plan the subcontractor and equipment for cleaning
along the haul route and measures to reduce dirt, dust, and debris from
roadways.
1.6.9.2 Pollution Generating Equipment
Identify air pollution generating equipment or processes that may require
federal, state, or local permits under the Clean Air Act. Determine
requirements based on any current installation permits and the impacts of
the project. Provide a list of all fixed or mobile equipment, machinery or
operations that could generate air emissions during the project to the
Installation Environmental Office (Air Program Manager).
1.6.9.3 Stationary Internal Combustion Engines
Identify portable and stationary internal combustion engines that will be
supplied, used or serviced. Comply with 40 CFR 60 Subpart IIII, 40 CFR 60
Subpart JJJJ, 40 CFR 63 Subpart ZZZZ, and local regulations as
applicable. At minimum, include the make, model, serial number,
manufacture date, size (engine brake horsepower), and EPA emission
certification status of each engine. Maintain applicable records and log
hours of operation and fuel use. Logs must include reasons for operation
and delineate between emergency and non-emergency operation.
1.6.9.4 Refrigerants
Identify management practices to ensure that heating, ventilation, and air
conditioning (HVAC) work involving refrigerants complies with 40 CFR 82
requirements. Technicians must be certified, maintain copies of
certification on site, use certified equipment and log work that requires
the addition or removal of refrigerant. Any refrigerant reclaimed is the
property of the Government, coordinate with the Installation Environmental
Office to determine the appropriate turn in location.
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1.6.9.5 Air Pollution-engineering Processes
Identify planned air pollution-generating processes and management control
measures (including, but not limited to, spray painting, abrasive
blasting, demolition, material handling, fugitive dust, and fugitive
emissions). Log hours of operations and track quantities of materials
used.
1.6.9.6 Compliant Materials
Provide the Government a list of and SDSs for all hazardous materials
proposed for use on site. Materials must be compliant with all Clean Air
Act regulations for emissions including solvent and volatile organic
compound contents, and applicable National Emission Standards for
Hazardous Air Pollutants requirements. The Government may alter or limit
use of specific materials as needed to meet installation permit
requirements for emissions.
1.7 LICENSES AND PERMITS
Obtain licenses and permits required for the construction of the project
and in accordance with FAR 52.236-7. Notify the Government of all general
use permitted equipment the Contractor plans to use on site. This
paragraph supplements the Contractor's responsibility under FAR 52.236-7.
1.8 ENVIRONMENTAL RECORDS BINDER
Maintain on-site a separate three-ring Environmental Records Binder and
submit at the completion of the project. Make separate parts within the
binder that correspond to each submittal listed under paragraph CLOSEOUT
SUBMITTALS in this section.
1.9 PESTICIDE DELIVERY, STORAGE, AND HANDLING
1.9.1 Delivery and Storage
Deliver pesticides to the site in the original, unopened containers
bearing legible labels indicating the EPA registration number and the
manufacturer's registered uses. Store pesticides according to
manufacturer's instructions and under lock and key when unattended.
1.9.2 Handling Requirements
Formulate, treat with, and dispose of pesticides and associated containers
in accordance with label directions and use the clothing and personal
protective equipment specified on the labeling for use during each phases
of the application. Furnish SDSs for pesticide products.
1.10 SOLID WASTE MANAGEMENT PERMIT
Provide the Contracting Officer with written notification of the quantity
of anticipated solid waste or debris that is anticipated or estimated to
be generated by construction. Include in the report the locations where
various types of waste will be disposed or recycled. Include letters of
acceptance from the receiving location or as applicable; submit one copy
of the receiving location state and local Solid Waste Management Permit or
license showing such agency's approval of the disposal plan before
transporting wastes off Government property.
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1.11 SOLID WASTE MANAGEMENT REPORT
Monthly, submit a solid waste disposal report to the Contracting Officer.
For each waste, the report will state the classification (using the
definitions provided in this Section), amount, location, and name of the
business receiving the solid waste.
PART 2 PRODUCTS
Not used.
PART 3 EXECUTION
3.1 PROTECTION OF NATURAL RESOURCES
Minimize interference with, disturbance to, and damage to fish, wildlife,
and plants, including their habitats. Prior to the commencement of
activities, consult with the Installation Environmental Office, regarding
rare species or sensitive habitats that need to be protected. The
protection of rare, threatened, and endangered animal and plant species
identified, including their habitats, is the Contractor's responsibility.
Preserve the natural resources within the project boundaries and outside
the limits of permanent work. Restore to an equivalent or improved
condition upon completion of work that is consistent with the requirements
of the Installation Environmental Office or as otherwise specified.
Confine construction activities to within the limits of the work indicated
or specified.
3.1.1 Flow Ways
Do not alter water flows or otherwise significantly disturb the native
habitat adjacent to the project and critical to the survival of fish and
wildlife, except as specified and permitted.
3.1.2 Vegetation
Except in areas to be cleared, do not remove, cut, deface, injure, or
destroy trees or shrubs without the Contracting Officer's permission. Do
not fasten or attach ropes, cables, or guys to existing nearby trees for
anchorages unless authorized by the Contracting Officer. Where such use
of attached ropes, cables, or guys is authorized, the Contractor is
responsible for any resultant damage.
Protect existing trees that are to remain to ensure they are not injured,
bruised, defaced, or otherwise damaged by construction operations. Remove
displaced rocks from uncleared areas. Coordinate with the Contracting
Officer and Installation Environmental Office to determine appropriate
action for trees and other landscape features scarred or damaged by
equipment operations.
3.1.3 Streams
Stream crossings must allow movement of materials or equipment without
violating water pollution control standards of the federal, state, and
local governments. Construction of stream crossing structures must be in
compliance with any required permits including, but not limited to, Clean
Water Act Section 404, and Section 401 Water Quality.
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The Contracting Officer's approval and appropriate permits are required
before any equipment will be permitted to ford live streams. In areas
where frequent crossings are required, install temporary culverts or
bridges. Obtain Contracting Officer's approval prior to installation.
Remove temporary culverts or bridges upon completion of work, and repair
the area to its original condition unless otherwise required by the
Contracting Officer.
3.2 STORMWATER
Do not discharge stormwater from construction sites to the sanitary
sewer. If the water is noted or suspected of being contaminated, it may
only be released to the storm drain system if the discharge is
specifically permitted. Obtain authorization in advance from the
Installation Environmental Office for any release of contaminated water.
3.2.1 Construction General Permit
Provide a Construction General Permit as required by 40 CFR 122.26 or the
State of North Carolina General Permit. Under the terms and conditions of
the permit, install, inspect, maintain BMPs, prepare stormwater erosion
and sediment control inspection reports, and submit SWPPP inspection
reports. Maintain construction operations and management in compliance
with the terms and conditions of the general permit for stormwater
discharges from construction activities.
3.2.1.1 Stormwater Pollution Prevention Plan
Submit a project-specific Stormwater Pollution Prevention Plan (SWPPP) to
the Contracting Officer for approval, prior to the commencement of work.
The SWPPP must meet the requirements of 40 CFR 122.26 the North Carolina
State General Permit for stormwater discharges from construction sites.
Include the following:
a. Comply with terms of the state general permit for stormwater
discharges from construction activities. Prepare SWPPP in accordance
with North CArolina requirements. Use North Carolina
http://deq.nc.gov/about/divisions/water-resources and EPA guide:
Developing your Stormwater Pollution Prevention Plan located at
http://water.epa.gov/polwaste/npdes/stormwater/Stormwater-Pollution-
Prevention-Plans-for-Construction-Activities.cfm to prepare the SWPPP.
b. Select applicable BMPs from EPA Fact Sheets located at
http://water.epa.gov/polwaste/npdes/swbmp/Construction-Site-StormWater-
Run-Off-Control.cfm or in accordance with applicable state or local
requirements.
c. Include a completed copy of the Notice of Intent, BMP Inspection
Report Template, and Stormwater Notice of Termination, except for the
effective date.
3.2.1.2 Stormwater Notice of Intent for Construction Activities
Prepare and submit the Notice of Intent for NPDES coverage under the
general permit for construction activities to the Contracting Officer for
review and approval.
Prepare and submit a Notice of Intent as a co-permittee to the Contracting
Officer, for review and approval.
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Submit the approved NOI and appropriate permit fees onto the appropriate
federal or state agency for approval. No land disturbing activities may
commence without permit coverage. Maintain an approved copy of the SWPPP
at the onsite construction office, and continually update as regulations
require, reflecting current site conditions.
3.2.1.3 Inspection Reports
Submit "Inspection Reports" to the Contracting Officer in accordance with
the State of North Caroina Construction General Permit.
3.2.1.4 Stormwater Pollution Prevention Plan Compliance Notebook
Create and maintain a three ring binder of documents that demonstrate
compliance with the Construction General Permit. Include a copy of the
permit Notice of Intent, proof of permit fee payment, SWPPP and SWPPP
update amendments, inspection reports and related corrective action
records, copies of correspondence with the North carolina State Permitting
Agency, and a copy of the permit Notice of Termination in the binder. At
project completion, the notebook becomes property of the Government.
Provide the compliance notebook to the Contracting Officer.
3.2.1.5 Stormwater Notice of Termination for Construction Activities
Submit a Notice of Termination to the Contracting Officer for approval
once construction is complete and final stabilization has been achieved on
all portions of the site for which the permittee is responsible. Once
approved, submit the Notice of Termination to the appropriate state or
federal agency. Prepare as-built topographic survey information required
by the permitting agency for certification of the stormwater management
system, and provide to the Contracting Officer.
3.2.2 Erosion and Sediment Control Measures
Provide erosion and sediment control measures in accordance with state and
local laws and regulations. Preserve vegetation to the maximum extent
practicable.
Erosion control inspection reports may be compiled as part of a stormwater
pollution prevention plan inspection reports.
3.2.2.1 Erosion Control
Prevent erosion by mulching, Compost Blankets, Geotextiles, temporary
slope drains as needed. Stabilize slopes by sodding, seeding, or such
combination of these methods necessary for effective erosion control. Use
of hay bales is prohibited.
3.2.2.2 Sediment Control Practices
Implement sediment control practices to divert flows from exposed soils,
temporarily store flows, or otherwise limit runoff and the discharge of
pollutants from exposed areas of the site. Implement sediment control
practices prior to soil disturbance and prior to creating areas with
concentrated flow, during the construction process to minimize erosion and
sediment laden runoff. Include the following devices: silt fence,
temporary diversion dikes, and/or storm drain inlet protection.
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3.2.3 Work Area Limits
Mark the areas that need not be disturbed under this Contract prior to
commencing construction activities. Mark or fence isolated areas within
the general work area that are not to be disturbed. Protect monuments and
markers before construction operations commence. Where construction
operations are to be conducted during darkness, any markers must be
visible in the dark. Personnel must be knowledgeable of the purpose for
marking and protecting particular objects.
3.2.4 Contractor Facilities and Work Areas
Place field offices, staging areas, stockpile storage, and temporary
buildings in areas designated on the drawings or as directed by the
Contracting Officer. Move or relocate the Contractor facilities only when
approved by the Government. Provide erosion and sediment controls for
onsite borrow and spoil areas to prevent sediment from entering nearby
waters. Control temporary excavation and embankments for plant or work
areas to protect adjacent areas.
3.2.5 Municipal Separate Storm Sewer System (MS4) Management
Comply with the Installation's MS4 permit requirements.
3.3 SURFACE AND GROUNDWATER
3.3.1 Cofferdams, Diversions, and Dewatering
Construction operations for dewatering, must be constantly controlled to
maintain compliance with existing state water quality standards and
designated uses of the surface water body. Comply with the State of North
Carolina water quality standards and anti-degradation provisions and the
Clean Water Act Section 404. Do not discharge excavation ground water to
the sanitary sewer, storm drains, or to surface waters without prior
specific authorization in writing from the Installation Environmental
Office. Discharge of hazardous substances will not be permitted under any
circumstances. Use sediment control BMPs to prevent construction site
runoff from directly entering any storm drain or surface waters.
If the construction dewatering is noted or suspected of being
contaminated, it may only be released to the storm drain system if the
discharge is specifically permitted. Obtain authorization for any
contaminated groundwater release in advance from the Installation
Environmental Officer and the federal or state authority, as applicable.
Discharge of hazardous substances will not be permitted under any
circumstances.
3.3.2 Waters of the United States
Do not enter, disturb, destroy, or allow discharge of contaminants into
waters of the United States. The protection of waters of the United
States shown on the drawings in accordance with paragraph LICENSES AND
PERMITS is the Contractor's responsibility. Authorization to enter
specific waters of the United States identified does not relieve the
Contractor from any obligation to protect other waters of the United
States within, adjacent to, or in the vicinity of the construction site
and associated boundaries.
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3.4 PROTECTION OF CULTURAL RESOURCES
3.4.1 Archaeological Resources
Existing archaeological resources within the work area are shown on the
drawings. Protect these resources and be responsible for their
preservation during the life of the Contract. If, during excavation or
other construction activities, any previously unidentified or
unanticipated historical, archaeological, and cultural resources are
discovered or found, activities that may damage or alter such resources
will be suspended. Resources covered by this paragraph include, but are
not limited to: any human skeletal remains or burials; artifacts; shell,
midden, bone, charcoal, or other deposits; rock or coral alignments,
pavings, wall, or other constructed features; and any indication of
agricultural or other human activities. Upon such discovery or find,
immediately notify the Contracting Officer so that the appropriate
authorities may be notified and a determination made as to their
significance and what, if any, special disposition of the finds should be
made. Cease all activities that may result in impact to or the
destruction of these resources. Secure the area and prevent employees or
other persons from trespassing on, removing, or otherwise disturbing such
resources. The Government retains ownership and control over
archaeological resources.
3.4.2 Historical Resources
Existing historical resources within the work area are shown on the
drawings. Protect these resources and be responsible for their
preservation during the life of the Contract.
3.5 AIR RESOURCES
Equipment operation, activities, or processes will be in accordance with
40 CFR 64 and state air emission and performance laws and standards.
3.5.1 Preconstruction Air Permits
Notify the Air Program Manager, through the Contracting Officer, at least
6 months prior to bringing equipment, assembled or unassembled, onto the
Installation, so that air permits can be secured. Necessary permitting
time must be considered in regard to construction activities. Clean Air
Act (CAA) permits must be obtained prior to bringing equipment, assembled
or unassembled, onto the Installation.
3.5.2 Oil or Dual-fuel Boilers and Furnaces
Provide product data and details for new, replacement, or relocated fuel
fired boilers, heaters, or furnaces to the Installation Environmental
Office (Air Program Manager) through the Contracting Officer. Data to be
reported include: equipment purpose (water heater, building heat,
process), manufacturer, model number, serial number, fuel type (oil type,
gas type) size (MMBTU heat input). Provide in accordance with paragraph
PRECONSTRUCTION AIR PERMITS.
3.5.3 Burning
Burning is prohibited on the Government premises.
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3.5.4 Accidental Venting of Refrigerant
Accidental venting of a refrigerant is a release and must be reported
immediately to the Contracting Officer.
3.5.5 EPA Certification Requirements
Heating and air conditioning technicians must be certified through an
EPA-approved program. Maintain copies of certifications at the employees'
places of business; technicians must carry certification wallet cards, as
provided by environmental law.
3.5.6 Dust Control
Keep dust down at all times, including during nonworking periods.
Sprinkle or treat, with dust suppressants, the soil at the site, haul
routes, and other areas disturbed by operations. Dry power brooming will
not be permitted. Instead, use vacuuming, wet mopping, wet sweeping, or
wet power brooming. Air blowing will be permitted only for cleaning
nonparticulate debris such as steel reinforcing bars. Only wet cutting
will be permitted for cutting concrete blocks, concrete, and bituminous
concrete. Do not unnecessarily shake bags of cement, concrete mortar, or
plaster. Silica-containing dusts must be maintained and monitored in
compliance with the OSHA Silica Standard for Construction (2016)
3.5.6.1 Particulates
Dust particles, aerosols and gaseous by-products from construction
activities, and processing and preparation of materials (such as from
asphaltic batch plants) must be controlled at all times, including
weekends, holidays, and hours when work is not in progress. Maintain
excavations, stockpiles, haul routes, permanent and temporary access
roads, plant sites, spoil areas, borrow areas, and other work areas within
or outside the project boundaries free from particulates that would exceed
40 CFR 50, state, and local air pollution standards or that would cause a
hazard or a nuisance. Sprinkling, chemical treatment of an approved type,
baghouse, scrubbers, electrostatic precipitators, or other methods will be
permitted to control particulates in the work area. Sprinkling, to be
efficient, must be repeated to keep the disturbed area damp. Provide
sufficient, competent equipment available to accomplish these tasks.
Perform particulate control as the work proceeds and whenever a
particulate nuisance or hazard occurs. Comply with state and local
visibility regulations.
3.5.6.2 Abrasive Blasting
Blasting operations cannot be performed without prior approval of the
Installation Air Program Manager. The use of silica sand is prohibited in
sandblasting. All silica containing blasting media must be maintained
and/or monitored in compliance with the OSHA sSilica Standard for
Construction (2016)
Provide tarpaulin drop cloths and windscreens to enclose abrasive blasting
operations to confine and collect dust, abrasive agent, paint chips, and
other debris.
3.5.7 Odors
Control odors from construction activities. The odors must be in
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compliance with state regulations and local ordinances and may not
constitute a health hazard.
3.6 WASTE MINIMIZATION
Minimize the use of hazardous materials and the generation of waste.
Include procedures for pollution prevention/ hazardous waste minimization
in the Hazardous Waste Management Section of the EPP. Obtain a copy of
the installation's Pollution Prevention/Hazardous Waste Minimization Plan
for reference material when preparing this part of the EPP. If no written
plan exists, obtain information by contacting the Contracting Officer.
Describe the anticipated types of the hazardous materials to be used in
the construction when requesting information.
3.6.1 Salvage, Reuse and Recycle
Identify anticipated materials and waste for salvage, reuse, and
recycling. Describe actions to promote material reuse, resale or
recycling. To the extent practicable, all scrap metal must be sent for
reuse or recycling and will not be disposed of in a landfill.
Include the name, physical address, and telephone number of the hauler, if
transported by a franchised solid waste hauler. Include the destination
and, unless exempted, provide a copy of the state or local permit (cover)
or license for recycling.
3.6.2 Nonhazardous Solid Waste Diversion Report
Maintain an inventory of nonhazardous solid waste diversion and disposal
of construction and demolition debris. Submit a report to the Contracting
Officer on the first working day after each fiscal year quarter, starting
the first quarter that nonhazardous solid waste has been generated.
Include the following in the report:
Construction and Demolition (C&D) Debris Disposed _____ tons, as
appropriate
C&D Debris Recycled _____ tons, as
appropriate
Total C&D Debris Generated _____ tons, as
appropriate
Waste Sent to Waste-To-Energy Incineration Plant
(This amount should not be included in the
recycled amount)
_____ tons, as
appropriate
3.7 WASTE MANAGEMENT AND DISPOSAL
3.7.1 Waste Determination Documentation
Complete a Waste Determination form (provided at the pre-construction
conference) for Contractor-derived wastes to be generated. Potentially
hazardous solid waste streams that are not subject to a specific exclusion
or exemption from the hazardous waste regulations (e.g. scrap metal,
domestic sewage) or subject to special rules, (lead-acid batteries and
precious metals) must be characterized in accordance with the requirements
of 40 CFR 261 or corresponding applicable state or local regulations.
Base waste determination on user knowledge of the processes and materials
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used, and analytical data when necessary. Consult with the Installation
environmental staff for guidance on specific requirements. Attach support
documentation to the Waste Determination form. As a minimum, provide a
Waste Determination form for the following waste (this listing is not
inclusive): oil- and latex -based painting and caulking products,
solvents, adhesives, aerosols, petroleum products, and containers of the
original materials.
3.7.2 Solid Waste Management
3.7.2.1 Solid Waste Management Report
Provide copies of the waste handling facilities' weight tickets, receipts,
bills of sale, and other sales documentation. In lieu of sales
documentation, a statement indicating the disposal location for the solid
waste that is signed by an employee authorized to legally obligate or bind
the firm may be submitted. The sales documentation Contractor
certification must include the receiver's tax identification number and
business, EPA or state registration number, along with the receiver's
delivery and business addresses and telephone numbers. For each solid
waste retained for the Contractor's own use, submit the information
previously described in this paragraph on the solid waste disposal
report. Prices paid or received do not have to be reported to the
Contracting Officer unless required elsewhere in this Contract or by
public law.
3.7.2.2 Control and Management of Solid Wastes
Pick up solid wastes, and place in covered containers that are regularly
emptied. Do not prepare or cook food on the project site. Prevent
contamination of the site and other areas when handling and disposing of
wastes. At project completion, leave the areas clean. Employ segregation
measures so that no hazardous or toxic waste will become co-mingled with
non-hazardous solid waste. Transport solid waste off Government property
and dispose of it in compliance with 40 CFR 260, state, and local
requirements for solid waste disposal. A Subtitle D RCRA permitted
landfill is the minimum acceptable offsite solid waste disposal option.
Verify that the selected transporters and disposal facilities have the
necessary permits and licenses to operate. Solid waste disposal offsite
must comply with most stringent local, state, and federal requirements,
including 40 CFR 241, 40 CFR 243, and 40 CFR 258.
Manage hazardous material used in construction, including but not limited
to, aerosol cans, waste paint, cleaning solvents, contaminated brushes,
and used rags, in accordance with 49 CFR 173.
3.7.3 Control and Management of Hazardous Waste
Do not dispose of hazardous waste on Government property. Do not
discharge any waste to a sanitary sewer, storm drain, or to surface waters
or conduct waste treatment or disposal on Government property without
written approval of the Contracting Officer.
3.7.3.1 Hazardous Waste/Debris Management
Identify construction activities that will generate hazardous waste or
debris. Provide a documented waste determination for resultant waste
streams. Identify, label, handle, store, and dispose of hazardous waste
or debris in accordance with federal, state, and local regulations,
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including 40 CFR 261, 40 CFR 262, 40 CFR 263, 40 CFR 264, 40 CFR 265,
40 CFR 266, and 40 CFR 268.
Manage hazardous waste in accordance with the approved Hazardous Waste
Management Section of the EPP. Store hazardous wastes in approved
containers in accordance with 49 CFR 173 and 49 CFR 178. Hazardous waste
generated within the confines of Government facilities is identified as
being generated by the Government. Prior to removal of any hazardous
waste from Government property, hazardous waste manifests must be signed
by personnel from the Installation Environmental Office. Do not bring
hazardous waste onto Government property. Provide the Contracting Officer
with a copy of waste determination documentation for any solid waste
streams that have any potential to be hazardous waste or contain any
chemical constituents listed in 40 CFR 372-SUBPART D.
3.7.3.2 Hazardous Waste Disposal
Provide hazardous waste manifest to the Installations Environmental Office
for review, approval, and signature prior to shipping waste off Government
property.
3.7.3.3 Universal Waste Management
Manage the following categories of universal waste in accordance with
federal, state, and local requirements and installation instructions:
a. Batteries as described in 40 CFR 273.2
b. Lamps as described in 40 CFR 273.5
c. Mercury-containing equipment as described in 40 CFR 273.4
Mercury is prohibited in the construction of this facility, unless
specified otherwise, and with the exception of mercury vapor lamps and
fluorescent lamps. Dumping of mercury-containing materials and devices
such as mercury vapor lamps, fluorescent lamps, and mercury switches, in
rubbish containers is prohibited. Remove without breaking, pack to
prevent breakage, and transport out of the activity in an unbroken
condition for disposal as directed.
3.7.3.4 Electronics End-of-Life Management
Recycle or dispose of electronics waste, including, but not limited to,
used electronic devices such computers, monitors, hard-copy devices,
televisions, mobile devices, in accordance with 40 CFR 260-262, state, and
local requirements, and installation instructions.
3.7.3.5 Disposal Documentation for Hazardous and Regulated Waste
Contact the Contracting Officer for the facility RCRA identification
number that is to be used on each manifest.
Submit a copy of the applicable EPA and or state permit(s), manifest(s),
or license(s) for transportation, treatment, storage, and disposal of
hazardous and regulated waste by permitted facilities. Hazardous or toxic
waste manifests must be reviewed, signed, and approved by the Contracting
Officer before the Contractor may ship waste. To obtain specific disposal
instructions, coordinate with the Installation Environmental Office.
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3.7.4 Releases/Spills of Oil and Hazardous Substances
3.7.4.1 Response and Notifications
Exercise due diligence to prevent, contain, and respond to spills of
hazardous material, hazardous substances, hazardous waste, sewage,
regulated gas, petroleum, lubrication oil, and other substances regulated
in accordance with 40 CFR 300. Maintain spill cleanup equipment and
materials at the work site. In the event of a spill, take prompt,
effective action to stop, contain, curtail, or otherwise limit the amount,
duration, and severity of the spill/release. In the event of any releases
of oil and hazardous substances, chemicals, or gases; immediately (within
15 minutes) notify the Installation Fire Department, the Installation
Command Duty Officer, the Installation Environmental Office, and the
Contracting Officer.
Submit verbal and written notifications as required by the federal (
40 CFR 300.125 and 40 CFR 355), state, local regulations and
instructions. Provide copies of the written notification and
documentation that a verbal notification was made within 20 days. Spill
response must be in accordance with 40 CFR 300 and applicable state and
local regulations. Contain and clean up these spills without cost to the
Government.
3.7.4.2 Clean Up
Clean up hazardous and non-hazardous waste spills. Reimburse the
Government for costs incurred including sample analysis materials,
clothing, equipment, and labor if the Government will initiate its own
spill cleanup procedures, for Contractor- responsible spills, when: Spill
cleanup procedures have not begun within one hour of spill
discovery/occurrence; or, in the Government's judgment, spill cleanup is
inadequate and the spill remains a threat to human health or the
environment.
3.7.5 Mercury Materials
Immediately report to the Environmental Office and the Contracting Officer
instances of breakage or mercury spillage. Clean mercury spill area to
the satisfaction of the Contracting Officer.
Do not recycle a mercury spill cleanup; manage it as a hazardous waste for
disposal.
3.7.6 Wastewater
Dispose of wastewater as specified below.
3.7.6.1 Treatment
Do not allow wastewater from construction activities, such as onsite
material processing, concrete curing, foundation and concrete clean-up,
water used in concrete trucks, and forms to enter water ways or to be
discharged prior to being treated to remove pollutants. Dispose of the
construction- related waste water off-Government property in accordance
with 40 CFR 403, state, regional, and local laws and regulations.
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3.7.6.2 Surface Discharge
Surface discharge in accordance with the requirements of the NPDES or
state STORMWATER DISCHARGES FROM CONSTRUCTION SITES permit. A sediment
control pond is located at a low point near Eagle Talon Drive. It will be
used for the this projects. The Contractor is required to treat any 95%
storm event on site and attenuate the peak flows to match the pre peak
flows as required by the state including the 50 year storm since basin DA
9 drains into a wetland.
3.7.6.3 Land Application
Water generated from the flushing of lines after disinfection or
disinfection in conjunction with hydrostatic testing must be discharged
into the sanitary sewer with prior approval and notification to the
Wastewater Treatment Plant's Operator.
3.8 HAZARDOUS MATERIAL MANAGEMENT
Include hazardous material control procedures in the Safety Plan, in
accordance with Section 01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS.
Address procedures and proper handling of hazardous materials, including
the appropriate transportation requirements. Do not bring hazardous
material onto Government property that does not directly relate to
requirements for the performance of this contract. Submit an SDS and
estimated quantities to be used for each hazardous material to the
Contracting Officer prior to bringing the material on the installation.
Typical materials requiring SDS and quantity reporting include, but are
not limited to, oil and latex based painting and caulking products,
solvents, adhesives, aerosol, and petroleum products. Use hazardous
materials in a manner that minimizes the amount of hazardous waste
generated. Containers of hazardous materials must have National Fire
Protection Association labels or their equivalent. Certify that hazardous
materials removed from the site are hazardous materials and do not meet
the definition of hazardous waste, in accordance with 40 CFR 261.
3.9 PREVIOUSLY USED EQUIPMENT
Clean previously used construction equipment prior to bringing it onto the
project site. Equipment must be free from soil residuals, egg deposits
from plant pests, noxious weeds, and plant seeds. Consult with the U.S.
Department of Agriculture jurisdictional office for additional cleaning
requirements.
3.10 MILITARY MUNITIONS
In the event military munitions, as defined in 40 CFR 260, are discovered
or uncovered, immediately stop work in that area and immediately inform
the Contracting Officer.
3.11 PETROLEUM, OIL, LUBRICANT (POL) STORAGE AND FUELING
POL products include flammable or combustible liquids, such as gasoline,
diesel, lubricating oil, used engine oil, hydraulic oil, mineral oil, and
cooking oil. Store POL products and fuel equipment and motor vehicles in
a manner that affords the maximum protection against spills into the
environment. Manage and store POL products in accordance with EPA
40 CFR 112, and other federal, state, regional, and local laws and
regulations. Use secondary containments, dikes, curbs, and other
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barriers, to prevent POL products from spilling and entering the ground,
storm or sewer drains, stormwater ditches or canals, or navigable waters
of the United States. Describe in the EPP (see paragraph ENVIRONMENTAL
PROTECTION PLAN) how POL tanks and containers must be stored, managed, and
inspected and what protections must be provided. Storage of oil,
including fuel, on the project site is not allowed. Fuel must be brought
to the project site each day that work is performed.
3.11.1 Used Oil Management
Manage used oil generated on site in accordance with 40 CFR 279.
Determine if any used oil generated while onsite exhibits a characteristic
of hazardous waste. Used oil containing 1,000 parts per million of
solvents is considered a hazardous waste and disposed of at the
Contractor's expense. Used oil mixed with a hazardous waste is also
considered a hazardous waste. Dispose in accordance with paragraph
HAZARDOUS WASTE DISPOSAL.
3.11.2 Oil Storage Including Fuel Tanks
Provide secondary containment and overfill protection for oil storage
tanks. A berm used to provide secondary containment must be of sufficient
size and strength to contain the contents of the tanks plus 5 inches
freeboard for precipitation. Construct the berm to be impervious to oil
for 72 hours that no discharge will permeate, drain, infiltrate, or
otherwise escape before cleanup occurs. Use drip pans during oil transfer
operations; adequate absorbent material must be onsite to clean up any
spills and prevent releases to the environment. Cover tanks and drip pans
during inclement weather. Provide procedures and equipment to prevent
overfilling of tanks. If tanks and containers with an aggregate
aboveground capacity greater than 1320 gallons will be used onsite (only
containers with a capacity of 55 gallons or greater are counted), provide
and implement a SPCC plan meeting the requirements of 40 CFR 112. Do not
bring underground storage tanks to the installation for Contractor use
during a project. Submit the SPCC plan to the Contracting Officer for
approval.
Monitor and remove any rainwater that accumulates in open containment
dikes or berms. Inspect the accumulated rainwater prior to draining from
a containment dike to the environment, to determine there is no oil sheen
present.
3.12 INADVERTENT DISCOVERY OF PETROLEUM-CONTAMINATED SOIL OR HAZARDOUS
WASTES
If petroleum-contaminated soil, or suspected hazardous waste is found
during construction that was not identified in the Contract documents,
immediately notify the Contracting Officer. Do not disturb this material
until authorized by the Contracting Officer.
3.13 PEST MANAGEMENT
In order to minimize impacts to existing fauna and flora, coordinate with
the Installation Pest Management Coordinator (IPMC) or Project Pesticide
Coordinator (PPC), through the Contracting Officer, at the earliest
possible time prior to pesticide application. Discuss integrated pest
management strategies with the IPMC or PPC and receive concurrence from
the IPMCand or PPC through the Contracting Officer prior to the
application of any pesticide associated with these specifications.
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Provide Installation Project Office Pest Management personnel the
opportunity to be present at meetings concerning treatment measures for
pest or disease control and during application of the pesticide. The use
and management of pesticides are regulated under 40 CFR 152 - 186.
3.13.1 Application
Apply pesticides using a state-certified pesticide applicator in
accordance with EPA label restrictions and recommendation. The certified
applicator must wear clothing and personal protective equipment as
specified on the pesticide label. The Contracting Officer will designate
locations for water used in formulating. Do not allow the equipment to
overflow. Inspect equipment for leaks, clogging, wear, or damage and
repair prior to application of pesticide.
3.13.2 Pesticide Treatment Plan
Include and update a pesticide treatment plan, as information becomes
available. Include in the plan the sequence of treatment, dates, times,
locations, pesticide trade name, EPA registration numbers, authorized
uses, chemical composition, formulation, original and applied
concentration, application rates of active ingredient (that is, pounds of
active ingredient applied), equipment used for application and calibration
of equipment. Comply with 40 CFR 152-189, state, regional, and local pest
management record-keeping and reporting requirements as well as any
additional Installation Project Office specific requirements in
conformance with DA AR 200-1 Chapter 5, Pest Management, Section 5-4
"Program requirements" for data required to be reported to the
Installation.
3.14 SOUND INTRUSION
Make the maximum use of low-noise emission products, as certified by the
EPA. Blasting or use of explosives are not permitted without written
permission from the Contracting Officer, and then only during the
designated times.
Keep construction activities under surveillance and control to minimize
environment damage by noise. Comply with the State of North Carolina
rules.
3.15 POST CONSTRUCTION CLEANUP
Clean up areas used for construction in accordance with Contract Clause:
"Cleaning Up". Unless otherwise instructed in writing by the Contracting
Officer, remove traces of temporary construction facilities such as haul
routes, work area, structures, foundations of temporary structures,
stockpiles of excess or waste materials, and other vestiges of
construction prior to final acceptance of the work. Grade parking area
and similar temporarily used areas to conform with surrounding contours.
-- End of Section --
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SECTION 31 00 00
EARTHWORK
08/08
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO T 180 (2017) Standard Method of Test for
Moisture-Density Relations of Soils Using
a 4.54-kg (10-lb) Rammer and a 457-mm
(18-in.) Drop
AASHTO T 224 (2010) Standard Method of Test for
Correction for Coarse Particles in the
Soil Compaction Test
AMERICAN WATER WORKS ASSOCIATION (AWWA)
AWWA C600 (2017) Installation of Ductile-Iron Mains
and Their Appurtenances
ASTM INTERNATIONAL (ASTM)
ASTM C136/C136M (2014) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C33/C33M (2018) Standard Specification for Concrete
Aggregates
ASTM D1140 (2017) Standard Test Methods for
Determining the Amount of Material Finer
than 75-µm (No. 200) Sieve in Soils by
Washing
ASTM D1556/D1556M (2015; E 2016) Standard Test Method for
Density and Unit Weight of Soil in Place
by Sand-Cone Method
ASTM D1557 (2012; E 2015) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D1883 (2016) Standard Test Method for California
Bearing Ratio (CBR) of
Laboratory-Compacted Soils
ASTM D2167 (2015) Density and Unit Weight of Soil in
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Place by the Rubber Balloon Method
ASTM D2487 (2017) Standard Practice for
Classification of Soils for Engineering
Purposes (Unified Soil Classification
System)
ASTM D2937 (2017; E 2017; E 2018) Standard Test
Method for Density of Soil in Place by the
Drive-Cylinder Method
ASTM D4318 (2017; E 2018) Standard Test Methods for
Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
ASTM D6938 (2017a) Standard Test Method for In-Place
Density and Water Content of Soil and
Soil-Aggregate by Nuclear Methods (Shallow
Depth)
ASTM D698 (2012; E 2014; E 2015) Laboratory
Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/cu. ft.
(600 kN-m/cu. m.))
U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)
EPA 600/4-79/020 (1983) Methods for Chemical Analysis of
Water and Wastes
EPA SW-846.3-3 (1999, Third Edition, Update III-A) Test
Methods for Evaluating Solid Waste:
Physical/Chemical Methods
1.2 DEFINITIONS
1.2.1 Satisfactory Materials
Satisfactory materials comprise any materials classified by ASTM D2487 as
GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP, SM, SW-SM, SC, SW-SC,
SP-SM, SP-SC, CL, CL-ML, CH, MH. Satisfactory materials for grading
comprise stones less than 8 inches, except for fill material for pavements
and railroads which comprise stones less than 3 inches in any dimension.
1.2.2 Unsatisfactory Materials
Materials which do not comply with the requirements for satisfactory
materials are unsatisfactory. Unsatisfactory materials also include
man-made fills; trash; refuse; backfills from previous construction; and
material classified as satisfactory which contains root and other organic
matter or frozen material. Notify the Contracting Officer when
encountering any contaminated materials.
1.2.3 Cohesionless and Cohesive Materials
Cohesionless materials include materials classified in ASTM D2487 as GW,
GP, SW, and SP. Cohesive materials include materials classified as GC,
SC, ML, CL, MH, and CH. Materials classified as GM and SM will be
identified as cohesionless only when the fines are nonplastic. Perform
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testing, required for classifying materials, in accordance with ASTM D4318,
ASTM C136/C136M and ASTM D1140.
1.2.4 Degree of Compaction
Degree of compaction required, except as noted in the second sentence, is
expressed as a percentage of the maximum density obtained by the test
procedure presented in ASTM D1557 abbreviated as a percent of laboratory
maximum density. Since ASTM D1557 applies only to soils that have 30
percent or less by weight of their particles retained on the 3/4 inch
sieve, express the degree of compaction for material having more than 30
percent by weight of their particles retained on the 3/4 inch sieve as a
percentage of the maximum density in accordance with AASHTO T 180 and
corrected with AASHTO T 224. To maintain the same percentage of coarse
material, use the "remove and replace" procedure as described in NOTE 8
of Paragraph 7.2 in AASHTO T 180.
1.2.5 Topsoil
Material suitable for topsoils obtained from offsite areas or excavations
is defined as: Natural, friable soil representative of productive,
well-drained soils in the area, free of subsoil, stumps, rocks larger than
one inch diameter, brush, weeds, toxic substances, and other material
detrimental to plant growth. Amend topsoil pH range to obtain a pH of 5.5
to 7.
1.2.6 Hard/Unyielding Materials
Hard/Unyielding materials comprise weathered rock, dense consolidated
deposits, or conglomerate materials which are not included in the
definition of "rock" with stones greater than 3 inch in any dimension or
as defined by the pipe manufacturer, whichever is smaller. These
materials usually require the use of heavy excavation equipment, ripper
teeth, or jack hammers for removal.
1.2.7 Rock
Solid homogeneous interlocking crystalline material with firmly cemented,
laminated, or foliated masses or conglomerate deposits, neither of which
can be removed without systematic drilling and blasting, drilling and the
use of expansion jacks or feather wedges, or the use of backhoe-mounted
pneumatic hole punchers or rock breakers; also large boulders, buried
masonry, or concrete other than pavement exceeding 1/2 cubic yard in
volume. Removal of hard material will not be considered rock excavation
because of intermittent drilling and blasting that is performed merely to
increase production.
1.2.8 Unstable Material
Unstable materials are too wet to properly support the utility pipe,
conduit, or appurtenant structure.
1.2.9 Select Granular Material
1.2.9.1 General Requirements
Select granular material consist of materials classified as GW, GP, SW, or
SP, by ASTM D2487 where indicated. The liquid limit of such material must
not exceed 35 percent when tested in accordance with ASTM D4318. The
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plasticity index must not be greater than 12 percent when tested in
accordance with ASTM D4318, and not more than 35 percent by weight may be
finer than No. 200 sieve when tested in accordance with ASTM D1140.
1.2.9.2 California Bearing Ratio Values
Bearing Ratio: At 0.1 inch penetration, provide a bearing ratio of 5
percent at 95 percent ASTM D1557 maximum density as determined in
accordance with ASTM D1883 for a laboratory soaking period of not less
than 4 days.
Sieve Size Percent Passing by Weight
2-1/2 inches 100
No. 4 40 - 85
No. 10 20 - 80
No. 40 10 - 60
No. 200 5 - 25
1.2.10 Initial Backfill Material
Initial backfill consists of select granular material or satisfactory
materials free from rocks 3 inches or larger in any dimension or free from
rocks of such size as recommended by the pipe manufacturer, whichever is
smaller. When the pipe is coated or wrapped for corrosion protection,
free the initial backfill material of stones larger than 3 inches in any
dimension or as recommended by the pipe manufacturer, whichever is smaller.
1.2.11 Expansive Soils
Expansive soils are defined as soils that have a plasticity index equal to
or greater than 30 when tested in accordance with ASTM D4318.
1.3 SYSTEM DESCRIPTION
Subsurface soil boring logs are shown on the drawings. These data
represent the best subsurface information available; however, variations
may exist in the subsurface between boring locations.
1.3.1 Classification of Excavation
No consideration will be given to the nature of the materials, and all
excavation will be designated as unclassified excavation.
1.3.1.1 Common Excavation
Include common excavation with the satisfactory removal and disposal of
all materials not classified as rock excavation.
1.3.1.2 Rock Excavation
Submit notification of encountering rock in the project. Include rock
excavation with blasting, excavating, grading, disposing of material
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classified as rock, and the satisfactory removal and disposal of boulders
1/2 cubic yard or more in volume; solid rock; rock material that is in
ledges, bedded deposits, and unstratified masses, which cannot be removed
without systematic drilling and blasting; firmly cemented conglomerate
deposits possessing the characteristics of solid rock impossible to remove
without systematic drilling and blasting; and hard materials (see
Definitions). Include the removal of any concrete or masonry structures,
except pavements, exceeding 1/2 cubic yard in volume that may be
encountered in the work in this classification. If at any time during
excavation, including excavation from borrow areas, the Contractor
encounters material that may be classified as rock excavation, uncover
such material and notify the Contracting Officer. Do not proceed with the
excavation of this material until the Contracting Officer has classified
the materials as common excavation or rock excavation and has taken cross
sections as required. Failure on the part of the Contractor to uncover
such material, notify the Contracting Officer, and allow ample time for
classification and cross sectioning of the undisturbed surface of such
material will cause the forfeiture of the Contractor's right of claim to
any classification or volume of material to be paid for other than that
allowed by the Contracting Officer for the areas of work in which such
deposits occur.
1.3.2 Dewatering Work Plan
Submit procedures for accomplishing dewatering work.
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. Submittals with an "S"
are for inclusion in the Sustainability eNotebook, in conformance to
Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in
accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Shoring
Dewatering Work Plan
SD-03 Product Data
Utilization of Excavated Materials
Rock Excavation
Opening of any Excavation or Borrow Pit
SD-06 Test Reports
Testing
Borrow Site Testing
Within 24 hours of conclusion of physical tests, submit 3 copies
of test results, including calibration curves and results of
calibration tests.
SD-07 Certificates
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Testing
PART 2 PRODUCTS
2.1 REQUIREMENTS FOR OFFSITE SOILS
Test offsite soils brought in for use as backfill for Total Petroleum
Hydrocarbons (TPH), Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and
full Toxicity Characteristic Leaching Procedure (TCLP) including
ignitability, corrosivity and reactivity. Backfill shall contain a
maximum of 100 parts per million (ppm) of total petroleum hydrocarbons
(TPH) and a maximum of 10 ppm of the sum of Benzene, Toluene, Ethyl
Benzene, and Xylene (BTEX) and shall pass the TCPL test. Determine TPH
concentrations by using EPA 600/4-79/020 Method 418.1. Determine BTEX
concentrations by using EPA SW-846.3-3 Method 5030/8020. Perform TCLP in
accordance with EPA SW-846.3-3 Method 1311. Provide Borrow Site Testing
for TPH, BTEX and TCLP from a composite sample of material from the borrow
site, with at least one test from each borrow site. Do not bring material
onsite until tests have been approved by the Contracting Officer.
2.2 BURIED WARNING AND IDENTIFICATION TAPE
Provide polyethylene plastic and/or metallic core or metallic-faced, acid-
and alkali-resistant, polyethylene plastic warning tape manufactured
specifically for warning and identification of buried utility lines.
Provide tape on rolls, 3 inches minimum width, color coded as specified
below for the intended utility with warning and identification imprinted
in bold black letters continuously over the entire tape length. Warning
and identification to read, "CAUTION, BURIED (intended service) LINE
BELOW" or similar wording. Provide permanent color and printing,
unaffected by moisture or soil.
Warning Tape Color Codes
Red Electric
Yellow Gas, Oil; Dangerous Materials
Orange Telephone and Other Communications
Blue Water Systems
Green Sewer Systems
White Steam Systems
Gray Compressed Air
2.2.1 Warning Tape for Metallic Piping
Provide acid and alkali-resistant polyethylene plastic tape conforming to
the width, color, and printing requirements specified above, with a
minimum thickness of 0.003 inch and a minimum strength of 1500 psi
lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.
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2.2.2 Detectable Warning Tape for Non-Metallic Piping
Provide polyethylene plastic tape conforming to the width, color, and
printing requirements specified above, with a minimum thickness of 0.004
inch, and a minimum strength of 1500 psi lengthwise and 1250 psi
crosswise. Manufacture tape with integral wires, foil backing, or other
means of enabling detection by a metal detector when tape is buried up to
3 feet deep. Encase metallic element of the tape in a protective jacket
or provide with other means of corrosion protection.
2.3 DETECTION WIRE FOR NON-METALLIC PIPING
Insulate a single strand, solid copper detection wire with a minimum of 12
AWG.
2.4 MATERIAL FOR RIP-RAP
Provide Filter fabric and rock conforming to North Carolina DOT for
construction indicated.
2.4.1 Rock
Provide rock fragments sufficiently durable to ensure permanence in the
structure and the environment in which it is to be used. Use rock
fragments free from cracks, seams, and other defects that would increase
the risk of deterioration from natural causes. Provide fragments sized so
that no individual fragment exceeds a weight of 150 pounds and that no
more than 10 percent of the mixture, by weight, consists of fragments
weighing 2 pounds or less each. Provide rock with a minimum specific
gravity of 2.50 . Do not permit the inclusion of more than trace 1 percent
quantities of dirt, sand, clay, and rock fines.
2.5 CAPILLARY WATER BARRIER
Provide capillary water barrier of clean, poorly graded crushed rock,
crushed gravel, or uncrushed gravel placed beneath a building slab with or
without a vapor barrier to cut off the capillary flow of pore water to the
area immediately below. Conform to ASTM C33/C33M for fine aggregate
grading with a maximum of 3 percent by weight passing ASTM D1140, No. 200
sieve, or 1-1/2 inch and no more than 2 percent by weight passing the No.
4 size sieve or coarse aggregate Size 57, 67, or 77.
PART 3 EXECUTION
3.1 STRIPPING OF TOPSOIL
Where indicated or directed, strip topsoil to a depth of 4 inches. Spread
topsoil on areas already graded and prepared for topsoil, or transported
and deposited in stockpiles convenient to areas that are to receive
application of the topsoil later, or at locations indicated or specified.
Keep topsoil separate from other excavated materials, brush, litter,
objectionable weeds, roots, stones larger than 2 inches in diameter, and
other materials that would interfere with planting and maintenance
operations. Stockpile in locations indicated and remove from the site any
surplus of topsoil from excavations and gradings.
3.2 GENERAL EXCAVATION
Perform excavation of every type of material encountered within the limits
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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 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 or
embankment in areas approved for surplus material storage or designated
waste areas. Dispose unsatisfactory excavated material in designated
waste or spoil areas. During construction, perform excavation and fill in
a manner and sequence that will provide proper drainage at all times.
Excavate material required for fill or embankment in excess of that
produced by excavation within the grading limits from the borrow areas
indicated or from other approved areas selected by the Contractor as
specified.
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 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 be deposited a maximum 4 feet 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.
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.
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.
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3.2.4 Dewatering
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. Do not permit French drains, sumps, ditches or trenches
within 3 feet of the foundation of any structure, except with specific
written approval, and after specific contractual provisions for
restoration of the foundation area have been made. Take control measures
by the time 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 3 feet below the working
level.
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 more than 4 feet high, 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. Shore vertical trench walls more than 4 feet high.
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 24 inches plus pipe outside diameter (O.D.) for
pipes of less than 24 inches inside diameter, and do not exceed 36 inches
plus pipe outside diameter for sizes larger than 24 inches inside
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
Government.
3.2.5.1 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. Remove stones of 3 inch or greater in any dimension, or as
recommended by the pipe manufacturer, whichever is smaller, to avoid point
bearing.
3.2.5.2 Removal of Unyielding Material
Where unyielding material is encountered in the bottom of the trench,
remove such material 4 inch below the required grade and replaced with
suitable materials as provided in paragraph BACKFILLING AND COMPACTION.
3.2.5.3 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 BACKFILLING AND
COMPACTION. When removal of unstable material is required due to the
Contractor's fault or neglect in performing the work, the Contractor is
responsible for excavating the resulting material and replacing it without
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additional cost to the Government.
3.2.5.4 Excavation for Appurtenances
Provide excavation for manholes, catch-basins, inlets, or similar
structures 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 loose debris and cut to a firm surface either level,
stepped, or serrated, as shown or as directed. Remove loose disintegrated
rock and thin strata. Specify removal of unstable material. When
concrete or masonry is to be placed in an 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.
3.2.6 Underground Utilities
The Contractor is responsible for movement of construction machinery and
equipment over pipes and utilities during construction. Perform work
adjacent to non-Government utilities as indicated in accordance with
procedures outlined by utility company. Excavation made with power-driven
equipment is not permitted within 2 feet of known Government-owned utility
or subsurface construction. 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 contract excavation until approval for backfill is granted by the
Contracting Officer. Report damage to utility lines or subsurface
construction immediately to the Contracting Officer.
3.2.7 Structural Excavation
Ensure that footing subgrades have been inspected and approved by the
Contracting Officer prior to concrete placement.
3.3 SELECTION OF BORROW MATERIAL
Select borrow material to meet the requirements and conditions of the
particular fill or embankment for which it is to be used. Unless
otherwise provided in the contract, the Contractor is responsible for
obtaining the right to procure material, pay royalties and other charges
involved, and bear the expense of developing the sources, including
rights-of-way for hauling from the owners. Borrow material from approved
sources on Government-controlled land may be obtained without payment of
royalties. Unless specifically provided, do not obtain borrow within the
limits of the project site without prior written approval. Consider
necessary clearing, grubbing, and satisfactory drainage of borrow pits and
the disposal of debris thereon related operations to the borrow excavation.
3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS
Notify the Contracting Officer sufficiently in advance of the opening of
any excavation or borrow pit or borrow areas to permit elevations and
measurements of the undisturbed ground surface to be taken. Except as
otherwise permitted, excavate borrow pits and other excavation areas
providing adequate drainage. Transport overburden and other spoil
material to designated spoil areas or otherwise dispose of as directed.
Provide neatly trimmed and drained borrow pits after the excavation is
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completed. Ensure that excavation of any area, operation of borrow pits,
or dumping of spoil material results in minimum detrimental effects on
natural environmental conditions.
3.5 SHORING
3.5.1 General Requirements
Submit a Shoring and Sheeting plan for approval 15 days prior to starting
work. Submit drawings and calculations, certified by a registered
professional engineer, describing the methods for shoring and sheeting of
excavations. Finish shoring, including sheet piling, and install as
necessary to protect workmen, banks, adjacent paving, structures, and
utilities. Remove shoring, bracing, and sheeting as excavations are
backfilled, in a manner to prevent caving.
3.5.2 Geotechnical Engineer
Hire a Professional Geotechnical Engineer to provide inspection of
excavations and soil/groundwater conditions throughout construction. The
Geotechnical Engineer is responsible for performing pre-construction and
periodic site visits throughout construction to assess site conditions.
The Geotechnical Engineer is responsible for updating the excavation,
sheeting and dewatering plans as construction progresses to reflect
changing conditions and submit an updated plan if necessary. Submit a
monthly written report, informing the Contractor and Contracting Officer
of the status of the plan and an accounting of the Contractor's adherence
to the plan addressing any present or potential problems. The Contracting
Officer is responsible for arranging meetings with the Geotechnical
Engineer at any time throughout the contract duration.
3.6 GRADING AREAS
Where indicated, 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 when so directed in writing. Place
and grade stockpiles of satisfactory and unsatisfactory and wasted
materials 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. Protect stockpiles of satisfactory materials from
contamination which may destroy the quality and fitness of the stockpiled
material. If the Contractor fails to protect the stockpiles, and any
material becomes unsatisfactory, remove and replace such material with
satisfactory material from approved sources.
3.7 FINAL GRADE OF SURFACES TO SUPPORT CONCRETE
Do not excavate to final grade until just before concrete is to be
placed. Only use excavation methods that will leave the foundation rock
in a solid and unshattered condition. Roughen the level surfaces, and cut
the sloped surfaces, as indicated, into rough steps or benches to provide
a satisfactory bond. Protect shales from slaking and all surfaces from
erosion resulting from ponding or water flow.
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3.8 GROUND SURFACE PREPARATION
3.8.1 General Requirements
Remove and replace unsatisfactory material with satisfactory materials, as
directed by the Contracting Officer, in surfaces to receive fill or in
excavated areas. Scarify the surface to a depth of 6 inches before 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 6 inches,
pulverizing, and compacting to the specified density. When the subgrade
is part fill and part excavation or natural ground, scarify the excavated
or natural ground portion to a depth of 12 inches and compact it as
specified for the adjacent fill.
3.8.2 Frozen Material
Do not place material on surfaces that are muddy, frozen, or contain
frost. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers,
steel-wheeled rollers, or other approved equipment well suited to the soil
being compacted. Moisten material as necessary to provide the moisture
content that will readily facilitate obtaining the specified compaction
with the equipment used.
3.9 UTILIZATION OF EXCAVATED MATERIALS
Dispose unsatisfactory materials removing from excavations into designated
waste disposal or spoil areas. Use satisfactory material removed from
excavations, insofar as practicable, in the construction of fills,
embankments, subgrades, shoulders, bedding (as backfill), and for similar
purposes. Submit procedure and location for disposal of unused
satisfactory material. Submit proposed source of borrow material. Do not
waste any satisfactory excavated material without specific written
authorization. Dispose of satisfactory material, authorized to be wasted,
in designated areas approved for surplus material storage or designated
waste areas as directed. Clear and grub newly designated waste areas on
Government-controlled land before disposal of waste material thereon.
Stockpile and use coarse rock from excavations for constructing slopes or
embankments adjacent to streams, or sides and bottoms of channels and for
protecting against erosion. Do not dispose excavated material to obstruct
the flow of any stream, endanger a partly finished structure, impair the
efficiency or appearance of any structure, or be detrimental to the
completed work in any way.
3.10 BURIED TAPE AND DETECTION WIRE
3.10.1 Buried Warning and Identification Tape
Provide buried utility lines with utility identification tape. Bury tape
12 inches below finished grade; under pavements and slabs, bury tape 6
inches below top of subgrade.
3.10.2 Buried Detection Wire
Bury detection wire directly above non-metallic piping at a distance not
to exceed 12 inches above the top of pipe. Extend the wire continuously
and unbroken, from manhole to manhole. Terminate the ends of the wire
inside the manholes at each end of the pipe, with a minimum of 3 feet of
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wire, coiled, remaining accessible in each manhole. Furnish insulated
wire over it's entire length. Install wires at manholes between the top
of the corbel and the frame, and extend up through the chimney seal
between the frame and the chimney seal. For force mains, terminate the
wire in the valve pit at the pump station end of the pipe.
3.11 BACKFILLING AND COMPACTION
Place backfill adjacent to any and all types of structures, in successive
horizontal layers of loose materia not more than 8 inches in depth.
Compact to at least 90 percent laboratory maximum density for cohesive
materials or 95 percent laboratory maximum density for cohesionless
materials, to prevent wedging action or eccentric loading upon or against
the structure. Backfill material must be within the range of -2 to +2
percent 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 GROUND SURFACE PREPARATION. Finish
compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled
rollers, vibratory compactors, or other approved equipment.
3.11.1 Trench Backfill
Backfill trenches to the grade shown. Backfill the trench to 2 feet above
the top of pipe prior to performing the required pressure tests. Leave
the joints and couplings uncovered during the pressure test.
3.11.1.1 Replacement of Unyielding Material
Replace unyielding material removed from the bottom of the trench with
select granular material or initial backfill material.
3.11.1.2 Replacement of Unstable Material
Replace unstable material removed from the bottom of the trench or
excavation with select granular material placed in layers not exceeding 6
inches loose thickness.
3.11.1.3 Bedding and Initial Backfill
Provide bedding of the type and thickness shown. Place initial backfill
material and compact it with approved tampers to a height of at least one
foot above the utility pipe or conduit. Bring up the backfill evenly on
both sides of the pipe for the full length of the pipe. Take care to
ensure thorough compaction of the fill under the haunches of the pipe.
Except as specified otherwise in the individual piping section, provide
bedding for buried piping in accordance with AWWA C600, Type 4, except as
specified herein. Compact backfill to top of pipe to 95 percent of
ASTM D698 maximum density. Provide plastic piping with bedding to spring
line of pipe. Provide materials as follows:
3.11.1.3.1 Class I
Angular, 0.25 to 1.5 inch, graded stone, including a number of fill
materials that have regional significance such as coral, slag, cinders,
crushed stone, and crushed shells.
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3.11.1.3.2 Class II
Coarse sands and gravels with maximum particle size of 1.5 inch, including
various graded sands and gravels containing small percentages of fines,
generally granular and noncohesive, either wet or dry. Soil Types GW, GP,
SW, and SP are included in this class as specified in ASTM D2487.
3.11.1.3.3 Sand
Clean, coarse-grained sand classified as SW or SP by ASTM D2487 for bedding
and backfill.
3.11.1.3.4 Gravel and Crushed Stone
Clean, coarsely graded natural gravel, crushed stone or a combination
thereof identified as GW or GP in accordance with ASTM D2487 for bedding
and backfill. Do not exceed maximum particle size of 3 inches.
3.11.1.4 Final Backfill
Fill the remainder of the trench, except for special materials for
roadways, railroads and airfields, with satisfactory material. Place
backfill material and compact as follows:
3.11.1.4.1 Roadways
Place backfill up to the required elevation as specified. Do not permit
water flooding or jetting methods of compaction.
3.11.1.4.2 Sidewalks, Turfed or Seeded Areas and Miscellaneous Areas
Deposit backfill in layers of a maximum of 12 inches loose thickness, and
compact it to 85 percent maximum density for cohesive soils and 90 percent
maximum density for cohesionless soils. Apply this requirement to all
other areas not specifically designated above.
3.11.2 Backfill for Appurtenances
After the manhole, catchbasin, inlet, or similar structure has been
constructed, place backfill in such a manner that the structure is not be
damaged by the shock of falling earth. Deposit the backfill material,
compact it as specified for final backfill, and bring up the backfill
evenly on all sides of the structure to prevent eccentric loading and
excessive stress.
3.12 SPECIAL REQUIREMENTS
Special requirements for both excavation and backfill relating to the
specific utilities are as follows:
3.12.1 Gas Distribution
Excavate trenches to a depth that will provide a minimum 18 inches of
cover in rock excavation and a minimum 24 inch of cover in other
excavation.
3.12.2 Water Lines
Excavate trenches to a depth that provides a minimum cover of 3 feet from
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the existing ground surface, or from the indicated finished grade,
whichever is lower, to the top of the pipe.
3.12.3 Heat Distribution System
Free initial backfill material of stones larger than 1/4 inch in any
dimension.
3.12.4 Electrical Distribution System
Provide a minimum cover of 24 inches from the finished grade to direct
burial cable and conduit or duct line, unless otherwise indicated.
3.12.5 Rip-Rap Construction
Construct rip-rap on filter fabric in the areas indicated. Trim and dress
indicated areas to conform to cross sections, lines and grades shown
within a tolerance of 0.1 foot.
3.12.5.1 Stone Placement
Place rock for rip-rap on prepared bedding material to produce a well
graded mass with the minimum practicable percentage of voids in
conformance with lines and grades indicated. Distribute larger rock
fragments, with dimensions extending the full depth of the rip-rap
throughout the entire mass and eliminate "pockets" of small rock
fragments. Rearrange individual pieces by mechanical equipment or by hand
as necessary to obtain the distribution of fragment sizes specified
above.
3.13 EMBANKMENTS
3.13.1 Earth Embankments
Construct earth embankments from satisfactory materials free of organic or
frozen material and rocks with any dimension greater than 3 inches. Place
the material in successive horizontal layers of loose material not more
than 8 inches in 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 90 percent laboratory maximum density for cohesive materials or 95
percent laboratory maximum density for cohesionless materials. Backfill
material must be within the range of -2 to +2 percent of optimum moisture
content at the time of compaction.
Compaction requirements for the upper portion of earth embankments forming
subgrade for pavements are identical with those requirements specified in
paragraph SUBGRADE PREPARATION. Finish compaction by sheepsfoot rollers,
pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or
other approved equipment.
3.14 SUBGRADE PREPARATION
3.14.1 Proof Rolling
Finish proof rolling on an exposed subgrade free of surface water (wet
conditions resulting from rainfall) which would promote degradation of an
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otherwise acceptable subgrade. After stripping, proof roll the existing
subgrade with six passes of a dump truck loaded with 4 cubic yards of soil
or 15 ton, pneumatic-tired roller. Operate the roller or truck in a
systematic manner to ensure the number of passes over all areas, and at
speeds between 2-1/2 to 3-1/2 mph. When proof rolling, provide one-half
of the passes made with the roller in a direction perpendicular to the
other passes. Notify the Contracting Officer a minimum of 3 days prior to
proof rolling. Perform proof rolling in the presence of the Contracting
Officer. Undercut rutting or pumping of material as directed by the
Contracting Officer to a depth of 12 inches and replace with fill and
backfill or select material.
3.14.2 Construction
Shape subgrade to line, grade, and cross section, and compact as
specified. Include plowing, disking, 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 6 inches below finished grade
for the subgrade. Bring 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. Do not vary the elevation of the
finish subgrade more than 0.05 foot from the established grade and cross
section.
3.14.3 Compaction
Finish compaction by sheepsfoot rollers, pneumatic-tired rollers,
steel-wheeled rollers, vibratory compactors, or other approved equipment.
Except for paved areas, compact each layer of the embankment to at least 90
percent of laboratory maximum density.
3.14.3.1 Subgrade for Pavements
Compact subgrade for pavements to at least 92 percentage laboratory
maximum density for the depth below the surface of the pavement shown.
When more than one soil classification is present in the subgrade,
thoroughly blend, reshape, and compact the top 4 inch of subgrade.
3.15 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 0.1 foot of the grades and elevations indicated except that
the degree of finish for subgrades specified in paragraph 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.
3.15.1 Subgrade and Embankments
During construction, keep embankments and excavations shaped and drained.
Maintain ditches and drains along subgrade to drain effectively at all
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times. Do not disturb the finished subgrade by traffic or other
operation. Protect and maintain the finished subgrade in a satisfactory
condition until ballast, subbase, base, or pavement is placed. Do not
permit the storage or stockpiling of materials on the finished subgrade.
Do not lay subbase, base course, ballast, or pavement until the subgrade
has been checked and approved, and in no case place subbase, base,
surfacing, pavement, or ballast on a muddy, spongy, or frozen subgrade.
3.15.2 Capillary Water Barrier
Place a capillary water barrier under concrete floor and area-way slabs
grade directly on the subgrade and compact with a minimum of two passes of
a hand-operated plate-type vibratory compactor.
3.15.3 Grading Around Structures
Construct areas within 5 feet outside of each building and structure line
true-to-grade, shape to drain, and maintain free of trash and debris until
final inspection has been completed and the work has been accepted.
3.16 PLACING TOPSOIL
On areas to receive topsoil, prepare the compacted subgrade soil to a 2
inches depth for bonding of topsoil with subsoil. Spread topsoil evenly
to a thickness of 6 inch and grade to the elevations and slopes shown. Do
not spread topsoil when frozen or excessively wet or dry. Obtain material
required for topsoil in excess of that produced by excavation within the
grading limits from offsite areas.
3.17 TESTING
Perform testing by a Corps validated commercial testing laboratory or the
Contractor's validated testing facility. Submit qualifications of the
Corps validated commercial testing laboratory or the Contractor's
validated testing facilities. If the Contractor elects to establish
testing facilities, do not permit work requiring testing until the
Contractor's facilities have been inspected, Corps validated and approved
by the Contracting Officer.
a. Determine field in-place density in accordance with ASTM D1556/D1556M
ASTM D2167 ASTM D6938. When ASTM D6938 is used, check the calibration
curves and adjust using only the sand cone method as described in
ASTM D1556/D1556M. ASTM D6938 results in a wet unit weight of soil in
determining the moisture content of the soil when using this method.
b. Check the calibration curves furnished with the moisture gauges along
with density calibration checks as described in ASTM D6938; check the
calibration of both the density and moisture gauges at the beginning
of a job on each different type of material encountered and at
intervals as directed by the Contracting Officer. ASTM D2937, use the
Drive Cylinder Method only for soft, fine-grained, cohesive soils.
When test results indicate, as determined by the Contracting Officer,
that compaction is not as specified, remove the material, replace and
recompact to meet specification requirements.
c. Perform tests on recompacted areas to determine conformance with
specification requirements. Appoint a registered professional civil
engineer to certify inspections and test results. These
certifications shall state that the tests and observations were
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performed by or under the direct supervision of the engineer and that
the results are representative of the materials or conditions being
certified by the tests. The following number of tests, if performed
at the appropriate time, will be the minimum acceptable for each type
operation.
3.17.1 Fill and Backfill Material Gradation
One test per 2500 cubic yards stockpiled or in-place source material.
Determine gradation of fill and backfill material in accordance with
ASTM C136/C136M ASTM D1140.
3.17.2 In-Place Densities
a. One test per 2500 square feet, or fraction thereof, of each lift of
fill or backfill areas compacted by other than hand-operated machines.
b. One test per 2500 square feet, or fraction thereof, of each lift of
fill or backfill areas compacted by hand-operated machines.
c. One test per 100 linear feet, or fraction thereof, of each lift of
embankment or backfill for roads.
3.17.3 Moisture Contents
In the stockpile, excavation, or borrow areas, perform a minimum of two
tests per day per type of material or source of material being placed
during stable weather conditions. During unstable weather, perform tests
as dictated by local conditions and approved by the Contracting Officer.
3.17.4 Optimum Moisture and Laboratory Maximum Density
Perform tests for each type material or source of material including
borrow material to determine the optimum moisture and laboratory maximum
density values. One representative test per 2500 cubic yards of fill and
backfill, or when any change in material occurs which may affect the
optimum moisture content or laboratory maximum density.
3.17.5 Tolerance Tests for Subgrades
Perform continuous checks on the degree of finish specified in paragraph
SUBGRADE PREPARATION during construction of the subgrades.
3.17.6 Displacement of Sewers
After other required tests have been performed and the trench backfill
compacted to the finished grade surface, inspect the pipe to determine
whether significant displacement has occurred. Conduct this inspection in
the presence of the Contracting Officer. Inspect pipe sizes larger than
36 inches, while inspecting smaller diameter pipe by shining a light or
laser between manholes or manhole locations, or by the use of television
cameras passed through the pipe. If, in the judgment of the Contracting
Officer, the interior of the pipe shows poor alignment or any other
defects that would cause improper functioning of the system, replace or
repair the defects as directed at no additional cost to the Government.
3.18 DISPOSITION OF SURPLUS MATERIAL
Remove surplus material or other soil material not required or suitable
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for filling or backfilling, and brush, refuse, stumps, roots, and timber.
-- End of Section --
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SECTION 31 05 22
GEOTEXTILES USED AS FILTERS
08/08
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM D123 (2015b; R 2017) Standard Terminology
Relating to Textiles
ASTM D4354 (2012) Sampling of Geosynthetics for
Testing
ASTM D4355/D4355M (2014) Deterioration of Geotextiles from
Exposure to Light, Moisture and Heat in a
Xenon-Arc Type Apparatus
ASTM D4491/D4491M (2015) Standard Test Methods for Water
Permeability of Geotextiles by Permittivity
ASTM D4533/D4533M (2015) Standard Test Method for Trapezoid
Tearing Strength of Geotextiles
ASTM D4632/D4632M (2015a) Grab Breaking Load and Elongation
of Geotextiles
ASTM D4751 (2016) Standard Test Method for
Determining Apparent Opening Size of a
Geotextile
ASTM D4833/D4833M (2007; E 2013; R 2013) Index Puncture
Resistance of Geotextiles, Geomembranes,
and Related Products
ASTM D4873/D4873M (2017) Standard Guide for Identification,
Storage, and Handling of Geosynthetic
Rolls and Samples
ASTM D4884/D4884M (2014a) Strength of Sewn or Thermally
Bonded Seams of Geotextiles
U.S. ARMY CORPS OF ENGINEERS (USACE)
EM 1110-2-1601 (1991; 1994 Change 1) Engineering and
Design -- Hydraulic Design of Flood
Control Channels
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1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. Submittals with an "S"
are for inclusion in the Sustainability eNotebook, in conformance to
Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in
accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-06 Test Reports
Site Verification
SD-07 Certificates
Needle Punched Geotextile
1.3 DELIVERY, STORAGE, AND HANDLING
Deliver only approved geotextile rolls to the project site. All
geotextile shall be labeled, shipped, stored, and handled in accordance
with ASTM D4873/D4873M. No hooks, tongs, or other sharp instruments shall
be used for handling geotextile.
PART 2 PRODUCTS
2.1 MATERIALS
2.1.1 General
Provide geotextile that is a non-woven pervious sheet of plastic yarn as
defined by ASTM D123 matching or exceeding the minimum average roll values
listed in TABLE 1. Strength values indicated in the table are for the
weaker principal direction.
TABLE 1
MINIMUM PHYSICAL REQUIREMENTS FOR DRAINAGE GEOTEXTILE
PROPERTY UNITS ACCEPTABLE VALUES TEST METHOD
GRAB STRENGTH lb 200 ASTM D4632/D4632M
SEAM STRENGTH lb 160 ASTM D4632/D4632M
PUNCTURE lb 125 ASTM D4833/D4833M
TRAPEZOID TEAR lb 75 ASTM D4533/D4533M
PERMEABILITY cm/sec .004 ASTM D4491/D4491M
APPARENT OPENING SIZE U.S. SIEVE 80 ASTM D4751
ULTRAVIOLET DEGRADATION Percent 50 at 500 Hrs ASTM D4355/D4355M
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2.1.2 Geotextile Fiber
Fibers used in the manufacturing of the geotextile shall consist of a
long-chain synthetic polymer composed of at least 85 percent by weight of
polyolefins, polyesters, or polyamides. Add stabilizers and/or inhibitors
to the base polymer, if necessary to make the filaments resistant to
deterioration caused by ultraviolet light and heat exposure. Reclaimed or
recycled fibers or polymer shall not be added to the formulation.
Geotextile shall be formed into a network such that the filaments or yarns
retain dimensional stability relative to each other, including the edges.
Finish the edges of the geotextile to prevent the outer fiber from pulling
away from the geotextile.
2.1.3 Seams
Sew the seams of the geotextile with thread of a material meeting the
chemical requirements given above for geotextile yarn or bond the seams
by cementing or by heat. Test seams in accordance with method
ASTM D4884/D4884M. The strength of the seam shall be not less than 90
percent of the required grab tensile strength of the unaged geotextile in
any principal direction.
2.1.4 Securing Pins
Secure the geotextile to the embankment or foundation soil by pins to
prevent movement prior to placement of revetment materials. Other
appropriate means to prevent movement such as staples, sand bags, and
stone could also be used. Insert securing pins through both strips of
overlapped geotextile along the line passing through midpoints of the
overlap. Remove securing pins as placement of revetment materials are
placed to prevent tearing of geotextile or enlarging holes. Maximum
spacing between securing pins depends on the steepness of the embankment
slope. The maximum pins spacing shall be equal to or less than the values
listed in TABLE 2. When windy conditions prevail at the construction
site, increase the number of pins upon the demand of the Contracting
Officer. Anchor terminal ends of the geotextile with key trench or apron
at crest, toe of the slope and upstream and downstream limits of
installation.
TABLE 2
MAXIMUM SPACING FOR SECURING PINS
EMBANKMENT SPACING, feet
STEEPER THAN 1V ON 3H 2
1V ON 3H TO 1V ON 4H 3
FLATTER THAN 1V ON 4H 5
2.2 INSPECTIONS, VERIFICATIONS, AND TESTING
2.2.1 Manufacturing and Sampling
Geotextiles and factory seams shall meet the requirements specified in
TABLE 1.
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2.2.1.1 Conformance Testing
Perform conformance testing in accordance with the manufacturers approved
quality control manual. Submit manufacturer's quality control conformance
test results.
2.2.1.2 Factory Sampling
Randomly sample geotextiles in accordance with ASTM D4354 (Procedure
Method A). Sample factory seams at the frequency specified in
ASTM D4884/D4884M. Provide all samples from the same production lot as
will be supplied for the contract, of the full manufactured width of the
geotextile by at least 10 feet long, except that samples for seam strength
may be a full width sample folded over and the edges stitched for a length
of at least 5 feet. Samples submitted for testing shall be identified by
manufacturers lot designation.
2.2.1.3 Needle Punched Geotextile
For needle punched geotextile, provide manufacturer certification that the
geotextile has been inspected using permanent on-line metal detectors and
does not contain any needles.
2.2.2 Site Verification and Testing
Collect samples at approved locations upon delivery to the site at the
request of the Contracting Officer. Test samples to verify that the
geotextile meets the requirements specified in TABLE 1. Identify samples
by manufacturers name, type of geotextile, lot number, roll number, and
machine direction. Perform testing at an approved laboratory. Submit
test results from the lot under review for approval prior to deployment
of that lot of geotextile. Rolls which are sampled shall be immediately
rewrapped in their protective covering.
PART 3 EXECUTION
3.1 SURFACE PREPARATION
Prepare surface, on which the geotextile will be placed, to a relatively
smooth surface condition in accordance with the applicable portion of this
specification and shall be free from obstruction, debris, depressions,
erosion feature, or vegetation. Remove any irregularities so as to ensure
continuous, intimate contact of the geotextile with all the surface. Any
loose material, soft or low density pockets of material, shall be removed;
erosion features such as rills, gullies etc. shall be graded out of the
surface before geotextile placement.
3.2 INSTALLATION OF THE GEOTEXTILE
3.2.1 General
Place the geotextile in the manner and at the locations shown. At the
time of installation, reject the geotextile if it has defects, rips,
holes, flaws, deterioration or damage incurred during manufacture,
transportation or storage.
3.2.2 Placement
Place the geotextile smooth and free of tension, stress, folds, wrinkles,
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or creases. Place the strips to provide a minimum width of 12 inches of
overlap for each joint. Adjust the actual length of the geotextile used
based on initial installation experience. Temporary pinning of the
geotextile to help hold it in place until the bedding layer is placed will
be allowed. Remove the temporary pins as the granular material is placed
to relieve high tensile stress which may occur during placement of
material on the geotextile. Design protection of riprap in compliance
with EM 1110-2-1601. Perform trimming in such a manner that the
geotextile is not damaged in any way.
3.3 PROTECTION
Protect the geotextile at all times during construction from contamination
by surface runoff; remove any geotextile so contaminated and replaced with
uncontaminated geotextile. Replace any geotextile damaged during its
installation or during placement of granular filter materials at no cost
to the Government. Schedule the work so that the covering of the
geotextile with a layer of the specified material is accomplished within 7
calendar days after placement of the geotextile. Failure to comply shall
require replacement of geotextile. Protect the geotextile from damage
prior to and during the placement of riprap or other materials. Before
placement of riprap or other materials, demonstrate that the placement
technique will not cause damage to the geotextile. In no case shall any
type of equipment be allowed on the unprotected geotextile.
3.4 PLACEMENT OF CUSHIONING MATERIAL
Perform placing of cushioning material in a manner to ensure intimate
contact of the geotextile with the prepared surface and with the
cushioning material. The placement shall also be performed in a manner
that will not damage the geotextile including tear, puncture, or
abrasion. On sloping surfaces place the cushioning material from the
bottom of the slopes upward. During placement, the height of the drop of
riprap material shall not be greater than 12 inches. Uncover any
geotextile damaged beneath the cushioning material, as necessary, and
replaced at no cost to the Government.
3.5 OVERLAPPING AND SEAMING
3.5.1 Overlapping
The overlap of geotextile rolls shall be 12 inches. Appropriate measures
will be taken to ensure required overlap exists after cushion placement.
3.5.2 Sewn Seams
High strength thread should be used so that seam test conforms to
ASTM D4884/D4884M. The thread shall meet the chemical, ultraviolet, and
physical requirements of the geotextile, and the color shall be different
from that of the geotextile. The seam strength shall be equal to the
strength required for the geotextile in the direction across the seam.
Overlapping J-type seams are preferable over prayer-type seams as the
overlapping geotextile reduces the chance of openings to occur at the
seam. Use double sewing, specially for field seams, to provide a safety
factor against undetected missed stitches.
3.6 FIELD TESTING
Field test geotextile in tension.
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SECTION 31 11 00
CLEARING AND GRUBBING
08/08
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.
U.S. DEPARTMENT OF DEFENSE (DOD)
DODI 4150.07 (2008; Change 1-2017) DOD Pest Management
Program
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. Submittals with an "S"
are for inclusion in the Sustainability eNotebook, in conformance to
Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in
accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Herbicide Application Plan
SD-03 Product Data
Nonsaleable Materials
Herbicides
SD-04 Samples
Tree Wound Paint
1.3 QUALITY CONTROL
1.3.1 Regulatory Requirements
Comply with DODI 4150.07 for requirements on Contractor's licensing,
certification, and record keeping. Maintain daily records using the Pest
Management Maintenance Record, DD Form 1532-1, or a computer generated
equivalent. These forms may be obtained from the main web site:
http://www.dtic.mil/whs/directives/forms/eforms/dd1532-1.pdf
1.3.2 Qualifications
For the application of herbicides, use the services of an applicator who
is commercially certified in the state where the work is to be performed
as required by DODI 4150.07. Submit a copy of the pesticide applicator
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certificates.
1.4 DELIVERY, STORAGE, AND HANDLING
Deliver materials to the site, and handle in a manner which will maintain
the materials in their original manufactured or fabricated condition until
ready for use.
1.4.1 Storage
Storage of herbicides on the installation will not be permitted unless it
is written into the contract.
1.4.2 Handling
Handle herbicides in accordance with the manufacturer's label and Safety
Data Sheet (SDS), preventing contamination by dirt, water, and organic
material. Protect herbicides from weather elements as recommended by the
manufacturer's label and SDS. Spill kits must be maintained on herbicide
control vehicles. Mixing of herbicides on the installation will not be
permited unless it is written into the contract.
PART 2 PRODUCTS
2.1 MATERIALS
2.1.1 Tree Wound Paint
Submit samples in cans with manufacturer's label of bituminous based paint
of standard manufacture specially formulated for tree wounds.
2.1.2 Herbicide
Provide herbicides currently registered by the EPA or approved for such
use by the appropriate agency of the host county and approved by the
Contracting Officer. Select a herbicide that is suitable for the climatic
conditions at the project site. Submit manufacturer's label and SDS for
herbicides proposed for use.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 Herbicide Application Plan
Prior to commencing application of herbicide, submit a herbicide
application plan with proposed sequence of treatment work including dates
and times of application. Include the herbicide trade name, EPA
registration number, chemical composition, formulation, application rate
of active ingredients, method of application, area or volume treated, and
amount applied. Include a copy of the pesticide applicator certificates.
3.1.2 Protection
3.1.2.1 Roads and Walks
Keep roads and walks free of dirt and debris at all times.
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3.1.2.2 Trees, Shrubs, and Existing Facilities
Protect trees and vegetation to be left standing from damage incident to
clearing, grubbing, and construction operations by the erection of
barriers or by such other means as the circumstances require.
3.1.2.3 Utility Lines
Protect existing utility lines that are indicated to remain from damage.
Notify the Contracting Officer immediately of damage to or an encounter
with an unknown existing utility line. The Contractor is responsible for
the repair of damage to existing utility lines that are indicated or made
known to the Contractor prior to start of clearing and grubbing
operations. When utility lines which are to be removed are encountered
within the area of operations, notify the Contracting Officer in ample
time to minimize interruption of the service.
3.2 Application
3.2.1 Herbicide Application
Adhere to safety precautions as recommended by the manufacturer concerning
handling and application of the herbicide.
3.2.1.1 Clean Up, Disposal, And Protection
Once application has been completed, proceed with clean up and protection
of the site without delay. Clean the site of all material associated with
the treatment measures, according to label instructions, and as
indicated. Remove and dispose of excess and waste material off Government
property.
3.2.1.1.1 Disposal of Herbicide
Dispose of residual herbicides and containers off Government property, and
in accordance with the approved disposal plan, label instructions and EPA
requirements.
3.3 CLEARING
Clearing shall consist 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 shall also include the
removal and disposal of structures that obtrude, encroach upon, or
otherwise obstruct the work. Trees, stumps, roots, brush, and other
vegetation in areas to be cleared shall be cut off flush with or below the
original ground surface, except such trees and vegetation as may be
indicated or directed to be left standing. Trees designated to be left
standing within the cleared areas shall be trimmed of dead branches 1-1/2
inches or more in diameter and shall be trimmed of all branches the
heights indicated or directed. Limbs and branches to be trimmed shall be
neatly cut close to the bole of the tree or main branches. Cuts more than
1-1/2 inches in diameter shall be painted with an approved tree-wound
paint. Apply herbicide in accordance with the manufacturer's label to the
top surface of stumps designated not to be removed.
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3.3.1 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 work shall include the felling of such trees and the
removal of their stumps and roots as specified in paragraph GRUBBING.
Trees shall be disposed of as specified in paragraph DISPOSAL OF MATERIALS.
3.3.2 Pruning
Prune trees designated to be left standing within the cleared areas of
dead branches 1-1/2 inches or 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 1-1/4 inches in diameter with an approved tree wound paint.
3.3.3 Grubbing
Grubbing consists of the removal and disposal of stumps, roots larger than
3 inches 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 18 inches below the original surface level of the
ground in areas indicated to be grubbed and in areas indicated as
construction areas under this contract, 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.
3.4 DISPOSAL OF MATERIALS
3.4.1 Saleable Timber
All timber on the project site noted for clearing and grubbing shall
become the property of the Contractor, and shall be removed from the
project site and disposed of off stations.
3.4.2 Nonsaleable Materials
Written permission to dispose of such products on private property shall
be filed with the Contracting Officer. Logs, stumps, roots, brush, rotten
wood, and other refuse from the clearing and grubbing operations, except
for salable timber, shall be disposed of outside the limits of
Government-controlled land at the Contractor's responsibility, except when
otherwise directed in writing. Such directive will state the conditions
covering the disposal of such products and will also state the areas in
which they may be placed.
3.5 CLOSEOUT ACTIVITIES
3.5.1 Herbicides
Upon completion of this work, submit the Pest Management Report DD Form
1532, or an equivalent computer product, to the Integrated Pest Management
Coordinator. This form identifies the type of operation, brand name and
manufacturer of herbicide, formulation, concentration or rate of
application used.
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SECTION 31 31 16.13
CHEMICAL TERMITE CONTROL
11/14
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.
U.S. DEPARTMENT OF DEFENSE (DOD)
DODI 4150.07 DOD Pest Management Program
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. Submittals with an "S"
are for inclusion in the Sustainability Notebook, in conformance to
Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in
accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Termiticide Application Plan; G,RO
Termiticides
Foundation Exterior
Utilities and Vents
Crawl and Plenum Air Spaces
Verification of Measurement
Application Equipment
Warranty
SD-04 Samples
Termiticides
SD-06 Test Reports
Equipment Calibration and Tank Measurement
Quality Assurance
SD-07 Certificates
Qualifications
1.3 QUALITY ASSURANCE
Comply with DODI 4150.07 for requirements on Contractor's licensing,
certification, and record keeping. Maintain daily records using the Pest
Management Maintenance Record, DD Form 1532-1, or a computer generated
equivalent, and submit copies of records when requested by the Contracting
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Officer. These forms may be obtained from the following web link or by
searching the main web site:
http://www.dtic.mil/whs/directives/forms/eforms/dd1532-1.pdf
Upon completion of this work, submit the Pest Management Report DD Form
1532, or an equivalent computer product, to the Integrated Pest Management
Coordinator. This form identifies the target pest, type of operation,
brand name and manufacturer of pesticide, formulation, concentration or
rate of application used.
1.3.1 Qualifications
For the application of pesticides, use the services of a applicator whose
principal business is pest control. The applicator shall be licensed and
certified in the state where the work is to be performed. Termiticide
applicators shall also be certified in the U.S. Environmental Protection
Agency (EPA) pesticide applicator category which includes structural pest
control. Submit a copy of the pest control business license and pesticide
applicator certificate(s).
1.3.2 Safety Requirements
Formulate, treat, and dispose of termiticides and their containers in
accordance with label directions. Draw water for formulating only from
sites designated by the Contracting Officer, and fit the filling hose with
a backflow preventer meeting local plumbing codes or standards. The
filling operation shall be under the direct and continuous observation of
a contractor's representative to prevent overflow. Secure pesticides and
related materials under lock and key when unattended. Ensure that proper
protective clothing and equipment are worn and used during all phases of
termiticide application. Dispose of used pesticide containers off
Government property.
1.4 DELIVERY, STORAGE, AND HANDLING
1.4.1 Delivery
Deliver termiticide material to the site in the original unopened
containers bearing legible labels indicating the EPA registration number
and manufacturer's registered uses. All other materials, to be used on
site for the purpose of termite control, shall be delivered in new or
otherwise good condition as supplied by the manufacturer or formulator.
1.4.2 Inspection
Inspect termiticides upon arrival at the job site for conformity to type
and quality in accordance with paragraph TERMITICIDES. Each label shall
bear evidence of registration under the Federal Insecticide, Fungicide,
and Rodenticide Act (FIFRA), as amended or under appropriate regulations
of the host county. Other materials shall be inspected for conformance
with specified requirements. Remove unacceptable materials from the job
site.
1.4.3 Storage
Contractors shall not store pesticides on the installation unless it is
written into the contract.
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1.4.4 Handling
Termiticides shall be handled and mixed in accordance with the
manufacturer's label and SDS, preventing contamination by dirt, water, and
organic material. Protect termiticides from weather elements as
recommended by the manufacturer's label and SDS. Spill kits must be
maintained on pest control vehicles and must be available at the mixing
site. Termiticide mixing must be conducted in an area with adequate spill
containment..
1.5 SITE CONDITIONS
The following conditions will determine the time of application.
1.5.1 Soil Moisture
Soils to be treated shall be tested immediately before application. Test
soil moisture content to a minimum depth of 3 inches. The soil moisture
shall be as recommended by the termiticide manufacturer. The termiticide
will not be applied when soil moisture exceeds manufacturer's
recommendations because termiticides do not adhere to the soil particles
in saturated soils.
1.5.2 Runoff and Wind Drift
Do not apply termiticide during or immediately following heavy rains.
Applications shall not be performed when conditions may cause runoff or
create an environmental hazard. Applications shall not be performed when
average wind speed exceeds 10 miles per hour. The termiticide shall not
be allowed to enter water systems, aquifers, or endanger humans or animals.
1.5.2.1 Vapor Barriers and Waterproof Membranes
Termiticide shall be applied prior to placement of a vapor barrier or
waterproof membrane.
1.5.2.2 Utilities and Vents
Prior to application, HVAC ducts and vents located in treatment area shall
be turned off and blocked to protect people and animals from termiticide.
Submit written verification that utilities and vents have been located and
treated as specified.
1.5.3 Placement of Concrete
Place concrete covering treated soils as soon as the termiticide has
reached maximum penetration into the soil. Time for maximum penetration
shall be as recommended by the manufacturer.
1.6 WARRANTY
The Contractor shall provide a 5 -year written warranty against
infestations or reinfestations by subterranean termites of the buildings
or building additions constructed under this contract. Warranty shall
include annual inspections of the buildings or building additions. If
live subterranean termite infestation or subterranean termite damage is
discovered during the warranty period, and the soil and building
conditions have not been altered in the interim:
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a. Retreat the soil and perform other treatment as may be necessary for
elimination of subterranean termite infestation;
b. Repair damage caused by termite infestation; and
c. Reinspect the building approximately 180 days after the retreatment.
PART 2 PRODUCTS
2.1 TERMITICIDES
Submit manufacturer's label and Material Safety Data Sheet (MSDS) for
termiticides proposed for use. Provide termiticides currently registered
by the EPA or approved for such use by the appropriate agency of the host
county. Non-repellant termiticides shall be selected for maximum
effectiveness and duration after application. The selected termiticide
shall be suitable for the soil and climatic conditions at the project site
and applied at the highest labeled rate. Submit samples of the pesticides
used in this work. The Contracting Officer may draw, at any time and
without prior notice, from stocks at the job site; should analysis,
performed by the Government, indicate such samples to contain less than
the amount of active ingredient specified on the label, work performed
with such products shall be repeated, with pesticides conforming to this
specification, at no additional cost to the Government.
PART 3 EXECUTION
3.1 VERIFICATION OF MEASUREMENT
Once termiticide application has been completed, measure tank contents to
determine the remaining volume. The total volume measurement of used
contents for the application shall equal the established application rate
for the project site conditions. Provide written verification that the
volume of termiticide used meets the application rate.
3.2 TECHNICAL REPRESENTATIVE
A DOD certified pesticide applicator or Pest Management Quality Assurance
Evaluator (QAE)/Performance Assessment Representative (PAR) shall be the
technical representative, shall be present at all meetings concerning
treatment measures for subterranean termites, and shall be present during
treatment application. The command Integrated Pest Management Coordinator
shall be contacted prior to starting work.
3.3 SITE PREPARATION
Work related to final grades, landscape plantings, foundations, or any
other alterations to finished construction which might alter the condition
of treated soils, must be coordinated with this specification.
3.3.1 Ground Preparation
Eliminate food sources by removing debris from clearing and grubbing and
post construction wood scraps such as ground stakes, form boards, and
scrap lumber from the site, before termiticide application begins.
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3.3.2 Verification
Before work starts, verify that final grades are as indicated and smooth
grading has been completed in accordance with Section 31 00 00 EARTHWORK.
Soil particles shall be finely graded with particles no larger than 1 inch
and compacted to eliminate soil movement to the greatest degree.
3.3.3 Foundation Exterior
Provide written verification that final grading and landscape planting
operations will not disturb treatment of the soil on the exterior sides of
foundation walls, grade beams, and similar structures.
3.3.4 Utilities and Vents
Provide written verification that the location and identity of HVAC ducts
and vents, water and sewer lines, and plumbing have been accomplished
prior to the termiticide application.
3.3.5 Crawl and Plenum Air Spaces
Provide written verification that the location and identity of crawl and
plenum air spaces have been accomplished prior to the termiticide
application.
3.3.6 Application Plan
Submit a Termiticide Application Plan with proposed sequence of treatment
work with dates and times for approval before starting the specified
treatment. Include the termiticide trade name, EPA registration number,
chemical composition, formulation, concentration of original and diluted
material, application rate of active ingredients, method of application,
area/volume treated, and amount applied. Also include a copy of the pest
control business license and pesticide applicator certificate(s).
3.4 TERMITICIDE TREATMENT
3.4.1 Equipment Calibration and Tank Measurement
Submit a listing of equipment to be used. Immediately prior to
commencement of termiticide application, calibration tests shall be
conducted on the application equipment to be used and the application tank
shall be measured to determine the volume and contents. These tests shall
confirm that the application equipment is operating within the
manufacturer's specifications and will meet the specified requirements.
Submit written certification of the equipment calibration test results
within 1 week of testing.
3.4.2 Mixing and Application
Formulating, mixing, and application shall be performed in the presence of
a DOD certified pesticide applicator, Pest Management QAE/PAR, or
Integrated Pest Management Coordinator. A closed system is recommended as
it prevents the termiticide from coming into contact with the applicator
or other persons. Water for formulating shall only come from designated
locations. Filling hoses shall be fitted with a backflow preventer
meeting local plumbing codes or standards. Overflow shall be prevented
during the filling operation. Spill kits must be maintained on pest
control vehicles and must be available at the mixing site. Termiticide
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mixing must be conducted in an area that has been designated by the
government representative and that has adequate spill containment. Prior
to each day of use, the equipment used for applying termiticides shall be
inspected for leaks, clogging, wear, or damage. Any repairs are to be
performed immediately.
3.4.3 Treatment Method
For areas to be treated, establish complete and unbroken vertical and/or
horizontal soil poison barriers between the soil and all portions of the
intended structure which may allow termite access to wood and wood related
products. Applications to crawl spaces shall be made in accordance with
(IAW) label directions. Applications shall not be made to crawl space
areas that are used as plenum air spaces.
3.4.3.1 Surface Application
Use surface application for establishing horizontal barriers. Surface
applicants shall be applied as a coarse spray and provide uniform
distribution over the soil surface. Termiticide shall penetrate a minimum
of 1 inch into the soil, or as recommended by the manufacturer.
3.4.3.2 Rodding and Trenching
Use rodding and trenching for establishing vertical soil barriers.
Trenching shall be to the depth of the foundation footing. Width of
trench shall be as recommended by the manufacturer, or as indicated.
Rodding or other approved method may be implemented for saturating the
base of the trench with termiticide. Immediately after termiticide has
reached maximum penetration as recommended by the manufacturer,
backfilling of the trench shall commence. Backfilling shall be in 6 inch
rises or layers. Each rise shall be treated with termiticide.
3.4.4 Sampling
The Contracting Officer may draw from stocks at the job site, at any time
and without prior notice, take samples of the termiticides used to
determine if the amount of active ingredient specified on the label is
being applied.
3.5 CLEAN UP, DISPOSAL, AND PROTECTION
Once application has been completed, proceed with clean up and protection
of the site without delay.
3.5.1 Clean Up
The site shall be cleaned of all material associated with the treatment
measures, according to label instructions, and as indicated. Excess and
waste material shall be removed and disposed off site.
3.5.2 Disposal of Termiticide
Dispose of residual termiticides and containers off Government property,
and in accordance with label instructions and EPA criteria.
3.5.3 Protection of Treated Area
Immediately after the application, the area shall be protected from other
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use by erecting barricades and providing signage as required or directed.
Signage shall be in accordance with Section 10 14 00.10 EXTERIOR SIGNAGE.
Signage shall be placed inside the entrances to crawl spaces and shall
identify the space as treated with termiticide and not safe for children
and animals. Treated areas should be covered with plastic if slab is not
to be poured immediately following termiticide application.
3.6 CONDITIONS FOR SATISFACTORY TREATMENT
3.6.1 Equipment Calibrations and Measurements
Where results from the equipment calibration and tank measurements tests
are unsatisfactory, re-treatment will be required.
3.6.2 Testing
Should an analysis, performed by a third party, indicate that the samples
of the applied termiticide contain less than the amount of active
ingredient specified on the label, and/or if soils are treated to a depth
less than specified or approved, re-treatment will be required.
3.6.3 Disturbance of Treated Soils
Soil and fill material disturbed after treatment shall be re-treated
before placement of slabs or other covering structures.
3.6.4 Termites Found Within the Warranty Period
If live subterranean termite infestation or termite damage is discovered
during the warranty period, re-treat the site.
3.7 RE-TREATMENT
Where re-treatment is required, comply with the requirements specified in
paragraph WARRANTY.
-- End of Section --
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SECTION 32 01 19
FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID PAVEMENTS
08/08
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM C1016 (2014) Standard Test Method for
Determination of Water Absorption of
Sealant Backing (Joint Filler) Material
ASTM D5893/D5893M (2016) Standard Specification for Cold
Applied, Single Component, Chemically
Curing Silicone Joint Sealant for Portland
Cement Concrete Pavements
ASTM D6690 (2015) Standard Specification for Joint
and Crack Sealants, Hot Applied, for
Concrete and Asphalt Pavements
ASTM D789 (2015) Determination of Relative Viscosity
and Moisture Content of Polyamide (PA)
U.S. ARMY CORPS OF ENGINEERS (USACE)
COE CRD-C 525 (1989) Corps of Engineers Test Method for
Evaluation of Hot-Applied Joint Sealants
for Bubbling Due to Heating
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FS SS-S-200 (Rev E; Am 1; Notice 1) Sealant, Joint,
Two-Component, Jet-Blast-Resistant,
Cold-Applied, for Portland Cement Concrete
Pavement
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. Submittals with an "S"
are for inclusion in the Sustainability eNotebook, in conformance to
Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in
accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Manufacturer's Recommendations
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Equipment.
SD-04 Samples
Materials
SD-06 Test Reports
Certified Copies of the Test Reports
1.3 QUALITY ASSURANCE
1.3.1 Test Requirements
Test the joint sealant and backup or separating material for conformance
with the referenced applicable material specification. Perform testing of
the materials in an approved independent laboratory and submit certified
copies of the test reports for approval 14 days prior to the use of the
materials at the job site. Samples will be retained by the Government for
possible future testing should the materials appear defective during or
after application. Conformance with the requirements of the laboratory
tests specified will not constitute final acceptance of the materials.
Final acceptance will be based on the performance of the in-place materials.
Submit samples of the materials (sealant, primer if required, and backup
material), in sufficient quantity for testing and approval 14 days prior
to the beginning of work. No material will be allowed to be used until it
has been approved.
1.3.2 Trial Joint Sealant Installation
Prior to the cleaning and sealing of the joints for the entire project,
prepare a test section at least 200 feet long using the specified
materials and approved equipment, so as to demonstrate the proposed joint
preparation and sealing of all types of joints in the project. Following
the completion of the test section and before any other joint is sealed,
inspect the test section to determine that the materials and installation
meet the requirements specified. If it is determined that the materials
or installation do not meet the requirements, remove the materials, and
reclean and reseal the joints at no cost to the Government. When the test
section meets the requirements, it may be incorporated into the permanent
work and paid for at the contract unit price per linear foot for sealing
items scheduled. Prepare and seal all other joints in the manner approved
for sealing the test section.
1.4 DELIVERY, STORAGE, AND HANDLING
Inspect materials delivered to the job site for defects, unload, and store
them with a minimum of handling to avoid damage. Provide storage
facilities at the job site for maintaining materials at the temperatures
and conditions recommended by the manufacturer.
1.5 ENVIRONMENTAL REQUIREMENTS
The ambient air temperature and the pavement temperature within the joint
wall shall be a minimum of 50 degrees F and rising at the time of
application of the materials. Do not apply sealant if moisture is
observed in the joint.
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PART 2 PRODUCTS
2.1 SEALANTS
Materials for sealing cracks in the various paved areas indicated on the
drawings shall be as follows: ASTM D6690, Type III and COE CRD-C 525.
2.2 PRIMERS
When primers are recommended by the manufacturer of the sealant, use them
in accordance with the recommendation of the manufacturer.
2.3 BACKUP MATERIALS
Provide backup material that is a compressible, nonshrinking, nonstaining,
nonabsorbing material, nonreactive with the joint sealant. The material
shall have a melting point at least 5 degrees F greater than the pouring
temperature of the sealant being used when tested in accordance with
ASTM D789. The material shall have a water absorption of not more than 5
percent of the sample weight when tested in accordance with ASTM C1016.
Use backup material that is 25 plus or minus 5 percent larger in diameter
than the nominal width of the crack.
2.4 BOND BREAKING TAPES
Provide a bond breaking tape or separating material that is a flexible,
nonshrinkable, nonabsorbing, nonstaining, and nonreacting adhesive-backed
tape. The material shall have a melting point at least 5 degrees F
greater than the pouring temperature of the sealant being used when tested
in accordance with ASTM D789. The bond breaker tape shall be approximately
1/8 inch wider than the nominal width of the joint and shall not bond to
the joint sealant.
PART 3 EXECUTION
3.1 EXECUTING EQUIPMENT
Machines, tools, and equipment used in the performance of the work
required by this section shall be approved before the work is started
maintained in satisfactory condition at all times. Submit a list of
proposed equipment to be used in performance of construction work
including descriptive data, 21 days prior to use on the project.
3.1.1 Joint Cleaning Equipment
3.1.1.1 Tractor-Mounted Routing Tool
Provide a routing tool, used for removing old sealant from the joints, of
such shape and dimensions and so mounted on the tractor that it will not
damage the sides of the joints. The tool shall be designed so that it can
be adjusted to remove the old material to varying depths as required. The
use of V-shaped tools or rotary impact routing devices will not be
permitted. Hand-operated spindle routing devices may be used to clean and
enlarge random cracks.
3.1.1.2 Concrete Saw
Provide a self-propelled power saw, with water-cooled diamond or abrasive
saw blades, for cutting joints to the depths and widths specified or for
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refacing joints or cleaning sawed joints where sandblasting does not
provide a clean joint.
3.1.1.3 Sandblasting Equipment
Include with the sandblasting equipment an air compressor, hose, and
long-wearing venturi-type nozzle of proper size, shape and opening. The
maximum nozzle opening should not exceed 1/4 inch. The air compressor
shall be portable and capable of furnishing not less than 150 cfm and
maintaining a line pressure of not less than 90 psi at the nozzle while in
use. Demonstrate compressor capability, under job conditions, before
approval. The compressor shall be equipped with traps that will maintain
the compressed air free of oil and water. The nozzle shall have an
adjustable guide that will hold the nozzle aligned with the joint
approximately 1 inch above the pavement surface. Adjust the height, angle
of inclination and the size of the nozzle as necessary to secure
satisfactory results.
3.1.1.4 Waterblasting Equipment
Include with the waterblasting equipment a trailer-mounted water tank,
pumps, high-pressure hose, wand with safety release cutoff control,
nozzle, and auxiliary water resupply equipment. Provide water tank and
auxiliary resupply equipment of sufficient capacity to permit continuous
operations. The nozzle shall have an adjustable guide that will hold the
nozzle aligned with the joint approximately 1 inch above the pavement
surface. Adjust the height, angle of inclination and the size of the
nozzle as necessary to obtain satisfactory results. A pressure gauge
mounted at the pump shall show at all times the pressure in psi at which
the equipment is operating.
3.1.1.5 Hand Tools
Hand tools may be used, when approved, for removing defective sealant from
a crack and repairing or cleaning the crack faces.
3.1.2 Sealing Equipment
3.1.2.1 Hot-Poured Sealing Equipment
The unit applicators used for heating and installing ASTM D6690 joint
sealant materials shall be mobile and shall be equipped with a
double-boiler, agitator-type kettle with an oil medium in the outer space
for heat transfer; a direct-connected pressure-type extruding device with
a nozzle shaped for inserting in the joint to be filled; positive
temperature devices for controlling the temperature of the transfer oil
and sealant; and a recording type thermometer for indicating the
temperature of the sealant. The applicator unit shall be designed so that
the sealant will circulate through the delivery hose and return to the
inner kettle when not in use.
3.1.2.2 Two-Component, Cold-Applied, Machine Mix Sealing Equipment
Provide equipment used for proportioning, mixing, and installing
FS SS-S-200 Type M joint sealants designed to deliver two semifluid
components through hoses to a portable mixer at a preset ratio of 1 to 1
by volume using pumps with an accuracy of plus or minus 5 percent for the
quantity of each component. The reservoir for each component shall be
equipped with mechanical agitation devices that will maintain the
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components in a uniform condition without entrapping air. Incorporate
provisions to permit thermostatically controlled indirect heating of the
components, when required. However, immediately prior to proportioning
and mixing, the temperature of either component shall not exceed 90
degrees F. Provide screens near the top of each reservoir to remove any
foreign particles or partially polymerized material that could clog fluid
lines or otherwise cause misproportioning or improper mixing of the two
components. Provide equipment capable of thoroughly mixing the two
components through a range of application rates of 10 to 60 gallons per
hour and through a range of application pressures from 50 to 1500 psi as
required by material, climatic, or operating conditions. Design the mixer
for the easy removal of the supply lines for cleaning and proportioning of
the components. The mixing head shall accommodate nozzles of different
types and sizes as may be required by various operations. The dimensions
of the nozzle shall be such that the nozzle tip will extend into the joint
to allow sealing from the bottom of the joint to the top. Maintain the
initially approved equipment in good working condition, serviced in
accordance with the supplier's instructions, and unaltered in any way
without obtaining prior approval.
3.1.2.3 Two-Component, Cold-Applied, Hand-Mix Sealing Equipment
Mixing equipment for FS SS-S-200 Type H sealants shall consist of a
slow-speed electric drill or air-driven mixer with a stirrer in accordance
with the manufacturer's recommendations. Submit printed copies of
manufacturer's recommendations, 14 days prior to use on the project, where
installation procedures, or any part thereof, are required to be in
accordance with those recommendations. Installation of the material will
not be allowed until the recommendations are received. Failure to furnish
these recommendations can be cause for rejection of the material.
3.1.2.4 Cold-Applied, Single-Component Sealing Equipment
The equipment for installing ASTM D5893/D5893M single component joint
sealants shall consist of an extrusion pump, air compressor, following
plate, hoses, and nozzle for transferring the sealant from the storage
container into the joint opening. The dimension of the nozzle shall be
such that the tip of the nozzle will extend into the joint to allow
sealing from the bottom of the joint to the top. Maintain the initially
approved equipment in good working condition, serviced in accordance with
the supplier's instructions, and unaltered in any way without obtaining
prior approval. Small hand-held air-powered equipment (i.e., caulking
guns) may be used for small applications.
3.2 SAFETY
Do not place joint sealant within 25 feet of any liquid oxygen (LOX)
equipment, LOX storage, or LOX piping. Thoroughly clean joints in this
area and leave them unsealed.
3.3 PREPARATION OF JOINTS
Immediately before the installation of the sealant, thoroughly clean the
joints to remove all laitance, curing compound, filler, protrusions of
hardened concrete, and old sealant from the sides and upper edges of the
joint space to be sealed.
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3.3.1 Existing Sealant Removal
Cut loose the in-place sealant from both joint faces and to the depth
shown on the drawings, using the tractor-mounted routing equipment,
concrete saw, or waterblaster as specified in paragraph EQUIPMENT. Depth
shall be sufficient to accommodate any separating or backup material that
is required to maintain the depth of new sealant to be installed. Prior
to further cleaning operations, remove all loose old sealant remaining in
the joint opening by blowing with compressed air. Hand tools may be
required to remove sealant from random cracks. Chipping, spalling, or
otherwise damaging the concrete will not be allowed.
3.3.2 Sawing
3.3.2.1 Refacing of Random Cracks
Accomplish sawing of the cracks using a power-driven concrete saw as
specified in paragraph EQUIPMENT. The saw blade shall be 6 inches or less
in diameter to enable the saw to follow the trace of the crack. Stiffen
the blade, as necessary, with suitable dummy (or used) blades or washers.
Immediately following the sawing operation, thoroughly clean the crack
opening using a water jet to remove all saw cuttings and debris.
3.3.3 Sandblasting
The newly exposed concrete joint faces and the pavement surfaces extending
a minimum of 1/2 inch from the joint edges shall be sandblasted or
waterblasted clean. use a multiple-pass technique until the surfaces are
free of dust, dirt, curing compound, filler, old sealant residue, or any
foreign debris that might prevent the bonding of the sealant to the
concrete. After final cleaning and immediately prior to sealing, blow out
the joints with compressed air and leave them completely free of debris
and water.
3.3.4 Back-Up Material
When the joint opening is of a greater depth than indicated for the
sealant depth, plug or seal off the lower portion of the joint opening
using a back-up material to prevent the entrance of the sealant below the
specified depth. Take care to ensure that the backup material is placed
at the specified depth and is not stretched or twisted during installation.
3.3.5 Bond Breaking Tape
Where inserts or filler materials contain bitumen, or the depth of the
joint opening does not allow for the use of a backup material, insert a
bond breaker separating tape to prevent incompatibility with the filler
materials and three-sided adhesion of the sealant. Securely bond the tape
to the bottom of the joint opening so it will not float up into the new
sealant.
3.3.6 Rate of Progress of Joint Preparation
Limit the stages of joint preparation, which include sandblasting, air
pressure cleaning and placing of the back-up material to only that lineal
footage that can be sealed during the same day.
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3.4 PREPARATION OF SEALANT
3.4.1 Hot-Poured Sealants
Do not heat sealants conforming to ASTM D6690 in excess of the safe
heating temperature recommended by the manufacturer as shown on the
sealant containers. Withdraw and waste sealant that has been overheated
or subjected to application temperatures for over 4 hours or that has
remained in the applicator at the end of the day's operation.
3.4.2 Type M Sealants
Inspect the FS SS-S-200 Type M sealant components and containers prior to
use. Reject any materials that contain water, hard caking of any
separated constituents, nonreversible jell, or materials that are
otherwise unsatisfactory. Settlement of constituents in a soft mass that
can be readily and uniformly remixed in the field with simple tools will
not be cause for rejection. Prior to transfer of the components from the
shipping containers to the appropriate reservoir of the application
equipment, thoroughly mix the materials to ensure homogeneity of the
components and incorporation of all constituents at the time of transfer.
When necessary for remixing prior to transfer to the application equipment
reservoirs, warm the components to a temperature not to exceed 90 degrees F
by placing the components in heated storage or by other approved methods
but in no case shall the components be heated by direct flame, or in a
single walled kettle, or a kettle without an oil bath.
3.4.3 Type H Sealants
Mix the FS SS-S-200 Type H sealant components either in the container
furnished by the manufacturer or a cylindrical metal container of volume
approximately 50 percent greater than the package volume. Thoroughly mix
the base material in accordance with the manufacturer's instructions. The
cure component shall then be slowly added during continued mixing until a
uniform consistency is obtained.
3.4.4 Single-Component, Cold-Applied Sealants
Inspect the ASTM D5893/D5893M sealant and containers prior to use. Reject
any materials that contain water, hard caking of any separated
constituents, nonreversible jell, or materials that are otherwise
unsatisfactory. Settlement of constituents in a soft mass that can be
readily and uniformly remixed in the field with simple tools will not be
cause for rejection.
3.5 INSTALLATION OF SEALANT
3.5.1 Time of Application
Seal joints immediately following final cleaning of the joint walls and
following the placement of the separating or backup material. Open
joints, that cannot be sealed under the conditions specified, or when rain
interrupts sealing operations shall be recleaned and allowed to dry prior
to installing the sealant.
3.5.2 Sealing Joints
Immediately preceding, but not more than 50 feet ahead of the joint
sealing operations, perform a final cleaning with compressed air. Fill
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the joints from the bottom up to 1/4 inch plus or minus 1/16 inch below
the pavement surface. Remove and discard excess or spilled sealant from
the pavement by approved methods. Install the sealant in such a manner as
to prevent the formation of voids and entrapped air. In no case shall
gravity methods or pouring pots be used to install the sealant material.
Traffic shall not be permitted over newly sealed pavement until authorized
by the Contracting Officer. When a primer is recommended by the
manufacturer, apply it evenly to the joint faces in accordance with the
manufacturer's instructions. Check the joints frequently to ensure that
the newly installed sealant is cured to a tack-free condition within the
time specified.
3.6 INSPECTION
3.6.1 Joint Cleaning
Inspect joints during the cleaning process to correct improper equipment
and cleaning techniques that damage the concrete pavement in any manner.
Cleaned joints will be approved prior to installation of the separating or
back-up material and joint sealant.
3.6.2 Joint Sealant Application Equipment
Inspect the application equipment to ensure conformance to temperature
requirements, proper proportioning and mixing (if two-component sealant)
and proper installation. Evidences of bubbling, improper installation,
failure to cure or set will be cause to suspend operations until causes of
the deficiencies are determined and corrected.
3.6.3 Joint Sealant
Inspect the joint sealant for proper rate of cure and set, bonding to the
joint walls, cohesive separation within the sealant, reversion to liquid,
entrapped air and voids. Sealants exhibiting any of these deficiencies at
any time prior to the final acceptance of the project shall be removed
from the joint, wasted, and replaced as specified herein at no additional
cost to the Government.
3.7 CLEAN-UP
Upon completion of the project, remove all unused materials from the site
and leave the pavement in a clean condition.
-- End of Section --
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SECTION 32 05 33
LANDSCAPE ESTABLISHMENT
08/17
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM D5851 (1995; R 2015) Planning and Implementing a
Water Monitoring Program
ASTM D6155 (2015) Nontraditional Coarse Aggregate for
Bituminous Paving Mixtures
1.2 DEFINITIONS
1.2.1 Pesticide
Any substance or mixture of substances, including biological control
agents, that may prevent, destroy, repel, or mitigate pests and are
specifically labeled for use by the U.S. Environmental Protection Agency
(EPA). Also, any substance used as a plant regulator, defoliant,
disinfectant, or biocide. Examples of pesticides include fumigants,
herbicides, insecticides, fungicides, nematicides, molluscicides and
rodenticides.
1.2.2 Stand of Turf
100 percent ground cover of the established species.
1.2.3 Planter Beds
A planter bed is defined as an area containing one or a combination of the
following plant types: shrubs, vines, wildflowers, annuals, perennials,
ground cover, and a mulch topdressing excluding turf. Trees may also be
found in planter beds.
1.3 RELATED REQUIREMENTS
Section 32 92 19 SEEDING applies to this section for installation of seed
requirements, with additions and modifications herein.
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. Submittals with an "S"
are for inclusion in the Sustainability eNotebook, in conformance with
Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in
accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
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SD-01 Preconstruction Submittals
Integrated Pest Management Plan
SD-07 Certificates
Maintenance Inspection Report
SD-10 Operation and Maintenance Data
Maintenance
1.5 DELIVERY, STORAGE AND HANDLING
1.5.1 Delivery
Deliver fertilizer, gypsum, iron to the site in original containers
bearing manufacturer's chemical analysis, name, trade name, or trademark,
and indication of conformance to state and federal laws. Instead of
containers, fertilizer, gypsum may be furnished in bulk with a certificate
indicating the above information.
1.5.2 Storage
1.5.2.1 Fertilizer, Lime, Iron, Mulch Storage
Store material in designated areas. Store lime and fertilizer in cool,
dry locations away from contaminants.
1.5.2.2 Antidesiccant's Storage
Do not store with fertilizers or other landscape maintenance materials.
1.5.3 Handling
Do not drop or dump materials from vehicles.
1.6 MAINTENANCE
Submit Operation and Maintenance (O&M) Manuals for planting materials.
Include instructions indicating procedures during one typical year
including variations of maintenance for climatic conditions throughout the
year. Provide instructions and procedures for watering; promotion of
growth, including fertilizing, pruning, and mowing; and integrated pest
management. O&M Manuals must include pictures of planting materials cross
referenced to botanical and common names, with a description of the normal
appearance in each season.
Develop a water monitoring program for surface and ground water on the
project site in accordance with ASTM D5851 and consistent with the water
management program utilized during construction operations.
1.7 Fort Bragg Installation Design Guide
Refer to Fort Bragg Installation Design Guide (FBIDG) for more information
on landscaping requirements.
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PART 2 PRODUCTS
2.1 POST-PLANT FERTILIZER
Fertilizer for groundcover, wildflowers, and grasses is not permitted.
Provide fertilizer for trees, plants, and shrubs as recommended by plant
supplier, except synthetic chemical fertilizers are not permitted.
Fertilizers containing petrochemical additives or that have been treated
with pesticides or herbicides are not permitted.
2.1.1 Granular Fertilizer
Organic, granular controlled release fertilizer containing the following
minimum percentages, by weight, of plant food nutrients:
20 percent available nitrogen
20 percent available phosphorus
20 percent available potassium
5 percent sulfur
5 percent iron
2.2 WATER
Source of water must be approved by the Contracting Officer, and be of
suitable quality for irrigation. Use collected storm water or graywater
when available.
2.3 MULCHES TOPDRESSING
Free from noxious weeds, mold, pesticides, or other deleterious materials.
2.3.1 Inert Mulch Materials
Provide stone, complying with ASTM D6155, ranging in size from 4 to 6
inches.
2.3.2 Organic Mulch Materials
Provide wood chips, shredded hardwood, from site when available. Wood
cellulose fiber must be processed to contain no growth or
germination-inhibiting factors, dyed with non-toxic, biodegradable dye to
an appropriate color to facilitate visual metering of materials
application. Paper-based hydraulic mulch must contain a minimum of 100
percent post-consumer recycled content. Wood-based hydraulic mulch must
contain a minimum of 100 percent total recovered materials content.
2.3.3 Recycled Organic Mulch
Recycled mulch may include compost, tree trimmings, or pine needles with a
gradation that passes through a 2-1/2 by 2-1/2 inch screen. Clean
recycled mulch of all sticks a minimum one inch in diameter and plastic
materials a minimum 3 inch length. The material must be treated to retard
the growth of mold and fungi.
2.4 PESTICIDES
Pesticides and herbicides are not permitted. Submit an Integrated Pest
Management Plan, including weed and pest management strategies. Use
biological pest controls as approved in the Plan.
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PART 3 EXECUTION
3.1 EXTENT OF WORK
Provide landscape construction maintenance to include mowing, edging,
overseeding, aeration, fertilizing, watering, and weeding, for all newly
installed landscape areas and existing plant material, unless indicated
otherwise, and at all areas inside or outside the limits of the
construction that are disturbed by the Contractor's operations.
3.1.1 Policing
Police all landscaped areas. Policing includes removal of leaves,
branches and limbs regardless of length or diameter, dead vegetation,
paper, trash, cigarette butts, garbage, rocks or other debris. Policing
must extend to both sides of fencing or walls. Collected debris must be
promptly removed and disposed of at an approved disposal site.
3.1.2 Drainage System Maintenance
Remove all obstructions from surface and subsurface drain lines to allow
water to flow unrestricted in swales, gutters, catch basins, and storm
drain curb inlets. Remove grates and clear debris in catch basins. Open
drainage channels are to be maintained free of all debris and vegetation
at all times. Edges of these channels must be clear of any encroachment
by vegetation.
3.2 GROUNDCOVER ESTABLISHMENT PERIOD
Groundcover establishment period will commence on the date that inspection
by the Contracting Officer shows that the new turf furnished under this
contract has been satisfactorily installed to a 100 percent stand of
coverage. The establishment period must continue for a period of 365 days.
3.2.1 Frequency of Maintenance
Begin maintenance immediately after turf has been installed. Inspect area
once a week during the installation and establishment period and perform
needed maintenance promptly.
3.2.2 Promotion of Growth
Maintain groundcover in a manner that promotes proper health, growth,
natural color. Turf must have a neat uniform manicured appearance, free
of bare areas, ruts, holes, weeds, pests, dead vegetation, debris, and
unwanted vegetation that present an unsightly appearance. Mow, remove
excess clippings, eradicate weeds, water, fertilize, overseed, aerate,
topdress and perform other operations necessary to promote growth, as
approved by Contracting Officer and consistent with approved Integrated
Pest Management Plan. Remove noxious weeds common to the area from
planting areas by mechanical means.
3.2.3 Mowing
3.2.3.1 Turf
Mow turf at a uniform finished height. Mow turfed areas to a minimum
average height of 4 inches when average height of grass becomes 6 inches
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for spring/summer maintenance and to a minimum average height of 4 inches
when the average height of grass reaches 6 inches for fall maintenance.
The height of turf is measured from the soil. Perform mowing of turf in a
manner that prevents scalping, rutting, bruising, uneven and rough
cutting. Prior to mowing, all rubbish, debris, trash, leaves, rocks,
paper, and limbs or branches on a turf area must be picked up and
disposed. Adjacent paved areas must be swept/vacuumed clean.
3.2.3.2 Native Grasses
Mow above height of native grass seedlings (approximately 3.5 to 4 inches
). Mow during spring or early summer. Do not mow after early summer
during the second growing season.
3.2.3.3 Wildflowers
Mow three times per season above height of the wildflowers (approximately
12 to 15 inches).
3.2.4 Turf Edging and Trimming
Perimeter of planter bed edges, sidewalks, driveways, curbs, and other
paved surfaces must be edged. Uniformly edge these areas to prevent
encroachment of vegetation onto paved surfaces and to provide a clear cut
division line between planter beds, turf, and ground cover. Edging is to
be accomplished in a manner that prevents scalping, rutting, bruising,
uneven and rough cutting. Perform edging on the same day that turf is
mowed. Use of string line trimmers is permitted in "soft" areas such as
an edge between turfgrass and a planter bed. Exercise care to avoid
damage to any plant materials, structures, and other landscape features.
Trimming around trees, fences, poles, walls, and other similar objects is
to be accomplished to match the height and appearance of surrounding mowed
turf growth. Trimming must be performed on the same day the turf's
mowed. Care must be exercised to avoid "Girdling" trees located in turf
areas. The use of protective tree collars on trees in turf areas may be
utilized as a temporary means to avoid injury to tree trunks. At the end
of the plant establishment period Contractor will be responsible for
removing all protective tree collars.
3.2.5 Post-Fertilizer Application
Do not fertilize wildflowers, groundcover, and grasses. Apply turf
fertilizer in a manner that promotes health, growth, vigor, color and
appearance of cultivated turf areas. The method of application,
fertilizer type and frequencies must be determined by the laboratory soil
analysis results the requirements of the particular turf species. Organic
fertilizer must be used. In the event that organic fertilizer is not
producing the desired effect, the Contractor must contract the Contracting
Officer for approval prior to the use of a synthetic type of fertilizer.
Apply fertilizer by approved methods in accordance with the manufacturer's
recommendations.
3.2.6 Turf Watering
Perform irrigation in a manner that promotes the health, growth, color and
appearance of cultivated vegetation and that complies with all Federal,
State, and local water agencies and authorities directives. The
Contractor must be responsible to prevent over watering, water run-off,
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erosion, and ponding due to excessive quantities or rate of application.
Abide by state, local or other water conservation regulations or
restrictions in force during the establishment period.
3.2.7 Turf Aeration
Upon completion of weed eradication operations and Contracting Officer's
approval to proceed, aerate turf areas by approved device. Core, by
pulling soil plugs, to a minimum depth of 2 inches. Leave all soil plugs
that are produced in the turf area. After aeration operations are
complete, topdress entire area 1/2 inch depth with the following mixture:
2 percent sand
20 percent humus
10 percent gypsum
20 percent lime
Blend all parts of topdressing mixture to a uniform consistency throughout.
Keep clean at all times at least one paved pedestrian access route and
one paved vehicular access route to each building. Clean all soil plugs
off of other paving when work is complete. This work must commence 24
days prior final acceptance of the maintenance establishment period.
3.2.8 Turf Clearance Area
Trees located in turf areas must be maintained with a growth free
clearance of 18 inches from the tree trunk base. The use of mechanical
weed whips to accomplish the turf growth free bed area is prohibited.
3.2.9 Replanting
Replant in accordance with Section 32 92 19 SEEDING and within specified
planting dates areas which do not have a satisfactory stand of turf.
Replant areas which do not have a satisfactory stand of other groundcover
and grasses.
3.2.10 Final Inspection and Acceptance
Final inspection will be make upon written request from the Contractor at
least 10 days prior to the last day of the turf establishment period.
Final turf acceptance will be based upon a satisfactory stand of turf.
Final acceptance of wildflower and grass areas will be based upon a stand
of 100 percent groundcover of established species.
3.2.11 Unsatisfactory Work
When work is found to not meet design intent and specifications,
maintenance period will be extended at no additional cost to the
Government until work has been completed, inspected and accepted by
Contracting Officer.
3.3 EXTERIOR PLANT ESTABLISHMENT PERIOD
The exterior plant establishment period will commence on the date that
inspection by the Contracting Officer shows that the new plants furnished
under this contract have been satisfactorily installed and must continue
for a period of 365 days.
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3.3.1 Frequency of Maintenance
Begin maintenance immediately after plants have been installed. Inspect
exterior plants at least once a week during the installation and
establishment period and perform needed maintenance promptly.
3.3.2 Promotion of Plant Growth and Vigor
Water, prune, fertilize, mulch, adjust stakes, guys and turnbuckles,
eradicate weeds and perform other operations necessary to promote plant
growth, and vigor.
3.3.3 Planter Bed Maintenance
Planter beds must be weeded, fertilized, irrigated, kept pest free, turf
free, pruned, and mulch levels maintained. Planter beds will not be
allowed to encroach into turf areas. A definite break must be maintained
between turf areas and planter beds. Fertilize exterior planting
materials to promote healthy plant growth without encouraging excessive
top foliar growth. Remove noxious weeds common to the area from planting
areas by mechanical means.
3.3.3.1 Shrub Selective Maintenance
In addition to the above requirements, shrubs must be selectively pruned,
and shaped for health and safety when the following conditions exist:
Remove growth in front of windows, over entrance ways or walks, and any
growth which will obstruct vision at street intersections or of security
personnel; Remove dead, damaged or diseased branches or limbs; where shrub
growth obstructs pedestrian walkways; where shrub growth is found growing
against or over structures; where shrub growth permits concealment of
unauthorized persons. Dispose of all pruning debris in a proper manner.
3.3.4 Slope Erosion Control Maintenance
Provide slope erosion control maintenance to prevent undermining of all
slopes in newly landscaped and natural growth areas. Maintenance tasks
include immediate repairs to weak spots in sloped areas, and maintaining
clean, clear culverts, and graded berms, to intercept and direct water
flow to prevent development of large gullies and slope erosion Eroded
areas must be filled with amended topsoil and replanted with the same
plant species. Erosion control netting and/or blankets damaged due to
slope erosion must be reinstalled.
3.3.5 Removal of Dying or Dead Plants
Remove dead and dying plants and provide new plants immediately upon
commencement of the specified planting season, and replace mulch and
eroded earth mound water basins. Provide an additional 90 day
establishment period for replacement plants beyond the original warranty
period. A tree must be considered dying or dead when the main leader has
died back, or a minimum of 20 percent of the crown has died. A shrub or
ground cover must be considered dying or dead when a minimum of 20 percent
of the plant has died. This condition must be determined by scraping on a
branch an area 1/16 inch square, maximum, to determine the cause for dying
plant material and must provide recommendations for replacement. The
Contractor must determine the cause for dying plant material and provide
recommendations for replacement.
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3.3.6 Tracking of Unhealthy Plants
Note plants not in healthy growing condition, as determined by the
Contracting Officer, and as soon as seasonal conditions permit, remove and
replace with plants of the same species and sizes as originally specified.
Install replacement plantings.
3.3.7 Final Inspection
Final inspection will be made upon written request from the Contractor at
least 10 days prior to the last day of the establishment period. Final
inspection will be based upon satisfactory health and growth of plants and
on the following:
3.3.7.1 Total Plants on Site
Plants have been accepted and required number of replacements have been
installed.
3.3.7.2 Mulching and Weeding
Planter beds and earth mound water basins are properly mulched and free of
weeds.
3.3.7.3 Remedial Work
Remedial measures directed by the Contracting Officer to ensure plant
material survival and promote healthy growth have been completed.
3.3.8 Unsatisfactory Work
When work is found to not meet design intent and specifications,
maintenance period will be extended at no additional cost to the
Government until work has been completed, inspected and accepted by
Contracting Officer.
3.4 FIELD QUALITY CONTROL
3.4.1 Maintenance Inspection Report
Provide maintenance inspection report to assure that landscape maintenance
is being performed in accordance with the specifications and in the best
interest of plant growth and survivability. Site observations must be
documented at the start of the establishment period, then quarterly
following the start, and at the end of establishment period. Submit
results of site observation visits to the Contracting Officer within 7
calendar days of each site observation visit.
3.4.2 Tree Staking and Guying Removal
Provide a certified letter that all stakes and guys are removed from all
project trees at the end of the establishment period.
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SECTION 32 11 23
AGGREGATE BASE COURSES
08/17
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by basic
designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO T 180 (2017) Standard Method of Test for
Moisture-Density Relations of Soils Using
a 4.54-kg (10-lb) Rammer and a 457-mm
(18-in.) Drop
AASHTO T 224 (2010) Standard Method of Test for
Correction for Coarse Particles in the
Soil Compaction Test
AASHTO T 88 (2013) Standard Method of Test for
Particle Size Analysis of Soils
ASTM INTERNATIONAL (ASTM)
ASTM C117 (2017) Standard Test Method for Materials
Finer than 75-um (No. 200) Sieve in
Mineral Aggregates by Washing
ASTM C127 (2015) Standard Test Method for Density,
Relative Density (Specific Gravity), and
Absorption of Coarse Aggregate
ASTM C128 (2015) Standard Test Method for Density,
Relative Density (Specific Gravity), and
Absorption of Fine Aggregate
ASTM C131/C131M (2014) Standard Test Method for Resistance
to Degradation of Small-Size Coarse
Aggregate by Abrasion and Impact in the
Los Angeles Machine
ASTM C136/C136M (2014) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C29/C29M (2017a) Standard Test Method for Bulk
Density ("Unit Weight") and Voids in
Aggregate
ASTM C88 (2013) Standard Test Method for Soundness
of Aggregates by Use of Sodium Sulfate or
Magnesium Sulfate
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ASTM D1556/D1556M (2015; E 2016) Standard Test Method for
Density and Unit Weight of Soil in Place
by Sand-Cone Method
ASTM D1557 (2012; E 2015) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D2167 (2015) Density and Unit Weight of Soil in
Place by the Rubber Balloon Method
ASTM D2487 (2017) Standard Practice for
Classification of Soils for Engineering
Purposes (Unified Soil Classification
System)
ASTM D4318 (2017) Standard Test Methods for Liquid
Limit, Plastic Limit, and Plasticity Index
of Soils
ASTM D5821 (2013; R 2017) Standard Test Method for
Determining the Percentage of Fractured
Particles in Coarse Aggregate
ASTM D6938 (2017a) Standard Test Method for In-Place
Density and Water Content of Soil and
Soil-Aggregate by Nuclear Methods (Shallow
Depth)
ASTM D75/D75M (2014) Standard Practice for Sampling
Aggregates
ASTM E11 (2016) Standard Specification for Woven
Wire Test Sieve Cloth and Test Sieves
1.2 DEFINITIONS
For the purposes of this specification, the following definitions apply.
1.2.1 Aggregate Base Course
Aggregate base course (ABC) is well graded, durable aggregate uniformly
moistened and mechanically stabilized by compaction.
1.2.2 Graded-Crushed Aggregate Base Course
Graded-crushed aggregate (GCA) base course is well graded, crushed,
durable aggregate uniformly moistened and mechanically stabilized by
compaction.
1.2.3 Degree of Compaction
Degree of compaction required, except as noted in the second sentence, is
expressed as a percentage of the maximum laboratory dry density obtained
by the test procedure presented in ASTM D1557 abbreviated as a percent of
laboratory maximum dry density. Since ASTM D1557 applies only to soils
that have 30 percent or less by weight of their particles retained on the
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3/4 inch sieve, the degree of compaction for material having more than 30
percent by weight of their particles retained on the 3/4 inch sieve will
be expressed as a percentage of the laboratory maximum dry density in
accordance with AASHTO T 180 Method D and corrected with AASHTO T 224.
1.3 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. Submittals with an "S"
are for inclusion in the Sustainability eNotebook, in conformance to
Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in
accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Plant, Equipment, and Tools
SD-06 Test Reports
Initial Tests
1.4 EQUIPMENT, TOOLS, AND MACHINES
All plant, equipment, and tools used in the performance of the work will
be subject to approval by the Contracting Officer before the work is
started. Maintain all plant, equipment, and tools in satisfactory working
condition at all times. Submit a list of proposed equipment, including
descriptive data. Use equipment capable of minimizing segregation,
producing the required compaction, meeting grade controls, thickness
control, and smoothness requirements as set forth herein.
1.5 QUALITY ASSURANCE
Sampling and testing are the responsibility of the Contractor. Perform
sampling and testing using a laboratory approved in accordance with
Section 01 45 00.00 10 QUALITY CONTROL. Work requiring testing will not
be permitted until the testing laboratory has been inspected and
approved. Test the materials to establish compliance with the specified
requirements and perform testing at the specified frequency. The
Contracting Officer may specify the time and location of the tests.
Furnish copies of test results to the Contracting Officer within 24 hours
of completion of the tests.
1.5.1 Sampling
Take samples for laboratory testing in conformance with ASTM D75/D75M.
When deemed necessary, the sampling will be observed by the Contracting
Officer.
1.5.2 Tests
1.5.2.1 Sieve Analysis
Perform sieve analysis in conformance with ASTM C117 and ASTM C136/C136M
using sieves conforming to ASTM E11.
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1.5.2.2 Liquid Limit and Plasticity Index
Determine liquid limit and plasticity index in accordance with ASTM D4318.
1.5.2.3 Moisture-Density Determinations
Determine the laboratory maximum dry density and optimum moisture content
in accordance with paragraph DEGREE OF COMPACTION.
1.5.2.4 Field Density Tests
Measure field density in accordance with ASTM D1556/D1556M, ASTM D2167 or
ASTM D6938. For the method presented in ASTM D1556/D1556M use the base
plate as shown in the drawing. For the method presented in ASTM D6938
check the calibration curves and adjust them, if necessary, using only the
sand cone method as described in paragraph Calibration, of the ASTM
publication. Tests performed in accordance with ASTM D6938 result in a
wet unit weight of soil and ASTM D6938 will be used to determine the
moisture content of the soil. Also check the calibration curves furnished
with the moisture gauges along with density calibration checks as
described in ASTM D6938. Make the calibration checks of both the density
and moisture gauges using the prepared containers of material method, as
described in paragraph Calibration of ASTM D6938, on each different type
of material being tested at the beginning of a job and at intervals as
directed. Submit calibration curves and related test results prior to
using the device or equipment being calibrated.
1.5.2.5 Wear Test
Perform wear tests on ABC and GCA course material in conformance with
ASTM C131/C131M.
1.5.2.6 Soundness
Perform soundness tests on GCA in accordance with ASTM C88.
1.5.2.7 Weight of Slag
Determine weight per cubic foot of slag in accordance with ASTM C29/C29M
on the ABC and GCA course material.
1.6 ENVIRONMENTAL REQUIREMENTS
Perform construction when the atmospheric temperature is above 35 degrees F.
When the temperature falls below 35 degrees F, protect all completed areas
by approved methods against detrimental effects of freezing. Correct
completed areas damaged by freezing, rainfall, or other weather conditions
to meet specified requirements.
PART 2 PRODUCTS
2.1 AGGREGATES
Provide ABC and GCA consisting of clean, sound, durable particles of
crushed stone, crushed slag, crushed gravel, crushed recycled concrete,
angular sand, or other approved material. Provide ABC that is free of
lumps of clay, organic matter, and other objectionable materials or
coatings. Provide GCA that is free of silt and clay as defined by
ASTM D2487, organic matter, and other objectionable materials or coatings.
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The portion retained on the No. 4 sieve is known as coarse aggregate;
that portion passing the No. 4 sieve is known as fine aggregate. When the
coarse and fine aggregate is supplied form more than one source, provide
aggregate from each source that meets the specified requirements. All
aggregates shall meet NCDOT Standard Specifications.
2.1.1 Coarse Aggregate
Provide coarse aggregates with angular particles of uniform density.
Separately stockpile coarse aggregate supplied from more than one source.
a. Crushed Gravel: Provide crushed gravel that has been manufactured by
crushing gravels and that meets all the requirements specified below.
b. Crushed Stone: Provide crushed stone consisting of freshly mined
quarry rock, meeting all the requirements specified below.
c. Crushed Recycled Concrete: Provide crushed recycled concrete
consisting of previously hardened portland cement concrete or other
concrete containing pozzolanic binder material. Provide recycled
concrete that is free of all reinforcing steel, bituminous concrete
surfacing, and any other foreign material and that has been crushed
and processed to meet the required gradations for coarse aggregate.
Reject recycled concrete aggregate exceeding this value. Provide
crushed recycled concrete that meets all other applicable requirements
specified below.
d. Crushed Slag: Provide crushed slag that is an air-cooled
blast-furnace product having an air dry unit weight of not less than
70 pcf as determined by ASTM C29/C29M, and meets all the requirements
specified below.
2.1.1.1 Aggregate Base Course
The percentage of loss of ABC coarse aggregate must not exceed 50 percent
when tested in accordance with ASTM C131/C131M. Provide aggregate that
contains no more than 30 percent flat and elongated particles. A flat
particle is one having a ratio of width to thickness greater than 3; an
elongated particle is one having a ratio of length to width greater than
3. In the portion retained on each sieve specified, the crushed
aggregates must contain at least 50 percent by weight of crushed pieces
having two or more freshly fractured faces determined in accordance with
ASTM D5821. When two fractures are contiguous, the angle between planes
of the fractures must be at least 30 degrees in order to count as two
fractured faces. Manufacture crushed gravel from gravel particles 50
percent of which, by weight, are retained on the maximum size sieve listed
in TABLE 1.
2.1.1.2 Graded-Crushed Aggregate Base Course
The percentage of loss of GCA coarse aggregate must not exceed 50 percent
loss when tested in accordance with ASTM C131/C131M. Provide GCA coarse
aggregate that does not exhibit a loss greater than 18 percent weighted
average, at five cycles, when tested for soundness in magnesium sulfate,
or 12 percent weighted average, at five cycles, when tested in sodium
sulfate in accordance with ASTM C88. Provide aggregate that contains no
more than 20 percent flat and elongated particles for the fraction
retained on the 1/2 inch sieve nor 20 percent for the fraction passing the
1/2 inch sieve. A flat particle is one having a ratio of width to
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thickness greater than 3; an elongated particle is one having a ratio of
length to width greater than 3. In the portion retained on each sieve
specified, the crushed aggregate must contain at least 90 percent by
weight of crushed pieces having two or more freshly fractured faces
determined in accordance with ASTM D5821. When two fractures are
contiguous, the angle between planes of the fractures must be at least 30
degrees in order to count as two fractured faces. Manufacture crushed
gravel from gravel particles 90 percent of which by weight are retained on
the maximum size sieve listed in TABLE 1.
2.1.2 Fine Aggregate
Provide fine aggregates consisting of angular particles of uniform density.
2.1.2.1 Aggregate Base Course
Provide ABC fine aggregate that consists of screenings, angular sand,
crushed recycled concrete fines, or other finely divided mineral matter
processed or naturally combined with the coarse aggregate.
2.1.2.2 Graded-Crushed Aggregate Base Course
Provide GCA fine aggregate consisting of angular particles produced by
crushing stone, slag, recycled concrete, or gravel that meets the
requirements for wear and soundness specified for GCA coarse aggregate.
Produce fine aggregate by crushing only particles larger than No. 4 sieve
in size. Provide fine aggregate that contains at least 90 percent by
weight of particles having two or more freshly fractured faces in the
portion passing the No. 4 sieve and retained on the No. 10 sieve, and in
the portion passing the No. 10 sieve and retained on the No. 40 sieve.
2.1.3 Gradation Requirements
Apply the specified gradation requirements to the completed base course.
Provide aggregates that are continuously well graded within the limits
specified in TABLE 1. Use sieves that conform to ASTM E11.
TABLE 1. GRADATION OF AGGREGATES
Percentage by Weight Passing Square-Mesh Sieve
Sieve
Designation ABC
------------------------
2 inch ----
1-1/2 inch 100
1 inch 75-97
1/2 inch 55-80
No. 4 35-55
No. 10 25-45
No. 40 14-30
No. 200 4-12
NOTE 1: Particles having diameters less than 0.02 mm must not be in
excess of 3 percent by weight of the total sample tested as determined in
accordance with AASHTO T 88.
NOTE 2: The values are based on aggregates of uniform specific gravity.
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If materials from different sources are used for the coarse and fine
aggregates, test the materials in accordance with ASTM C127 and ASTM C128
to determine their specific gravities. Correct the percentages passing
the various sieves as directed by the Contracting Officer if the specific
gravities vary by more than 10 percent.
2.2 LIQUID LIMIT AND PLASTICITY INDEX
Apply liquid limit and plasticity index requirements to the completed
course and to any component that is blended to meet the required
gradation. The portion of any component or of the completed course
passing the No. 40 sieve must be either nonplastic or have a liquid limit
not greater than 25 and a plasticity index not greater than 5.
2.3 TESTS, INSPECTIONS, AND VERIFICATIONS
2.3.1 Initial Tests
Perform one of each of the following tests, on the proposed material prior
to commencing construction, to demonstrate that the proposed material
meets all specified requirements when furnished. Complete this testing
for each source if materials from more than one source are proposed.
a. Sieve Analysis.
b. Liquid limit and plasticity index.
c. Moisture-density relationship.
d. Wear.
e. Soundness.
f. Weight per cubic foot of Slag.
Submit certified copies of test results for approval not less than 30 days
before material is required for the work.
2.3.2 Approval of Material
Tentative approval of material will be based on initial test results.
PART 3 EXECUTION
3.1 GENERAL REQUIREMENTS
When the ABC or GCA is constructed in more than one layer, clean the
previously constructed layer of loose and foreign matter by sweeping with
power sweepers or power brooms, except that hand brooms may be used in
areas where power cleaning is not practicable. Provide adequate drainage
during the entire period of construction to prevent water from collecting
or standing on the working area.
3.2 OPERATION OF AGGREGATE SOURCES
Clearing, stripping, and excavating are the responsibility of the
Contractor. Condition aggregate sources on Government property to readily
drain and leave in a satisfactory condition upon completion of the work.
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3.3 STOCKPILING MATERIAL
Clear and level storage sites prior to stockpiling of material. Stockpile
all materials, including approved material available from excavation and
grading, in the manner and at the locations designated. Stockpile
aggregates on the cleared and leveled areas designated by the Contracting
Officer to prevent segregation. Stockpile materials obtained from
different sources separately.
3.4 PREPARATION OF UNDERLYING COURSE OR SUBGRADE
Clean the underlying course or subgrade of all foreign substances prior to
constructing the base course(s). Do not construct base course(s) on
underlying course or subgrade that is frozen. Construct the surface of
the underlying course or subgrade to meet specified compaction and surface
tolerances. Correct ruts or soft yielding spots in the underlying
courses, areas having inadequate compaction, and deviations of the surface
from the specified requirements set forth herein by loosening and removing
soft or unsatisfactory material and adding approved material, reshaping to
line and grade, and recompacting to specified density requirements. For
cohesionless underlying courses or subgrades containing sands or gravels,
as defined in ASTM D2487, stabilize the surface prior to placement of the
base course(s). Stabilize by mixing ABC or GCA into the underlying course
and compacting by approved methods. Consider the stabilized material as
part of the underlying course and meet all requirements of the underlying
course. Do not allow traffic or other operations to disturb the finished
underlying course and maintain in a satisfactory condition until the base
course is placed.
3.5 GRADE CONTROL
Provide a finished and completed base course conforming to the lines,
grades, and cross sections shown. Place line and grade stakes as
necessary for control.
3.6 MIXING AND PLACING MATERIALS
Mix the coarse and fine aggregates in a stationary plant. Make
adjustments in mixing procedures or in equipment, as directed, to obtain
true grades, to minimize segregation or degradation, to obtain the
required water content, and to insure a satisfactory base course meeting
all requirements of this specification. Place the mixed material on the
prepared subgrade or subbase in layers of uniform thickness with an
approved spreader. Place the layers so that when compacted they will be
true to the grades or levels required with the least possible surface
disturbance. Where the base course is placed in more than one layer,
clean the previously constructed layers of loose and foreign matter by
sweeping with power sweepers, power brooms, or hand brooms, as directed.
Make adjustments in placing procedures or equipment as may be directed by
the Contracting Officer to obtain true grades, to minimize segregation and
degradation, to adjust the water content, and to insure an acceptable base
course.
3.7 LAYER THICKNESS
Compact the completed base course to the thickness indicated. No
individual layer may be thicker than 6 inches nor be thinner than 3 inches
in compacted thickness. Compact the base course(s) to a total thickness
that is within 1/2 inch of the thickness indicated. Where the measured
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thickness is more than 1/2 inch deficient, correct such areas by
scarifying, adding new material of proper gradation, reblading, and
recompacting as directed. Where the measured thickness is more than 1/2
inch thicker than indicated, the course will be considered as conforming
to the specified thickness requirements. The average job thickness will
be the average of all thickness measurements taken for the job and must be
within 1/4 inch of the thickness indicated. Measure the total thickness
of the base course at intervals of one measurement for each 500 square
yards of base course. Measure total thickness using 3 inch diameter test
holes penetrating the base course.
3.8 COMPACTION
Compact each layer of the base course, as specified, with approved
compaction equipment. Maintain water content during the compaction
procedure to within plus or minus 3 percent of the optimum water content
determined from laboratory tests as specified in this Section. Begin
rolling at the outside edge of the surface and proceed to the center,
overlapping on successive trips at least one-half the width of the
roller. Slightly vary the length of alternate trips of the roller.
Adjust speed of the roller as needed so that displacement of the aggregate
does not occur. Compact mixture with hand-operated power tampers in all
places not accessible to the rollers. Continue compaction until each
layer is compacted through the full depth to at least 100 percent of
laboratory maximum density. Make such adjustments in compacting or
finishing procedures as may be directed by the Contracting Officer to
obtain true grades, to minimize segregation and degradation, to reduce or
increase water content, and to ensure a satisfactory base course. Remove
any materials found to be unsatisfactory and replace with satisfactory
material or rework, as directed, to meet the requirements of this
specification.
3.9 EDGES OF BASE COURSE
Place the base course(s) so that the completed section will be a minimum of
2 feet wider, on all sides, than the next layer that will be placed above
it. Place approved material along the outer edges of the base course in
sufficient quantity to compact to the thickness of the course being
constructed. When the course is being constructed in two or more layers,
simultaneously roll and compact at least a 2 foot width of this shoulder
material with the rolling and compacting of each layer of the base course,
as directed.
3.10 FINISHING
Finish the surface of the top layer of base course after final compaction
by cutting any overbuild to grade and rolling with a steel-wheeled
roller. Do not add thin layers of material to the top layer of base
course to meet grade. If the elevation of the top layer of base course is
1/2 inch or more below grade, scarify the top layer to a depth of at least
3 inches and blend new material in and compact to bring to grade. Make
adjustments to rolling and finishing procedures as directed by the
Contracting Officer to minimize segregation and degradation, obtain
grades, maintain moisture content, and insure an acceptable base course.
Should the surface become rough, corrugated, uneven in texture, or traffic
marked prior to completion, scarify the unsatisfactory portion and rework
and recompact it or replace as directed.
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3.11 SMOOTHNESS TEST
Construct the top layer so that the surface shows no deviations in excess
of 3/8 inch when tested with a 12 foot straightedge. Take measurements in
successive positions parallel to the centerline of the area to be paved.
Also take measurements perpendicular to the centerline at 50 foot
intervals. Correct deviations exceeding this amount by removing material
and replacing with new material, or by reworking existing material and
compacting it to meet these specifications.
3.12 FIELD QUALITY CONTROL
3.12.1 In-Place Tests
Perform each of the following tests on samples taken from the placed and
compacted ABC and GCA. Take samples and test at the rates indicated.
a. Perform density tests on every lift of material placed and at a
frequency of one set of tests for every 250 square yards, or portion
thereof, of completed area.
b. Perform sieve analysis on every lift of material placed and at a
frequency of one sieve analysis for every 500 square yards, or portion
thereof, of material placed.
c. Perform liquid limit and plasticity index tests at the same frequency
as the sieve analysis.
d. Measure the thickness of the base course at intervals providing at
least one measurement for each 500 square yards of base course or part
thereof. Measure the thickness using test holes, at least 3 inch in
diameter through the base course.
3.12.2 Approval of Material
Final approval of the materials will be based on tests for gradation,
liquid limit, and plasticity index performed on samples taken from the
completed and fully compacted course(s).
3.13 TRAFFIC
Completed portions of the base course may be opened to limited traffic,
provided there is no marring or distorting of the surface by the traffic.
Do not allow heavy equipment on the completed base course except when
necessary for construction. When it is necessary for heavy equipment to
travel on the completed base course, protect the area against marring or
damage to the completed work.
3.14 MAINTENANCE
Maintain the base course in a satisfactory condition until the full
pavement section is completed and accepted. Immediately repair any
defects and repeat repairs as often as necessary to keep the area intact.
Retest any base course that was not paved over prior to the onset of
winter to verify that it still complies with the requirements of this
specification. Rework or replace any area of base course that is damaged
as necessary to comply with this specification.
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3.15 DISPOSAL OF UNSATISFACTORY MATERIALS
Dispose of any unsuitable materials that have been removed outside the
limits of Government-controlled land. No additional payments will be made
for materials that have to be replaced.
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SECTION 32 13 13.06
PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE FACILITIES
11/11
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.
AMERICAN CONCRETE INSTITUTE (ACI)
ACI 211.1 (1991; R 2009) Standard Practice for
Selecting Proportions for Normal,
Heavyweight and Mass Concrete
ACI 301 (2016) Specifications for Structural
Concrete
ACI 305.1 (2014) Specification for Hot Weather
Concreting
ACI 306.1 (1990; R 2002) Standard Specification for
Cold Weather Concreting
ACI 325.12R (2002; R 2013) Guide for Design of Jointed
Concrete Pavements for Streets and Local
Roads
ACI 330R (2008) Guide for the Design and
Construction of Concrete Parking Lots
AMERICAN WATER WORKS ASSOCIATION (AWWA)
AWWA C215 (2016) Extruded Polyolefin Coatings for
Steel Water Pipe
ASTM INTERNATIONAL (ASTM)
ASTM A184/A184M (2017) Standard Specification for Welded
Deformed Steel Bar Mats for Concrete
Reinforcement
ASTM A615/A615M (2016) Standard Specification for Deformed
and Plain Carbon-Steel Bars for Concrete
Reinforcement
ASTM A966/A966M (2015) Standard Test Method for Magnetic
Particle Examination of Steel Forgings
Using Alternating Current
ASTM C1077 (2017) Standard Practice for Agencies
Testing Concrete and Concrete Aggregates
for Use in Construction and Criteria for
Testing Agency Evaluation
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ASTM C1260 (2014) Standard Test Method for Potential
Alkali Reactivity of Aggregates
(Mortar-Bar Method)
ASTM C143/C143M (2015) Standard Test Method for Slump of
Hydraulic-Cement Concrete
ASTM C150/C150M (2018) Standard Specification for Portland
Cement
ASTM C1549 (2016) Standard Test Method for
Determination of Solar Reflectance Near
Ambient Temperature Using a Portable Solar
Reflectometer
ASTM C1567 (2013) Standard Test Method for Potential
Alkali-Silica Reactivity of Combinations
of Cementitious Materials and Aggregate
(Accelerated Mortar-Bar Method)
ASTM C1602/C1602M (2012) Standard Specification for Mixing
Water Used in Production of Hydraulic
Cement Concrete
ASTM C171 (2016) Standard Specification for Sheet
Materials for Curing Concrete
ASTM C172/C172M (2017) Standard Practice for Sampling
Freshly Mixed Concrete
ASTM C231/C231M (2017a) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C260/C260M (2010a; R 2016) Standard Specification for
Air-Entraining Admixtures for Concrete
ASTM C309 (2011) Standard Specification for Liquid
Membrane-Forming Compounds for Curing
Concrete
ASTM C31/C31M (2018b) Standard Practice for Making and
Curing Concrete Test Specimens in the Field
ASTM C33/C33M (2018) Standard Specification for Concrete
Aggregates
ASTM C494/C494M (2017) Standard Specification for Chemical
Admixtures for Concrete
ASTM C618 (2017a) Standard Specification for Coal
Fly Ash and Raw or Calcined Natural
Pozzolan for Use in Concrete
ASTM C78/C78M (2018) Standard Test Method for Flexural
Strength of Concrete (Using Simple Beam
with Third-Point Loading)
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ASTM C94/C94M (2017a) Standard Specification for
Ready-Mixed Concrete
ASTM C989/C989M (2018) Standard Specification for Slag
Cement for Use in Concrete and Mortars
U.S. DEPARTMENT OF DEFENSE (DOD)
UFC 3-250-01 (2016) Pavement Design for Roads and
Parking Areas
1.2 DESIGN
This materials and construction specification is intended to be used on
projects where the design was completed using UFC 3-250-01 Pavement Design
for Roads, Streets, Walks, and Open Storage Areas, ACI 330R, Guide for the
Design and Construction of Concrete Parking Lots or ACI 325.12R, Guide for
Design of Jointed Concrete Pavements for Streets and Local Roads, or
equivalent.
1.3 RELATED SECTIONS
Portland cement concrete pavement must use Section 32 11 23 AGGREGATE BASE
COURSES, in addition to this section.
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. Submittals with an "S"
are for inclusion in the Sustainability eNotebook, in conformance with
Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in
accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Curing Materials
Admixtures
Dowel
Reinforcement
Submit a complete list of materials including type, brand and
applicable reference specifications.
Cementitious Materials
Aggregate
Albedo
Provide information identifying the reflectance of the pavement.
SD-05 Design Data
Concrete Mix Design; G
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Thirty days minimum prior to concrete placement, submit a mix
design, with applicable tests, for each strength and type of
concrete for approval. Submit a complete list of materials
including type; brand; source and amount of cement, fly ash, slag,
and admixtures; and applicable reference specifications. Provide
mix proportion data using at least three different water-cement
ratios for each type of mixture, which will produce a range of
strength encompassing those required for each class and type of
concrete required. Submittal must clearly indicate where each mix
design will be used when more than one mix design is submitted.
Obtain acknowledgement of approvals prior to concrete placement.
Submit a new mix design for each material source change.
SD-06 Test Reports
Aggregate Tests
Concrete Slump Tests
Air Content Tests
Flexural Strength Tests
Cementitious Materials
SD-07 Certificates
Ready-mixed Concrete Plant
Batch Tickets
Cementitious Materials
1.5 DELIVERY, STORAGE, AND HANDLING
ASTM C94/C94M.
1.6 QUALITY ASSURANCE
1.6.1 Ready-mixed Concrete Plant Certification
Unless otherwise approved by the Contracting Officer, ready mixed concrete
must be produced and provided by a National Ready-Mix Concrete Association
(NRMCA) certified plant. If a volumetric mobile mixer is used to produce
the concrete, rather than ready-mixed concrete, the mixer(s) must conform
to the standards of the Volumetric Mixer Manufacturers Bureau (VMMB).
Verification must be made by a current VMMB conformance plate affixed to
the volumetric mixer equipment.
1.6.2 Contractor Qualifications
Unless waived by the Contracting Officer, the Contractor must meet one of
the following criteria:
a. Contractor must have at least one National Ready Mixed Concrete
Association (NRMCA) certified concrete craftsman and at least one
American Concrete Institute (ACI) Flatwork Finisher Certified
craftsman on site, overseeing each placement crew during all concrete
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placement.

b. Contractor must have no less than three NRMCA certified concrete
installers and at least two American Concrete Institute (ACI) Flatwork
Finisher Certified installers, who must be on site working as members
of each placement crew during all concrete placement.
1.6.3 Required Information
Submit copies of laboratory test reports showing that the mix has been
successfully tested to produce concrete with the properties specified and
that mix will be suitable for the job conditions. The laboratory test
reports must include mill test and all other test for cementitious
materials, aggregates, and admixtures. Provide maximum nominal aggregate
size, combined aggregate gradation analysis, percentage retained and
passing sieve, and a graph of percentage retained verses sieve size.
Submit test reports along with the concrete mix design. Sampling and
testing of materials, concrete mix design, sampling and testing in the
field must be performed by a commercial testing laboratory which conforms
to ASTM C1077. The laboratory must be approved in writing by the
Contracting Officer.
1.6.4 Batch Tickets
ASTM C94/C94M. Submit mandatory batch ticket information for each load of
ready-mixed concrete.
PART 2 PRODUCTS
2.1 MATERIALS
2.1.1 Cementitious Materials
Cementitious materials in concrete mix must be 20 to 50 percent
non-portland cement pozzolanic materials by weight. Provide test data
demonstrating compatibility and performance of concrete satisfactory to
Contracting Officer.
2.1.1.1 Cement
ASTM C150/C150M, Type I or II III, for high early concrete.
2.1.1.2 Fly Ash and Pozzolan
ASTM C618, Type F, or N. Fly ash certificates must include test results
in accordance with ASTM C618.
2.1.1.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan
Ultra Fine Fly Ash (UFFA) and Ultra Fine Pozzolan (UFP) must conform to
ASTM C618, Class F or N, and the following additional requirements:
a. The strength activity index at 28 days of age must be at least 95
percent of the control specimens.
b. The average particle size must not exceed 6 microns.
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2.1.1.4 Slag
ASTM C989/C989M, Slag Cement (formerly Ground Granulated Blast Furnace
Slag) Grade 100 or 120. Certificates must include test results in
accordance with ASTM C989/C989M.
2.1.1.5 Supplementary Cementitious Materials (SCM) Content
The concrete mix must always contain one of the SCMs listed in Table 1
within the range specified therein, whether or not the aggregates are
found to be reactive in accordance with the paragraph ALKALI REACTIVITY
TEST".
TABLE 1
SUPPLEMENTARY CEMENTITIOUS MATERIALS CONTENT
Supplementary Cementitious Material Minimum Content
(percent)
Maximum Content
(percent)
Class N Pozzolan and Class F Fly Ash
SiO2 + Al2O3 + Fe2O3 > 70 percent 25 35
SiO2 + A12O3 + Fe2O3 > 80 percent 20 35
SiO2 + A12O3 + Fe2O3 > 90 percent 15 35
UFFA and UFP 7 16
GGBF Slag 40 50
2.1.2 Water
Water must conform to ASTM C1602/C1602M. Hot water must not be used unless
approved by the Contracting Officer.
2.1.3 Aggregate
Coarse aggregate must consist of crushed or uncrushed gravel, crushed
stone, or a combination thereof. Aggregates, as delivered to the mixers,
must consist of clean, hard, uncoated particles. Coarse aggregate must be
washed. Washing must be sufficient to remove dust and other coatings.
Fine aggregate must consist of natural sand, manufactured sand, or a
combination of the two, and must be composed of clean, hard, durable
particles. Both coarse and fine aggregates must meet the requirements of
ASTM C33/C33M.
2.1.3.1 Alkali Reactivity Test
Aggregates to be used in all concrete in projects over 50,000 SF in size
must be evaluated and tested for alkali-aggregate reactivity in accordance
with ASTM C1260. The types of aggregates must be evaluated in a
combination which matches the proposed mix design (including Class F fly
ash or GGBF slag), utilizing ASTM C1567. Test results of the combination
must have a measured expansion of less than 0.08 percent at 28 days.
Should the test data indicate an expansion of greater than 0.08%, the
aggregate(s) must be rejected and new aggregate sources must be submitted
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for retesting or may submit additional test results incorporating Lithium
Nitrate for consideration.
ASTM C1567 must be performed as follows to include one of the following
options:
a. Utilize the low alkali Portland cement and Class F fly ash in
combination for the test proportioning. The laboratory must use the
Contractor's proposed percentage of cement and fly ash.
b. Utilize the low alkali Portland cement and ground granulated blast
furnace (GGBF) slag in combination for the test proportioning. The
laboratory must use the Contractor's proposed percentage of cement and
GGBF.
c. Utilize the low alkali Portland cement and Class F fly ash and ground
granulated blast furnace (GGBF) slag in combination for the test
proportioning. The laboratory must use the Contractor's proposed
percentage of cement, fly ash and GGBF.
2.1.3.2 Fine Aggregates
ASTM C33/C33M.
2.1.3.3 Coarse Aggregates
ASTM C33/C33M.
2.1.4 Admixtures
ASTM C494/C494M: Type A, water reducing; Type B, retarding; Type C,
accelerating; Type D, water-reducing and retarding; and Type E,
water-reducing and accelerating admixture. Do not use calcium chloride
admixtures. Where not shown or specified, the use of admixtures is
subject to written approval of the Contracting Officer.
ASTM C260/C260M: Air-entraining.
2.1.5 Reinforcement
2.1.5.1 Dowel Bars
Bars must conform to ASTM A615/A615M, Grade 60 for plain billet-steel bars
of the size and length indicated. Remove all burrs and projections from
the bars.
2.1.5.2 Coated Dowel Bars
Bars must conform to ASTM A615/A615M, Grade 60 for plain billet-steel bars
of the size and length indicated. Remove all burrs or projections from
the dowel bars. Coating system must conform to AWWA C215, Type 2. Coat
the bars with a double coat system or an epoxy coating system for
resistance to penetration of oil and salt solutions. The systems must be
in accordance with manufacturer's recommendation for coatings which are
not bondable to concrete. Bond the coating to the dowel bar to resist
laps or folds during movement of the joint. Coating thickness must be 7
mils minimum and 20 mils maximum.
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2.1.5.3 Tie Bars
Bars must be billet or axle steel deformed bars and conform to
ASTM A615/A615M or ASTM A966/A966M Grade 60.
2.1.5.4 Reinforcement
Deformed steel bar mats must conform to ASTM A184/A184M. Bar
reinforcement must conform to ASTM A615/A615M ASTM A966/A966M, Grade 60.
2.1.6 Curing Materials
2.1.6.1 White-Burlap-Polyethylene Sheet
ASTM C171, 0.004 inch thick white opaque polyethylene bonded to 10
oz/linear yard (40 inch) wide burlap.
2.1.6.2 Liquid Membrane-Forming Compound
ASTM C309, white pigmented, Type 2, Class B, free of paraffin or petroleum.
2.1.7 Joint Fillers and Sealants
Provide as specified in Section 32 01 19 FIELD MOLDED SEALANTS FOR SEALING
JOINTS IN RIGID PAVEMENTS.
2.2 CONCRETE PAVEMENT
2.2.1 Joint Layout Drawings
If jointing requirements on the project drawings are not compatible with
the proposed placement sequence, submit a joint layout plan shop drawing
to the Contracting Officer for approval. No work must be allowed to start
until the joint layout plan is approved. The joint layout plan must
indicate and describe in the detail the proposed jointing plan for
contraction joints, expansion joints, and construction joints, in
accordance with the following:
a. Indicate locations of contraction joints, construction joints, and
expansion joints. Spacing between contraction joints must not exceed
15 feet unless noted otherwise or approved by the Contracting Officer.
b. The larger dimension of a panel must not be greater than 125% of the
smaller dimension.
c. The minimum angle between two intersecting joints must be 80 degrees,
unless noted otherwise or approved by the Contracting Officer.
d. Joints must intersect pavement-free edges at a 90 degree angle the
pavement edge and must extend straight for a minimum of 1.5 feet from
the pavement edge, where possible.
e. Align joints of adjacent panels.
f. Align joints in attached curbs with joints in pavement when possible.
g. Ensure joint depth, widths, and dimensions are specified.
h. Minimum contraction joint depth must be 1/4 of the pavement thickness.
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The minimum joint width must be 1/8 inch.
i. Use expansion joints only where pavement abuts buildings, foundations,
manholes, and other fixed objects.
2.2.2 Albedo
Provide a system with a minimum initial Solar Reflectance of at least 0.33
and a 3-year aged of 0.28 as tested in accordance with ASTM C1549.
2.3 CONTRACTOR-FURNISHED MIX DESIGN
Contractor-furnished concrete mix must be designed in accordance with
ACI 211.1 except as modified herein, and the mix design must be as
specified herein under paragraph SUBMITTALS. The concrete must have a
minimum flexural strength of 650 pounds per square inch at 28 days. The
concrete may be air entrained. If air entrainment is used the air content
must be 6.0. Maximum size aggregate for slip forming must be 1.5 inches.
The slump must be one to 3 inches (or less when slip form is used). For
slipformed pavement, at the start of the project, select a maximum
allowable slump which will produce in-place pavement meeting the specified
tolerances for control of edge slump. The selected slump must be
applicable to both pilot and fill-in lanes.
If the cementitious material is not sufficient to produce concrete of the
flexural strength required it must be increased as necessary, without
additional compensation under the Contract. The cementitious factor must
be calculated using cement, Class F fly ash, and or GGBF slag. The mix
must use a SCM material by weight in accordance with Table 1 in
"Supplementary Cementitious Materials (SCM) Content"
PART 3 EXECUTION
3.1 FORMS
3.1.1 Construction
Construct forms to be removable without damaging the concrete.
3.1.2 Coating
Before placing the concrete, coat the contact surfaces of forms with a
non-staining mineral oil, non-staining form coating compound,
biodegradable form release agent, or two coats of nitro-cellulose lacquer.
3.1.3 Grade and Alignment
Check and correct grade elevations and alignment of the forms immediately
before placing the concrete.
3.2 REINFORCEMENT
3.2.1 Dowel Bars
Install bars accurately aligned, vertically and horizontally, at indicated
locations and to the dimensions and tolerances indicated. Before
installation thoroughly grease the sliding portion of each dowel. Dowels
must remain in position during concrete placement and curing.
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3.2.2 Coated Dowel Bars
Install bars, accurately aligned vertically and horizontally, at indicated
locations and to the dimensions and tolerances indicated. Reject coatings
which are perforated, cracked or otherwise damaged. While handling avoid
scuffing or gouging of the coatings.
3.2.3 Tie Bars
Install bars, accurately aligned horizontally and vertically, at indicated
locations. For slipform construction, insert bent tie bars by hand or
other approved means.
3.2.4 Setting Slab Reinforcement
Reinforcement must be positioned on suitable chairs prior to concrete
placement. At expansion, contraction and construction joints, place the
reinforcement as indicated. Reinforcement, when placed in concrete, must
be free of mud, oil, scale or other foreign materials. Place
reinforcement accurately and wire securely. The laps at splices must be
12 inches minimum and the distances from ends and sides of slabs and
joints must be as indicated.
3.3 MEASURING, MIXING, CONVEYING, AND PLACING CONCRETE
3.3.1 Measuring
ASTM C94/C94M.
3.3.2 Mixing
ASTM C94/C94M, except as modified herein. Begin mixing within 30 minutes
after cement has been added to aggregates. When the air temperature is
greater than 85 degrees F, place concrete within 60 minutes. With the
approval of the Contracting Officer, a hydration stabilizer admixture
meeting the requirements of ASTM C494/C494M Type D, may be used to extend
the placement time to 90 minutes. Additional water may be added to bring
slump within required limits as specified in Section 11.7 of ASTM C94/C94M,
provided that the specified water-cement ratio is not exceeded.
3.3.3 Conveying
ASTM C94/C94M.
3.3.4 Placing
Follow guidance of ACI 301, except as modified herein. Do not exceed a
free vertical drop of 5 feet from the point of discharge. Deposit concrete
either directly from the transporting equipment or by conveyor on to the
pre-wetted subgrade or subbase, unless otherwise specified. Do not place
concrete on frozen subgrade or subbase. Deposit the concrete between the
forms to an approximately uniform height. Place concrete continuously at a
uniform rate, with minimum amount of segregation, without damage to the
grade and without unscheduled stops except for equipment failure or other
emergencies. If this occurs within 10 feet of a previously placed
expansion joint, remove concrete back to joint, repair any damage to
grade, install a construction joint and continue placing concrete only
after cause of the stop has been corrected.
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3.3.5 Vibration
Immediately after spreading concrete, consolidate concrete with internal
type vibrating equipment along the boundaries of all slabs regardless of
slab thickness, and interior of all concrete slabs 6 inches or more in
thickness. Limit duration of vibration to that necessary to produce
consolidation of concrete. Excessive vibration will not be permitted.
Vibrators must not be operated in concrete at one location for more than
15 seconds. Vibrating equipment of a type approved by the Contracting
Officer may be used to consolidate concrete in unreinforced pavement slabs
less than 6 inches thick.
3.3.5.1 Vibrating Equipment
Operate equipment, except hand-manipulated equipment, ahead of the
finishing machine. Select the number of vibrating units and power of each
unit to properly consolidate the concrete. Mount units on a frame that is
capable of vertical movement and, when necessary, radial movement, so
vibrators may be operated at any desired depth within the slab or be
completely withdrawn from the concrete. Clear distance between
frame-mounted vibrating units that have spuds that extend into the slab at
intervals across the paving lane must not exceed 30 inches. Distance
between end of vibrating tube and side form must not exceed 2 inches. For
pavements less than 10 inches thick, operate vibrators at mid-depth
parallel with or at a slight angle to the subbase. For thicker pavements,
angle vibrators toward the vertical, with vibrator tip preferably about 2
inches from subbase, and top of vibrator a few inches below pavement
surface. Vibrators may be pneumatic, gas driven, or electric, and must be
operated at frequencies within the concrete of not less than 8,000
vibrations per minute. Amplitude of vibration must be such that
noticeable vibrations occur at 1.5 foot radius when the vibrator is
inserted in the concrete to the depth specified.
3.3.6 Cold Weather
Except with authorization, do not place concrete when ambient temperature
is below 40 degrees F or when concrete is likely to be subjected to
freezing temperatures within 24 hours. When authorized, when concrete is
likely to be subjected to freezing within 24 hours after placing, heat
concrete materials so that temperature of concrete when deposited is
between 65 and 80 degrees F. Methods of heating materials are subject to
approval of the Contracting Officer. Do not heat mixing water above 165
degrees F. Remove lumps of frozen material and ice from aggregates before
placing aggregates in mixer. Follow practices found in ACI 306.1.
3.3.7 Hot Weather
Maintain required concrete temperature in accordance with Figure NRMCA
NOMOGRAPH FOR ESTIMATING EVAPORATION RATE ON THE BASIS OF MENZEL FORMULA
in ACI 305.1 to prevent evaporation rate from exceeding 0.2 pound of water
per square foot of exposed concrete per hour. Cool ingredients before
mixing or use other suitable means to control concrete temperature and
prevent rapid drying of newly placed concrete. After placement, use fog
spray, apply monomolecular film, or use other suitable means to reduce the
evaporation rate. Start curing when surface of fresh concrete is
sufficiently hard to permit curing without damage. Cool underlying
material by sprinkling lightly with water before placing concrete. Follow
practices found in ACI 305.1.
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3.4 PAVING
Pavement must be constructed with paving and finishing equipment utilizing
fixed forms or slipforms.
3.4.1 Consolidation
The paver vibrators must be inserted into the concrete not closer to the
underlying material than 2 inches. The vibrators or tamping units in
front of the paver must be automatically controlled so that they stop
immediately as forward motion ceases. Excessive vibration must not be
permitted. Concrete in small, odd-shaped slabs or in locations
inaccessible to the paver mounted vibration equipment must be vibrated
with a hand-operated immersion vibrator. Vibrators must not be used to
transport or spread the concrete.
3.4.2 Operation
When the paver is operated between or adjacent to previously constructed
pavement (fill-in lanes), provisions must be made to prevent damage to the
previously constructed pavement, including keeping the existing pavement
surface free of debris, and placing rubber mats beneath the paver tracks.
Transversely oscillating screeds and extrusion plates must overlap the
existing pavement the minimum possible, but in no case more than 8 inches.
3.4.3 Required Results
The paver-finisher must be operated to produce a thoroughly consolidated
slab throughout, true to line and grade within specified tolerances. The
paver-finishing operation must produce a surface finish free of
irregularities, tears, voids of any kind, and other discontinuities. It
must produce only a minimum of paste at the surface. Multiple passes of
the paver-finisher must not be permitted. The equipment and its operation
must produce a finished surface requiring no hand finishing, other than
the use of cutting straightedges, except in very infrequent instances. No
water, other than true fog sprays (mist), must be applied to the concrete
surface during paving and finishing.
3.4.4 Fixed Form Paving
Forms must be steel, except that wood forms may be used for curves having
a radius of 150 feet or less, and for fillets. Forms may be built up with
metal or wood, added only to the base, to provide an increase in depth of
not more than 25 percent. The base width of the form must be not less
than eight-tenths of the vertical height of the form, except that forms 8
inches or less in vertical height must have a base width not less than the
vertical height of the form. Wood forms for curves and fillets must be
adequate in strength and rigidly braced. Forms must be set on firm
material cut true to grade so that each form section when placed will be
firmly in contact with the underlying layer for its entire base. Forms
must not be set on blocks or on built-up spots of underlying material.
Forms must remain in place at least 12 hours after the concrete has been
placed. Forms must be removed without injuring the concrete.
3.4.5 Slipform Paving
The slipform paver must shape the concrete to the specified and indicated
cross section in one pass, and must finish the surface and edges so that
only a very minimum amount of hand finishing is required. Dowels must not
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be installed by dowel inserters attached to the paver or by any other
means of inserting the dowels into the plastic concrete.
3.4.6 Placing Reinforcing Steel
Reinforcement must be positioned on suitable chairs securely fastened to
the subgrade prior to concrete placement.
3.4.7 Placing Dowels and Tie Bars
Dowels must be installed with alignment not greater than 1/8 inch per ft.
Except as otherwise specified below, location of dowels must be within a
horizontal tolerance of plus or minus 5/8 inch and a vertical tolerance of
plus or minus 3/16 inch. The portion of each dowel intended to move
within the concrete or expansion cap must be painted with one coat of rust
inhibiting primer paint, and then oiled just prior to placement. Dowels
and tie bars in joints must be omitted when the center of the dowel or tie
bar is located within a horizontal distance from an intersecting joint
equal to or less than one-fourth of the slab thickness.
3.4.7.1 Contraction Joints
Dowels and tie bars in longitudinal and transverse contraction joints
within the paving lane must be held securely in place by means of rigid
metal basket assemblies. The dowels and tie bars must be welded to the
assembly or held firmly by mechanical locking arrangements that will
prevent them from becoming distorted during paving operations. The basket
assemblies must be held securely in the proper location by means of
suitable anchors.
3.4.7.2 Construction Joints-Fixed Form Paving
Installation of dowels and tie bars must be by the bonded-in-place method,
supported by means of devices fastened to the forms. Installation by
removing and replacing in preformed holes will not be permitted.
3.4.7.3 Dowels Installed in Hardened Concrete
Installation must be by bonding the dowels into holes drilled into the
hardened concrete. Holes approximately 1/8 inch greater in diameter than
the dowels must be drilled into the hardened concrete. Dowels must be
bonded in the drilled holes using epoxy resin injected at the back of the
hole before installing the dowel and extruded to the collar during
insertion of the dowel so as to completely fill the void around the
dowel. Application by buttering the dowel is not permitted. The dowels
must be held in alignment at the collar of the hole, after insertion and
before the grout hardens, by means of a suitable metal or plastic collar
fitted around the dowel. The vertical alignment of the dowels must be
checked by placing the straightedge on the surface of the pavement over
the top of the dowel and measuring the vertical distance between the
straightedge and the beginning and ending point of the exposed part of the
dowel. Where tie bars are required in longitudinal construction joints of
slipform pavement, bent tie bars must be installed at the paver, in front
of the transverse screed or extrusion plate. If tie bars are required, a
standard keyway must be constructed, and the bent tie bars must be
inserted into the plastic concrete through a 26 gauge thick metal keyway
liner. Tie bars must not be installed in preformed holes. The keyway
liner must be protected and must remain in place and become part of the
joint. Before placement of the adjoining paving lane, the tie bars must
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be straightened, without spalling the concrete around the bar.
3.4.7.4 Expansion Joints
Dowels in expansion joints must be installed by the bonded-in-place method
or by bonding into holes drilled in hardened concrete, using procedures
specified above.
3.5 FINISHING CONCRETE
Start finishing operations immediately after placement of concrete. Use
finishing machine, except hand finishing may be used in emergencies and
for concrete slabs in inaccessible locations or of such shapes or sizes
that machine finishing is impracticable. Finish pavement surface on both
sides of a joint to the same grade. Finish formed joints from a securely
supported transverse bridge. Provide hand finishing equipment for use at
all times. Transverse and longitudinal surface tolerances must not exceed
1/4 inch in 10 feet.
3.5.1 Side Form Finishing
Strike off and screed concrete to the required slope and cross-section by
a power-driven transverse finishing machine. Transverse rotating tube or
pipe is not permitted unless approved by the Contracting Officer.
Elevation of concrete must be such that, when consolidated and finished,
pavement surface will be adequately consolidated and at the required
grade. Equip finishing machine with two screeds which are readily and
accurately adjustable for changes in pavement slope and compensation for
wear and other causes. Make as many passes over each area of pavement and
at such intervals as necessary to give proper compaction, retention of
coarse aggregate near the finished surface, and a surface of uniform
texture, true to grade and slope. Do not permit excessive operation over
an area, which will result in an excess of mortar and water being brought
to the surface.
3.5.1.1 Equipment Operation
Maintain the travel of machine on the forms without lifting, wobbling, or
other variation of the machine which tend to affect the precision of
concrete finish. Keep the tops of the forms clean by a device attached to
the machine. During the first pass of the finishing machine, maintain a
uniform ridge of concrete ahead of the front screed for its entire length.
3.5.1.2 Joint Finish
Before concrete is hardened, correct edge slump of pavement, exclusive of
edge rounding, in excess of 0.02 foot. Finish concrete surface on each
side of construction joints to the same plane, and correct deviations
before newly placed concrete has hardened.
3.5.1.3 Hand Finishing
Strike-off and screed surface of concrete to elevations slightly above
finish grade so that when concrete is consolidated and finished pavement
surface is at the indicated elevation. Vibrate entire surface until
required compaction and reduction of surface voids is secured with a
strike-off template.
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3.5.1.4 Longitudinal Floating
After initial finishing, further smooth and consolidate concrete by means
of hand-operated longitudinal floats. Use floats that are not less than
12 feet long and 6 inches wide and stiffened to prevent flexing and
warping.
3.5.2 Texturing
Before the surface sheen has disappeared and before the concrete hardens,
the surface of the pavement must be given a texture as described herein.
Following initial texturing on the first day of placement, the Placing
Foreman, Contracting Officer representative, and a representative of the
Using Agency must inspect the texturing for compliance with design
requirements. After curing is complete, all textured surfaces must be
thoroughly power broomed to remove all debris. The concrete in areas of
recesses for tie-down anchors, lighting fixtures, and other outlets in the
pavement must be finished to provide a surface of the same texture as the
surrounding area.
3.5.2.1 Burlap Drag Finish
Before concrete becomes non-plastic, finish the surface of the slab by
dragging on the surface a strip of clean, wet burlap measuring from 3 to
10 feet long and 2 feet wider than the width of the pavement. Select
dimension of burlap drag so that at least 3 feet of the material is in
contact with the pavement. Drag the surface so as to produce a finished
surface with a fine granular or sandy texture without leaving disfiguring
marks.
3.5.2.2 Brooming
Finish the surface of the slab by brooming the surface with a new wire
broom at least 18 inches wide. Gently pull the broom over the surface of
the pavement from edge to edge just before the concrete becomes
non-plastic. Slightly overlap adjacent strokes of the broom. Broom
perpendicular to centerline of pavement so that corrugations produced will
be uniform in character and width, and not more than 1/16 inch in depth.
Broomed surface must be free from porous spots, irregularities,
depressions, and small pockets or rough spots such as may be caused by
accidentally disturbing particles of coarse aggregate embedded near the
surface.
3.5.3 Edging
At the time the concrete has attained a degree of hardness suitable for
edging, carefully finish slab edges, including edges at formed joints,
with an edge having a maximum radius of 1/8 inch. When brooming is
specified for the final surface finish, edge transverse joints before
starting brooming, then operate broom to obliterate as much as possible
the mark left by the edging tool without disturbing the rounded corner
left by the edger. Clean by removing loose fragments and soupy mortar
from corners or edges of slabs which have crumbled and areas which lack
sufficient mortar for proper finishing. Refill voids solidly with a
mixture of suitable proportions and consistency and refinish. Remove
unnecessary tool marks and edges. Remaining edges must be smooth and true
to line.
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3.5.4 Repair of Surface Defects
Follow guidance of ACI 301.
3.6 CURING AND PROTECTION
Protect concrete adequately from injurious action by sun, rain, flowing
water, frost, mechanical injury, tire marks and oil stains, and do not
allow it to dry out from the time it is placed until the expiration of the
minimum curing periods specified herein. Use White-Burlap-Polyethylene
Sheet or liquid membrane-forming compound, except as specified otherwise
herein. Do not use membrane-forming compound on surfaces where its
appearance would be objectionable, on surfaces to be painted, where
coverings are to be bonded to concrete, or on concrete to which other
concrete is to be bonded. Maintain temperature of air next to concrete
above 40 degrees F for the full curing periods.
3.6.1 White-Burlap-Polyethylene Sheet
Wet entire exposed surface thoroughly with a fine spray of water, saturate
burlap but do not have excessive water dripping off the burlap and then
cover concrete with White-Burlap-Polyethylene Sheet, burlap side down.
Lay sheets directly on concrete surface and overlap 12 inches. Make
sheeting not less than 18 inches wider than concrete surface to be cured,
and weight down on the edges and over the transverse laps to form closed
joints. Repair or replace sheets when damaged during curing. Check daily
to assure burlap has not lost all moisture. If moisture evaporates,
resaturate burlap and re-place on pavement (re-saturation and re-placing
must take no longer than 10 minutes per sheet). Leave sheeting on
concrete surface to be cured for at least 7 days.
3.6.2 Liquid Membrane-Forming Compound Curing
Apply compound immediately after surface loses its water sheen and has a
dull appearance and before joints are sawed. Agitate curing compound
thoroughly by mechanical means during use and apply uniformly in a
two-coat continuous operation by suitable power-spraying equipment. Total
coverage for the two coats must be at least one gallon of undiluted
compound per 200 square feet. Compound must form a uniform, continuous,
coherent film that will not check, crack, or peel and must be free from
pinholes or other imperfections. Apply an additional coat of compound
immediately to areas where film is defective. Respray concrete surfaces
that are subject to heavy rainfall within 3 hours after curing compound
has been applied in the same manner.
3.6.2.1 Protection of Treated Surfaces
Keep concrete surfaces to which liquid membrane-forming compounds have
been applied free from vehicular traffic and other sources of abrasion for
not less than 72 hours. Foot traffic is allowed after 24 hours for
inspection purposes. Maintain continuity of coating for entire curing
period and repair damage to coating immediately.
3.6.3 Liquid Chemical Sealer-Hardener
Apply sealer-hardener to interior floors not receiving floor covering and
floors located under access flooring. Apply the sealer-hardener in
accordance with manufacturer's recommendations. Seal or cover joints and
openings in which joint sealant is to be applied as required by the joint
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sealant manufacturer. The sealer-hardener must not be applied until the
concrete has been moist cured and has aged for a minimum of 30 days.
Apply a minimum of two coats of sealer-hardener.
3.7 FIELD QUALITY CONTROL
3.7.1 Sampling
The Contractor's approved laboratory must collect samples of fresh
concrete in accordance with ASTM C172/C172M during each working day as
required to perform tests specified herein. Make test specimens in
accordance with ASTM C31/C31M.
3.7.2 Consistency Tests
The Contractor's approved laboratory must perform concrete slump tests in
accordance with ASTM C143/C143M. Take samples for slump determination
from concrete during placement. Perform tests at the beginning of a
concrete placement operation and for each batch (minimum) or every 20
cubic yards (maximum) of concrete to ensure that specification
requirements are met. In addition, perform tests each time test beams and
cylinders are made.
3.7.3 Flexural Strength Tests
The Contractor's approved laboratory must test for flexural strength in
accordance with ASTM C78/C78M. Make four test specimens for each set of
tests. Test two specimens at 14 days, and the other two at 28 days.
Concrete strength will be considered satisfactory when the minimum of the
28-day test results equals or exceeds the specified 28-day flexural
strength, and no individual strength test is less than 550 pounds per
square inch. If the ratio of the 28-day strength test to the specified 28
-day strength is less than 65 percent, make necessary adjustments for
conformance. Frequency of flexural tests on concrete beams must be not
less than four test beams for each 50 cubic yards of concrete, or fraction
thereof, placed. Concrete which is determined to be defective, based on
the strength acceptance criteria therein, must be removed and replaced
with acceptable concrete.
3.7.4 Air Content Tests
Test air-entrained concrete for air content at the same frequency as
specified for slump tests. Determine percentage of air in accordance with
ASTM C231/C231M on samples taken during placement of concrete in forms.
3.7.5 Surface Testing
Surface testing for surface smoothness , edge slump and plan grade must be
performed as indicated below by the Testing Laboratory. The measurements
must be properly referenced in accordance with paving lane identification
and stationing, and a report given to the Contracting Officer within 24
hours after measurement is made. A final report of surface testing,
signed by a Registered Engineer, containing all surface measurements and a
description of all actions taken to correct deficiencies, must be provided
to the Contracting Officer upon conclusion of surface testing.
3.7.5.1 Surface Smoothness Requirements
The finished surfaces of the pavements must have no abrupt change of 1/8
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inch or more, and all pavements must be within the tolerances specified
when checked with a 12 foot straightedge: 1/5 inch longitudinal and 1/4
inch transverse directions for roads and streets and 1/4 inch for both
directions for other concrete surfaces, such as parking areas.
3.7.5.2 Surface Smoothness Testing Method
The surface of the pavement must be tested with the straightedge to
identify all surface irregularities exceeding the tolerances specified
above. The straightedge must be 12 feet and be constructed
of aluminum or other lightweight metal and must have blades of box or
box-girder cross section with flat bottom reinforced to ensure rigidity
and accuracy. Straightedges must have handles to facilitate movement on
pavement. The entire area of the pavement must be tested in both a
longitudinal and a transverse direction on parallel lines approximately 15
feet apart. The straightedge must be held in contact with the surface and
moved ahead one-half the length of the straightedge for each successive
measurement. The amount of surface irregularity must be determined by
placing the straightedge on the pavement surface and allowing it to rest
upon the two highest spots covered by its length and measuring the maximum
gap between the straightedge and the pavement surface, in the area between
these two high points.
3.7.6 Plan Grade Testing and Conformance
The surfaces must vary not more than 0.06 foot above or below the plan
grade line or elevation indicated. Each pavement category must be checked
for conformance with plan grade requirements by running lines of levels at
intervals to determine the elevation at each joint intersection.
3.7.7 Test for Pavement Thickness
At the direction of the Contracting Officer, full depth cores of 4 inch
diameter may be required every 2000 square feet of concrete pavement to
measure thickness.
3.7.8 Reinforcement
Inspect reinforcement prior to installation to assure it is free of loose
flaky rust, loose scale, oil, mud, or other objectionable material.
3.7.9 Dowels
Inspect dowel placement prior to placing concrete to assure that dowels
are of the size indicated, and are spaced, aligned and painted and oiled
as specified. Dowels must not deviate from vertical or horizontal
alignment after concrete has been placed by more than 1/8 inch per foot.
-- End of Section --
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SECTION 32 16 19
CONCRETE CURBS, GUTTERS AND SIDEWALKS
05/18
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M 182 (2005; R 2017) Standard Specification for
Burlap Cloth Made from Jute or Kenaf and
Cotton Mats
ASTM INTERNATIONAL (ASTM)
ASTM A1064/A1064M (2017) Standard Specification for
Carbon-Steel Wire and Welded Wire
Reinforcement, Plain and Deformed, for
Concrete
ASTM A615/A615M (2016) Standard Specification for Deformed
and Plain Carbon-Steel Bars for Concrete
Reinforcement
ASTM C143/C143M (2015) Standard Test Method for Slump of
Hydraulic-Cement Concrete
ASTM C171 (2016) Standard Specification for Sheet
Materials for Curing Concrete
ASTM C172/C172M (2017) Standard Practice for Sampling
Freshly Mixed Concrete
ASTM C173/C173M (2016) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Volumetric Method
ASTM C231/C231M (2017a) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C309 (2011) Standard Specification for Liquid
Membrane-Forming Compounds for Curing
Concrete
ASTM C31/C31M (2018) Standard Practice for Making and
Curing Concrete Test Specimens in the Field
ASTM C920 (2018) Standard Specification for
Elastomeric Joint Sealants
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ASTM D1751 (2004; E 2013; R 2013) Standard
Specification for Preformed Expansion
Joint Filler for Concrete Paving and
Structural Construction (Nonextruding and
Resilient Bituminous Types)
ASTM D1752 (2004a; R 2013) Standard Specification for
Preformed Sponge Rubber Cork and Recycled
PVC Expansion
ASTM D5893/D5893M (2016) Standard Specification for Cold
Applied, Single Component, Chemically
Curing Silicone Joint Sealant for Portland
Cement Concrete Pavements
INTERNATIONAL CODE COUNCIL (ICC)
ICC A117.1 COMM (2017) Standard And Commentary Accessible
and Usable Buildings and Facilities
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. Submittals with an "S"
are for inclusion in the Sustainability eNotebook, in conformance to
Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in
accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Concrete
SD-06 Test Reports
Field Quality Control
1.3 EQUIPMENT, TOOLS, AND MACHINES
1.3.1 General Requirements
Plant, equipment, machines, and tools used in the work will be subject to
approval and must be maintained in a satisfactory working condition at all
times. Use equipment capable of producing the required product, meeting
grade controls, thickness control and smoothness requirements as
specified. Discontinue using equipment that produces unsatisfactory
results. Allow the Contracting Officer access at all times to the plant
and equipment to ensure proper operation and compliance with
specifications.
1.3.2 Slip Form Equipment
Slip form paver or curb forming machines, will be approved based on trial
use on the job and must be self-propelled, automatically controlled,
crawler mounted, and capable of spreading, consolidating, and shaping the
plastic concrete to the desired cross section in one pass.
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1.4 ENVIRONMENTAL REQUIREMENTS
1.4.1 Placing During Cold Weather
Do not place concrete when the air temperature reaches 40 degrees F and is
falling, or is already below that point. Placement may begin when the air
temperature reaches 35 degrees F and is rising, or is already above 40
degrees F. Make provisions to protect the concrete from freezing during
the specified curing period. If necessary to place concrete when the
temperature of the air, aggregates, or water is below 35 degrees F,
placement and protection must be approved in writing. Approval will be
contingent upon full conformance with the following provisions. Prepare
and protect the underlying material so that it is entirely free of frost
when the concrete is deposited. Heat mixing water and aggregates as
necessary to result in the temperature of the in-place concrete being
between 50 and 85 degrees F. Methods and equipment for heating must be
approved. Use only aggregates that are free of ice, snow, and frozen
lumps before entering the mixer. Provide covering or other means as
needed to maintain the concrete at a temperature of at least 50 degrees F
for not less than 72 hours after placing, and at a temperature above
freezing for the remainder of the curing period.
1.4.2 Placing During Warm Weather
The temperature of the concrete as placed must not exceed 85 degrees F
except where an approved retarder is used. Cool the mixing water and
aggregates as necessary to maintain a satisfactory placing temperature.
The placing temperature must not exceed 95 degrees F at any time.
PART 2 PRODUCTS
2.1 CONCRETE
Provide concrete conforming to the applicable requirements of Section
03 30 00 CAST-IN-PLACE CONCRETE except as otherwise specified. Concrete
must have a minimum compressive strength of 3500 psi at 28 days. Size of
aggregate must not exceed 1-1/2 inches. Submit copies of certified
delivery tickets for all concrete used in the construction.
2.1.1 Air Content
Use concrete mixtures that have an air content by volume of concrete of 5
to 7 percent, based on measurements made immediately after discharge from
the mixer.
2.1.2 Slump
Use concrete with a slump of 3 inches plus or minus 1 inch for hand placed
concrete or 1 inch plus or minus 1/2 inch for slipformed concrete as
determined in accordance with ASTM C143/C143M.
2.1.3 Reinforcement Steel
Use reinforcement bars conforming to ASTM A615/A615M. Use wire mesh
reinforcement conforming to ASTM A1064/A1064M.
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2.2 CONCRETE CURING MATERIALS
2.2.1 Impervious Sheet Materials
Use impervious sheet materials conforming to ASTM C171, type optional,
except that polyethylene film, if used, must be white opaque.
2.2.2 Burlap
Use burlap conforming to AASHTO M 182.
2.2.3 White Pigmented Membrane-Forming Curing Compound
Use white pigmented membrane-forming curing compound conforming to
ASTM C309, Type 2.
2.3 CONCRETE PROTECTION MATERIALS
Use concrete protection materials consisting of a linseed oil mixture of
equal parts, by volume, of linseed oil and either mineral spirits,
naphtha, or turpentine. At the option of the Contractor, commercially
prepared linseed oil mixtures, formulated specifically for application to
concrete to provide protection against the action of deicing chemicals may
be used, except that emulsified mixtures are not acceptable.
2.4 JOINT FILLER STRIPS
2.4.1 Contraction Joint Filler for Curb and Gutter
Use hard-pressed fiberboard contraction joint filler for curb and gutter.
2.4.2 Expansion Joint Filler, Premolded
Onless otherwise indicated, use 1/2 inch thick premolded expansion joint
filler conforming to ASTM D1751 or ASTM D1752.
2.5 JOINT SEALANTS
Use cold-applied joint sealant conforming to ASTM C920 or ASTM D5893/D5893M.
2.6 FORM WORK
Design and construct form work to ensure that the finished concrete will
conform accurately to the indicated dimensions, lines, and elevations, and
within the tolerances specified. Use wood or steel forms that are
straight and of sufficient strength to resist springing during depositing
and consolidating concrete.
2.6.1 Wood Forms
Use forms that are surfaced plank, 2 inches nominal thickness, straight
and free from warp, twist, loose knots, splits or other defects. Use
forms with a nominal length of 10 feet. Radius bends may be formed with
3/4 inch boards, laminated to the required thickness.
2.6.2 Steel Forms
Use channel-formed sections with a flat top surface and welded braces at
each end and at not less than two intermediate points. Use forms with
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interlocking and self-aligning ends. Provide flexible forms for radius
forming, corner forms, form spreaders, and fillers as needed. Use forms
with a nominal length of 10 feet and that have a minimum of 3 welded stake
pockets per form. Use stake pins consisting of solid steel rods with
chamfered heads and pointed tips designed for use with steel forms.
2.6.3 Sidewalk Forms
Use sidewalk forms that are of a height equal to the full depth of the
finished sidewalk.
2.6.4 Curb and Gutter Forms
Use curb and gutter outside forms that have a height equal to the full
depth of the curb or gutter. Use rigid forms for curb returns, except
that benders or thin plank forms may be used for curb or curb returns with
a radius of 10 feet or more, where grade changes occur in the return, or
where the central angle is such that a rigid form with a central angle of
90 degrees cannot be used. Back forms for curb returns may be made of
1-1/2 inch benders, for the full height of the curb, cleated together. In
lieu of inside forms for curbs, a curb "mule" may be used for forming and
finishing this surface, provided the results are approved.
2.6.5 Biodegradable Form Release Agent
Use form release agent that is colorless and biodegradableand that is
composed of at least 87 percent biobased material. Provide product that
does not bond with, stain, or adversely affect concrete surfaces and does
not impair subsequent treatments of concrete surfaces. Provide form
release agent that does not contain diesel fuel, petroleum-based
lubricating oils, waxes, or kerosene.
2.7 Detectable Warning System
Detectable Warning Systems shown on the Contract plans are to meet
requirements of ICC A117.1 COMM - Section 705.
PART 3 EXECUTION
3.1 SUBGRADE PREPARATION
Construct subgrade to the specified grade and cross section prior to
concrete placement.
3.1.1 Sidewalk Subgrade
Place and compact the subgrade in accordance with Section 31 00 00
EARTHWORK. Test the subgrade for grade and cross section with a template
extending the full width of the sidewalk and supported between side forms.
3.1.2 Curb and Gutter Subgrade
Place and compact the subgrade in accordance with Section 31 00 00
EARTHWORK. Test the subgrade for grade and cross section by means of a
template extending the full width of the curb and gutter. Use subgrade
materials equal in bearing quality to the subgrade under the adjacent
pavement.
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3.1.3 Maintenance of Subgrade
Maintain subgrade in a smooth, compacted condition in conformity with the
required section and established grade until the concrete is placed. The
subgrade must be in a moist condition when concrete is placed. Prepare
and protect subgrade so that it is free from frost when the concrete is
deposited.
3.2 FORM SETTING
Set forms to the indicated alignment, grade and dimensions. Hold forms
rigidly in place by a minimum of 3 stakes per form placed at intervals not
to exceed 4 feet. Use additional stakes and braces at corners, deep
sections, and radius bends, as required. Use clamps, spreaders, and
braces where required to ensure rigidity in the forms. Remove forms in a
manner that will not injure the concrete. Do not use bars or heavy tools
against the concrete when removing the forms. Promptly and satisfactorily
repair concrete found to be defective after form removal. Clean forms and
coat with form oil or biodegradable form release agent each time before
concrete is placed. Wood forms may, instead, be thoroughly wetted with
water before concrete is placed, except that with probable freezing
temperatures, oiling is mandatory.
3.2.1 Sidewalks
Set forms for sidewalks with the upper edge true to line and grade with an
allowable tolerance of 1/8 inch in any 10 foot long section. After forms
are set, grade and alignment must be checked with a 10 foot straightedge.
Sidewalks must have a transverse slope of 1/4 inch per foot Do not remove
side forms less than 12 hours after finishing has been completed.
3.2.2 Curbs and Gutters
Remove forms used along the front of the curb not less than 2 hours nor
more than 6 hours after the concrete has been placed. Do not remove forms
used along the back of curb until the face and top of the curb have been
finished, as specified for concrete finishing. Do not remove gutter forms
while the concrete is sufficiently plastic to slump in any direction.
3.3 SIDEWALK CONCRETE PLACEMENT AND FINISHING
3.3.1 Formed Sidewalks
Place concrete in the forms in one layer. When consolidated and finished,
the sidewalks must be of the thickness indicated. Use a strike-off guided
by side forms after concrete has been placed in the forms to bring the
surface to proper section to be compacted. Consolidate concrete by
tamping and spading or with an approved vibrator. Finish the surface to
grade with a strike off.
3.3.2 Concrete Finishing
After straightedging, when most of the water sheen has disappeared, and
just before the concrete hardens, finish the surface with a wood or
magnesium float or darby to a smooth and uniformly fine granular or sandy
texture free of waves, irregularities, or tool marks. Produce a scored
surface by brooming with a fiber-bristle brush in a direction transverse
to that of the traffic, followed by edging.
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3.3.3 Edge and Joint Finishing
Finish all slab edges, including those at formed joints, with an edger
having a radius of 1/8 inch. Edge transverse joints before brooming.
Eliminate the flat surface left by the surface face of the edger with
brooming. Clean and solidly fill corners and edges which have crumbled
and areas which lack sufficient mortar for proper finishing with a
properly proportioned mortar mixture and then finish.
3.3.4 Surface and Thickness Tolerances
Finished surfaces must not vary more than 5/16 inch from the testing edge
of a 10-foot straightedge. Permissible deficiency in section thickness
will be up to 1/4 inch.
3.4 CURB AND GUTTER CONCRETE PLACEMENT AND FINISHING
3.4.1 Formed Curb and Gutter
Place concrete to the required section in a single lift. Consolidate
concrete using approved mechanical vibrators. Curve shaped gutters must
be finished with a standard curb "mule".
3.4.2 Curb and Gutter Finishing
Approved slipformed curb and gutter machines may be used in lieu of hand
placement.
3.4.3 Concrete Finishing
Float and finish exposed surfaces with a smooth wood float until true to
grade and section and uniform in texture. Brush floated surfaces with a
fine-hair brush using longitudinal strokes. Round the edges of the gutter
and top of the curb with an edging tool to a radius of 1/2 inch.
Immediately after removing the front curb form, rub the face of the curb
with a wood or concrete rubbing block and water until blemishes, form
marks, and tool marks have been removed. Brush the front curb surface,
while still wet, in the same manner as the gutter and curb top. Finish
the top surface of gutter and entrance to grade with a wood float.
3.4.4 Joint Finishing
Finish curb edges at formed joints as indicated.
3.4.5 Surface and Thickness Tolerances
Finished surfaces must not vary more than 1/4 inch from the testing edge
of a 10-foot straightedge. Permissible deficiency in section thickness
will be up to 1/4 inch.
3.5 SIDEWALK JOINTS
Construct sidewalk joints to divide the surface into rectangular areas.
Space transverse contraction joints at a distance equal to the sidewalk
width or 5 feet on centers, whichever is less, and continuous across the
slab. Construct longitudinal contraction joints along the centerline of
all sidewalks 10 feet or more in width. Construct transverse expansion
joints at sidewalk returns and opposite expansion joints in adjoining
curbs. Where the sidewalk is not in contact with the curb, install
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transverse expansion joints as indicated. Form expansion joints around
structures and features which project through or into the sidewalk
pavement, using joint filler of the type, thickness, and width indicated.
Expansion joints are not required between sidewalks and curb that abut the
sidewalk longitudinally.
3.5.1 Sidewalk Contraction Joints
Form contraction joints in the fresh concrete by cutting a groove in the
top portion of the slab to a depth of at least one-fourth of the sidewalk
slab thickness. Unless otherwise approved or indicated, either use a
jointer to cut the groove or saw a groove in the hardened concrete with a
power-driven saw. Construct sawed joints by sawing a groove in the
concrete with a 1/8 inch blade. Provide an ample supply of saw blades on
the jobsite before concrete placement is started. Provide at least one
standby sawing unit in good working order at the jobsite at all times
during the sawing operations.
3.5.2 Sidewalk Expansion Joints
Form expansion joints using 1/2 inch joint filler strips. Joint filler
in expansion joints surrounding structures and features within the
sidewalk may consist of preformed filler material conforming to ASTM D1752
or building paper. Hold joint filler in place with steel pins or other
devices to prevent warping of the filler during floating and finishing.
Immediately after finishing operations are completed, round joint edges
using an edging tool having a radius of 1/8 inch. Remove any concrete
over the joint filler. At the end of the curing period, clean the top of
expansion joints and fill with cold-applied joint sealant. Use joint
sealant that is gray or stone in color. Thoroughly clean the joint
opening before the sealing material is placed. Do not spill sealing
material on exposed surfaces of the concrete. Apply joint sealing
material only when the concrete at the joint is surface dry and
atmospheric and concrete temperatures are above 50 degrees F. Immediately
remove any excess material on exposed surfaces of the concrete and clean
the concrete surfaces.
3.5.3 Reinforcement Steel Placement
Accurately and securely fasten reinforcement steel in place with suitable
supports and ties before the concrete is placed.
3.6 CURB AND GUTTER JOINTS
Construct curb and gutter joints at right angles to the line of curb and
gutter.
3.6.1 Contraction Joints
Construct contraction joints directly opposite contraction joints in
abutting portland cement concrete pavements and spaced so that monolithic
sections between curb returns will not be less than 5 feet nor greater than
15 feet in length.
a. Construct contraction joints (except for slip forming) by means of 1/8
inch thick separators and of a section conforming to the cross section
of the curb and gutter. Remove separators as soon as practicable
after concrete has set sufficiently to preserve the width and shape of
the joint and prior to finishing.
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b. When slip forming is used, cut the contraction joints in the top
portion of the gutter/curb hardened concrete in a continuous cut
across the curb and gutter, using a power-driven saw. Cut the
contraction joint to a depth of at least one-fourth of the gutter/curb
depth using a 1/8 inch saw blade.
3.6.2 Expansion Joints
Form expansion joints by means of preformed expansion joint filler
material cut and shaped to the cross section of curb and gutter.
Construct expansion joints in curb and gutter directly opposite expansion
joints of abutting portland cement concrete pavement using the same type
and thickness of joints as joints in the pavement. Where curb and gutter
do not abut portland cement concrete pavement, provide expansion joints at
least 1/2 inch in width at intervals not less than 30 feet nor greater than
120 feet. Seal expansion joints immediately following curing of the
concrete or as soon thereafter as weather conditions permit. Seal
expansion joints and the top 1 inch depth of curb and gutter
contraction-joints with joint sealant. Thoroughly clean the joint opening
before the sealing material is placed. Do not spill sealing material on
exposed surfaces of the concrete. Concrete at the joint must be surface
dry and atmospheric and concrete temperatures must be above 50 degrees F
at the time of application of joint sealing material. Immediately remove
excess material on exposed surfaces of the concrete and clean concrete
surfaces.
3.7 CURING AND PROTECTION
3.7.1 General Requirements
Protect concrete against loss of moisture and rapid temperature changes
for at least 7 days from the beginning of the curing operation. Protect
unhardened concrete from rain and flowing water. All equipment needed for
adequate curing and protection of the concrete must be on hand and ready
for use before actual concrete placement begins. Protect concrete as
necessary to prevent cracking of the pavement due to temperature changes
during the curing period.
3.7.1.1 Mat Method
Cover the entire exposed surface with two or more layers of burlap.
Overlap mats at least 6 inches. Thoroughly wet the mat with water prior
to placing on concrete surface and keep the mat continuously in a
saturated condition and in intimate contact with concrete for not less
than 7 days.
3.7.1.2 Impervious Sheeting Method
Wet the entire exposed surface with a fine spray of water and then cover
with impervious sheeting material. Lay sheets directly on the concrete
surface with the light-colored side up and overlapped 12 inches when a
continuous sheet is not used. Use sheeting that is not less than 18-inches
wider than the concrete surface to be cured. Secure sheeting using heavy
wood planks or a bank of moist earth placed along edges and laps in the
sheets. Satisfactorily repair or replace sheets that are torn or
otherwise damaged during curing. Sheeting must remain on the concrete
surface to be cured for not less than 7 days.
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3.7.1.3 Membrane Curing Method
Apply a uniform coating of white-pigmented membrane-curing compound to the
entire exposed surface of the concrete as soon after finishing as the free
water has disappeared from the finished surface. Coat formed surfaces
immediately after the forms are removed and in no case longer than 1 hour
after the removal of forms. Do not allow concrete surface to dry before
application of the membrane. If drying has occurred, moisten the surface
of the concrete with a fine spray of water and apply the curing compound
as soon as the free water disappears. Apply curing compound in two coats
by hand-operated pressure sprayers at a coverage of approximately 200
square feet/gallon for the total of both coats. Apply the second coat in
a direction approximately at right angles to the direction of application
of the first coat. The compound must form a uniform, continuous, coherent
film that will not check, crack, or peel and must be free from pinholes or
other imperfections. If pinholes, abrasion, or other discontinuities
exist, apply an additional coat to the affected areas within 30 minutes.
Respray concrete surfaces that are subjected to heavy rainfall within 3
hours after the curing compound has been applied by the method and at the
coverage specified above. Respray areas where the curing compound is
damaged by subsequent construction operations within the curing period.
Take precautions necessary to ensure that the concrete is properly cured
at sawed joints, and that no curing compound enters the joints. Tightly
seal the top of the joint opening and the joint groove at exposed edges
before the concrete in the region of the joint is resprayed with curing
compound. Use a method used for sealing the joint groove that prevents
loss of moisture from the joint during the entire specified curing
period. Provide approved standby facilities for curing concrete pavement
at a location accessible to the jobsite for use in the event of mechanical
failure of the spraying equipment or other conditions that might prevent
correct application of the membrane-curing compound at the proper time.
Adequately protect concrete surfaces to which membrane-curing compounds
have been applied during the entire curing period from pedestrian and
vehicular traffic, except as required for joint-sawing operations and
surface tests, and from other possible damage to the continuity of the
membrane.
3.7.2 Backfilling
After curing, remove debris and backfill, grade, and compact the area
adjoining the concrete to conform to the surrounding area in accordance
with lines and grades indicated.
3.7.3 Protection
Protect completed concrete from damage until accepted. Repair damaged
concrete and clean concrete discolored during construction. Remove and
reconstruct concrete that is damaged for the entire length between
regularly scheduled joints. Refinishing the damaged portion will not be
acceptable. Dispose of removed material as directed.
3.7.4 Protective Coating
Apply a protective coating of linseed oil mixture to the exposed-to-view
concrete surface after the curing period, if concrete will be exposed to
de-icing chemicals within 6 weeks after placement. Moist cure concrete to
receive a protective coating.
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3.7.4.1 Application
Complete curing and backfilling operation prior to applying two coats of
protective coating. Concrete must be surface dry and clean before each
application. Spray apply at a rate of not more than 50 square yards/gallon
for first application and not more than 70 square yards/gallon for second
application, except that the number of applications and coverage for each
application for commercially prepared mixture must be in accordance with
the manufacturer's instructions. Protect coated surfaces from vehicular
and pedestrian traffic until dry.
3.7.4.2 Precautions
Do not heat protective coating by direct application of flame or
electrical heaters and protect the coating from exposure to open flame,
sparks, and fire adjacent to open containers or applicators. Do not apply
material at ambient or material temperatures lower than 50 degrees F.
3.8 FIELD QUALITY CONTROL
Submit copies of all test reports within 24 hours of completion of the
test.
3.8.1 General Requirements
Perform the inspection and tests described and meet the specified
requirements for inspection details and frequency of testing. Based upon
the results of these inspections and tests, take the action and submit
reports as required below, and additional tests to ensure that the
requirements of these specifications are met.
3.8.2 Concrete Testing
3.8.2.1 Strength Testing
Take concrete samples in accordance with ASTM C172/C172M not less than
once a day nor less than once for every 250 cubic yards of concrete
placed. Mold cylinders in accordance with ASTM C31/C31M for strength
testing by an approved laboratory. Each strength test result must be the
average of 2 test cylinders from the same concrete sample tested at 28
days, unless otherwise specified or approved. Concrete specified on the
basis of compressive strength will be considered satisfactory if the
averages of all sets of three consecutive strength test results equal or
exceed the specified strength, and no individual strength test result
falls below the specified strength by more than 500 psi.
3.8.2.2 Air Content
Determine air content in accordance with ASTM C173/C173M or ASTM C231/C231M.
Use ASTM C231/C231M with concretes and mortars made with relatively dense
natural aggregates. Make two tests for air content on randomly selected
batches of each class of concrete placed during each shift. Make
additional tests when excessive variation in concrete workability is
reported by the placing foreman or the Government inspector. Notify the
placing forman if results are out of tolerance. The placing foreman must
take appropriate action to have the air content corrected at the plant.
Additional tests for air content will be performed on each truckload of
material until such time as the air content is within the tolerance
specified.
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3.8.2.3 Slump Test
Perform two slump tests on randomly selected batches of each class of
concrete for every 250 cubic yards, or fraction thereof, of concrete
placed during each shift. Perform additional tests when excessive
variation in the workability of the concrete is noted or when excessive
crumbling or slumping is noted along the edges of slip-formed concrete.
3.8.3 Thickness Evaluation
Determine the anticipated thickness of the concrete prior to placement by
passing a template through the formed section or by measuring the depth of
opening of the extrusion template of the curb forming machine. If a slip
form paver is used for sidewalk placement, construct the subgrade true to
grade prior to concrete placement. The thickness will be determined by
measuring each edge of the completed slab.
3.8.4 Surface Evaluation
Provide finished surfaces for each category of the completed work that are
uniform in color and free of blemishes and form or tool marks.
3.9 SURFACE DEFICIENCIES AND CORRECTIONS
3.9.1 Thickness Deficiency
When measurements indicate that the completed concrete section is
deficient in thickness by more than 1/4 inch the deficient section will be
removed, between regularly scheduled joints, and replaced.
3.9.2 High Areas
In areas not meeting surface smoothness and plan grade requirements,
reduce high areas either by rubbing the freshly finished concrete with
carborundum brick and water when the concrete is less than 36 hours old or
by grinding the hardened concrete with an approved surface grinding
machine after the concrete is 36 hours old or more. The area corrected by
grinding the surface of the hardened concrete must not exceed 5 percent of
the area of any integral slab, and the depth of grinding must not exceed
1/4 inch. Remove and replace pavement areas requiring grade or surface
smoothness corrections in excess of the limits specified.
3.9.3 Appearance
Exposed surfaces of the finished work will be inspected by the Contracting
Officer and deficiencies in appearance will be identified. Remove and
replace areas which exhibit excessive cracking, discoloration, form marks,
or tool marks or which are otherwise inconsistent with the overall
appearances of the work.
3.10 DETECTABLE WARNING SYSTEM
Install Detectable Warning Systems required by Contract plans in
accordance with ICC A117.1 COMM, Section 705, and by manufacturers'
installation instructions.
-- End of Section --
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SECTION 32 17 23
PAVEMENT MARKINGS
08/16
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M 247 (2013) Standard Specification for Glass
Beads Used in Pavement Markings
AASHTO M 248 (1991; R 2012) Standard Specification for
Ready-Mixed White and Yellow Traffic Paints
AASHTO M 249 (2012; R2016) Standard Specification for
White and Yellow Reflective Thermoplastic
Striping Material (Solid Form)
ASTM INTERNATIONAL (ASTM)
ASTM D1652 (2011; E 2012) Standard Test Method for
Epoxy Content of Epoxy Resins
ASTM D2074 (2007; R2013) Standard Test Methods for
Total, Primary, Secondary, and Tertiary
Amine Values of Fatty Amines by
Alternative Indicator Method
ASTM D2240 (2015; E 2017) Standard Test Method for
Rubber Property - Durometer Hardness
ASTM D2621 (1987; R 2016) Standard Test Method for
Infrared Identification of Vehicle Solids
from Solvent-Reducible Paints
ASTM D2697 (2003; R 2014) Volume Nonvolatile Matter
in Clear or Pigmented Coatings
ASTM D3335 (1985a; R 2014) Low Concentrations of
Lead, Cadmium, and Cobalt in Paint by
Atomic Absorption Spectroscopy
ASTM D3718 (1985a; R 2015) Low Concentrations of
Chromium in Paint by Atomic Absorption
Spectroscopy
ASTM D3924 (2016) Standard Specification for
Environment for Conditioning and Testing
Paint, Varnish, Lacquer, and Related
Materials
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ASTM D3960 (2005; R 2013) Determining Volatile
Organic Compound (VOC) Content of Paints
and Related Coatings
ASTM D4060 (2014) Abrasion Resistance of Organic
Coatings by the Taber Abraser
ASTM D4541 (2017) Standard Test Method for Pull-Off
Strength of Coatings Using Portable
Adhesion Testers
ASTM D471 (2016a) Standard Test Method for Rubber
Property - Effect of Liquids
ASTM D476 (2015) Dry Pigmentary Titanium Dioxide
Pigments
ASTM D522/D522M (2014) Mandrel Bend Test of Attached
Organic Coatings
ASTM D638 (2014) Standard Test Method for Tensile
Properties of Plastics
ASTM D6628 (2003; R 2015) Standard Specification for
Color of Pavement Marking Materials
ASTM D695 (2010) Standard Test Method for
Compressive Properties of Rigid Plastics
ASTM D711 (2010; R 2015) No-Pick-Up Time of Traffic
Paint
ASTM D7234 (2012) Standard Test Method for Pull-Off
Adhesion Strength of Coatings on Concrete
Using Portable Pull-Off Adhesion Testers
ASTM D823 (2018) Standard Practices for Producing
Films of Uniform Thickness of Paint,
Varnish, and Related Products on Test
Panels.
ASTM E1347 (2006; R 2011) Color and Color Difference
Measurement by Tristimulus (Filter)
Colorimetry
ASTM G154 (2016) Standard Practice for Operating
Fluorescent Light Apparatus for UV
Exposure of Nonmetallic Materials
INTERNATIONAL CONCRETE REPAIR INSTITUTE (ICRI)
ICRI 03732 (1997) Selecting and Specifying Concrete
Surface Preparation for Sealers, Coatings,
and Polymer Overlays
U.S. FEDERAL AVIATION ADMINISTRATION (FAA)
FAA AC 150/5370-10 (2014; Rev G; Errata 1 2015; Errata 2
2016) Standards for Specifying
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Construction of Airports
U.S. FEDERAL HIGHWAY ADMINISTRATION (FHWA)
MUTCD (2015) Manual on Uniform Traffic Control
Devices
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FED-STD-595 (Rev C; Notice 1) Colors Used in
Government Procurement
FS TT-B-1325 (Rev D; Notice 1; Notice 2 2017) Beads
(Glass Spheres) Retro-Reflective (Metric)
FS TT-P-1952 (2015; Rev F) Paint, Traffic and Airfield
Markings, Waterborne
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only or as
otherwise designated. When used, a designation following the "G"
designation identifies the office that will review the submittal for the
Government. Submittals with an "S" are for inclusion in the
Sustainability eNotebook, in conformance to Section 01 33 29
SUSTAINABILITY REPORTING. Submit the following in accordance with Section
01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Surface Preparation Equipment List
Application Equipment List
Safety Data Sheets
SD-07 Certificates
Qualifications
Volatile Organic Compound
1.3 QUALITY ASSURANCE
1.3.1 Regulatory Requirements
Submit certificate stating that the proposed pavement marking paint meets
the Volatile Organic Compound, (VOC) regulations of the local Air
Pollution Control District having jurisdiction over the geographical area
in which the project is located. Submit Safety Data Sheets for each
product.
1.3.2 Qualifications
Submit documentation certifying that pertinent personnel are qualified for
equipment operation and handling of applicable chemicals. The
documentation should include experience on five projects of similar size
and scope with references for all personnel.
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1.4 DELIVERY AND STORAGE
Deliver paint materials, thermoplastic compound materials, and reflective
media in original sealed containers that plainly show the designated name,
specification number, batch number, color, date of manufacture,
manufacturer's directions, and name of manufacturer.
Provide storage facilities at the job site, only in areas approved by the
Contracting Officer, for maintaining materials at temperatures recommended
by the manufacturer. Make available paint stored at the project site or
segregated at the source for sampling not less than 30 days prior to date
of required approval for use to allow sufficient time for testing. Notify
the Contracting Officer when paint is available for sampling.
1.5 PROJECT/SITE CONDITIONS
1.5.1 Environmental Requirements
1.5.1.1 Weather Limitations for Application
Apply pavement markings to clean, dry surfaces, and unless otherwise
approved, only when the air and pavement surface temperature is at least 5
degrees F above the dew point and the air and pavement temperatures are
within the limits recommended by the pavement marking manufacturer. Allow
pavement surfaces to dry after water has been used for cleaning or
rainfall has occurred prior to striping or marking. Test the pavement
surface for moisture before beginning work each day and after cleaning.
Do not commence marking until the pavement is sufficiently dry and the
pavement condition has been approved by the Contracting Officer. Employ
the "plastic wrap method" to test the pavement for moisture as specified
in paragraph TESTING FOR MOISTURE.
1.5.1.2 Weather Limitations for Removal of Pavement Markings on Roads and
Parking Areas
Pavement surface must be free of snow, ice, or slush; with a surface
temperature of at least 40 degrees F and rising at the beginning of
operations, except those involving shot or sand blasting or grinding.
Cease operation during thunderstorms, or during rainfall, except for
waterblasting and removal of previously applied chemicals. Cease
waterblasting where surface water accumulation alters the effectiveness of
material removal.
1.5.2 Traffic Controls
Place warning signs conforming to MUTCD near the beginning of the worksite
and well ahead of the worksite for alerting approaching traffic from both
directions. Place small markers along newly painted lines or freshly
placed raised markers to control traffic and prevent damage to newly
painted surfaces or displacement of raised pavement markers. Mark
painting equipment with large warning signs indicating slow-moving
painting equipment in operation.
When traffic must be rerouted or controlled to accomplish the work,
provide necessary warning signs, flag persons, and related equipment for
the safe passage of vehicles.
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1.5.3 Lighting
When night operations are necessary, provide all necessary lighting and
equipment. The Government reserves the right to accept or reject night
work on the day following night activities by the Contractor.
PART 2 PRODUCTS
2.1 EQUIPMENT
2.1.1 Surface Preparation Equipment for Roads and Parking Areas
Submit a surface preparation equipment list by serial number, type, model,
and manufacturer. Include descriptive data indicating area of coverage
per pass, pressure adjustment range, tank and flow capacities, and safety
precautions required for the equipment operation. Mobile equipment must
allow for removal of markings without damaging the pavement surface or
joint sealant. Maintain machines, tools, and equipment used in the
performance of the work in satisfactory operating condition.
2.1.1.1 Sandblasting Equipment
Use mobile sandblasting equipment capable of producing a pressurized
stream of sand and air that effectively removes paint from the surface
without filling voids with debris in asphalt or tar pavements or removing
joint sealants in portland cement concrete pavements. Include with the
equipment and air compressor, hoses, and nozzles of adequate size and
capacity for removing paint. Equip the compressor with traps and
coalescing filters that maintain the compressed air free of oil and water.
2.1.1.2 Waterblasting Equipment
Use mobile waterblasting equipment capable of producing a pressurized
stream of water that effectively removes paint from the pavement surface
without significantly damaging the pavement. Provide equipment, tools,
and machinery which are safe and in good working order at all times.
2.1.1.3 Shotblasting Equipment
Use mobile self propelled shotblasting equipment capable of producing an
adjustable depth of paint removal and of propelling abrasive particles at
high velocities on the paint for effective removal. Ensure each unit is
self cleaning and self contained. Use equipment able to confine the
abrasive, any dust that is produced, and removed paint and is capable of
recycling the abrasive for reuse.
2.1.1.4 Grinding or Scarifying Equipment
Use equipment capable of removing surface contaminates, paint build-up, or
extraneous markings from the pavement surface without leaving any
residue. Clean the surface by hydro blast to remove surface contaminates
and ash after a weed torch is used to remove paint.
2.1.1.5 Chemical Removal Equipment
Use chemical equipment capable of applying and removing chemicals and
paint from the pavement surface, leaving only non-toxic biodegradable
residue without scarring or other damage to the pavement or joints and
joint seals.
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2.1.2 Application Equipment
Submit application equipment list appropriate for the material(s) to be
used. Include manufacturer's descriptive data and certification for the
planned use that indicates area of coverage per pass, pressure adjustment
range, tank and flow capacities, and all safety precautions required for
operating and maintaining the equipment. Provide and maintain machines,
tools, and equipment used in the performance of the work in satisfactory
operating condition, or remove them from the work site. Provide mobile
and maneuverable application equipment to the extent that straight lines
can be followed and normal curves can be made in a true arc.
2.1.2.1 Paint Application Equipment
2.1.2.1.1 Hand-Operated, Push-Type Machines
Provide hand-operated push-type applicator machine of a type commonly used
for application of water based paint or two-component, chemically curing
paint, thermoplastic, or preformed tape, to pavement surfaces for small
marking projects, such as legends and cross-walks, parking areas, or
surface painted signs. Provide applicator machine equipped with the
necessary tanks and spraying nozzles capable of applying paint uniformly
at coverage specified. Hand operated spray guns may be used in areas
where push-type machines cannot be used.
2.1.2.1.2 Self-Propelled or Mobile-Drawn Spraying Machines
Provide self-propelled or mobile-drawn spraying machine with suitable
arrangements of atomizing nozzles and controls to obtain the specified
results. Provide machine having a speed during application capable of
applying the stripe widths indicated at the paint coverage rate specified
herein and of even uniform thickness with clear-cut edges.
2.1.2.1.2.1 Road Marking
Provide equipment used for marking roads capable of placing the prescribed
number of lines at a single pass as solid lines, intermittent lines, or a
combination of solid and intermittent lines using a maximum of three
different colors of paint as specified.
2.1.2.1.2.2 Hand Application
Provide spray guns for hand application of paint in areas where the mobile
paint applicator cannot be used.
2.1.2.2 Thermoplastic Application Equipment
2.1.2.2.1 Thermoplastic Material
Apply thermoplastic material with equipment that is capable of providing
continuous uniformity in the dimensions and reflectorization of the
marking.
2.1.2.2.2 Application Equipment
a. Provide application equipment capable of continuous mixing and
agitation of the material, with conveying parts which prevent
accumulation and clogging between the main material reservoir and the
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extrusion shoe or spray gun. All parts of the equipment which come
into contact with the material must be easily accessible and exposed
for cleaning and maintenance. All mixing and conveying parts up to
and including the extrusion shoes and spray guns must maintain the
material at the required temperature with heat-transfer oil or
electrical-element-controlled heat.
b. Provide application equipment constructed to ensure continuous
uniformity in the dimensions of the stripe. Provide an applicator
with a means for cleanly cutting off stripe ends squarely and
providing a method of applying "skiplines." Provide equipment capable
of applying varying widths of traffic markings.
c. Provide mobile and maneuverable application equipment allowing
straight lines to be followed and normal curves to be made in a true
arc. Provide equipment used for the placement of thermoplastic
pavement markings of two general types: mobile applicator and portable
applicator.
d. Equip the applicator with a pressurized or drop-on type bead dispenser
capable of uniformly dispensing reflective glass spheres at controlled
rates of flow. The bead dispenser must operate automatically to begin
flow prior to the flow of binder to assure that the strip is fully
reflectorized.
2.1.2.2.3 Mobile Application Equipment
Provide a truck-mounted, self-contained pavement marking machine that is
capable of hot applying thermoplastic by either the extrusion or spray
method.
a. Equip the unit to apply the thermoplastic marking material at
temperatures according to the manufacturer's instructions, at widths
varying from 3 to 12 inches, with an automatic pressurized or drop-on
bead dispensing system, capable of operating continuously, and of
installing a minimum of 20,000 lineal feet of longitudinal markings in
an 8-hour day.
b. Equip the mobile unit with a melting kettle which holds a minimum of
6000 pounds of molten thermoplastic material; capable of heating the
thermoplastic composition to temperatures as recommended by the
manufacturer. Use a thermostatically controlled heat transfer
liquid. Heating of the composition by direct flame is not allowed.
Oil and material temperature gauges must be visible at both ends of
the kettle.
c. Equip mobile units for application of extruded markings with a minimum
of two extrusion shoes; located one on each side of the truck, capable
of marking simultaneous edge line and centerline stripes; each being a
closed, oil-jacketed unit; holding the molten thermoplastic at a
temperature as recommended by the manufacturer; and capable of
extruding a line of 3 to 8 inches in width; and at a thickness of not
less than 0.120 inch nor more than 0.190 inch, of generally uniform
cross section.
d. Equip mobile units for application of spray markings with a spray gun
system capable of marking simultaneous edgeline and centerline
stripes. Surround (jacket) the spray system with heating oil to
maintain the molten thermoplastic at a temperature of 375 to 425
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degrees F, capable of spraying a stripe of 3 to 12 inches in width,
and in thicknesses varying from 0.060 inch to 0.098 inch, of generally
uniform cross section.
e. Equip the mobile unit with an electronic programmable line pattern
control system, capable of applying skip or solid lines in any
sequence, through any and all of the extrusion shoes, or the spray
guns, and in programmable cycle lengths. In addition, equip the
mobile unit with an automatic counting mechanism capable of recording
the number of lineal feet of thermoplastic markings applied to the
pavement surface with an accuracy of 0.5 percent.
2.1.2.2.4 Portable Application Equipment
Provide portable hand-operated equipment, specifically designed for
placing special markings such as crosswalks, stop bars, legends, arrows,
and short lengths of lane, edge and centerlines; and capable of applying
thermoplastic pavement markings by the extrusion method. Equip the
portable applicator with all the necessary components, including a
materials storage reservoir, bead dispenser, extrusion shoe, and heating
accessories, capable of holding the molten thermoplastic at the
temperature recommended by the manufacturer, and of extruding a line of 3
to 12 inches in width, and in thickness of not less than 0.120 inch nor
more than 0.190 inch and of generally uniform cross section.
2.2 MATERIALS
Use reflectorized thermoplastic for roads. Use paint for no parking
striped areas. The maximum allowable VOC content of pavement markings is
150 grams per liter. Color of markings are indicated on the drawings and
must conform to ASTM D6628 for roads and parking areas and FED-STD-595 for
airfields. Provide materials conforming to the requirements specified
herein.
2.2.1 Waterborne Paint
FS TT-P-1952, Type I or II III.
2.2.2 Solventborne Paint
AASHTO M 248.
2.2.3 Methacrylate Paint
Formulate methacrylate paint to meet the requirements of FAA AC 150/5370-10,
Item P-620.2, Methacrylate.
2.2.4 Epoxy Paint
2.2.4.1 Formulation
Epoxy pavement marking material will be a two component, 100 percent
solids, material formulated to provide simple volumetric mixing ratio of
two volumes of component A and one volume of component B unless otherwise
recommended by the manufacturer.
2.2.4.2 Composition
The component A of both white and yellow must be within the following
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limits:
TABLE I
White Yellow
Pigments Minimum 18 percent by weight
Titanium Dioxide (ASTM D476, Type
II)
21-27 percent by weight
Epoxy Resin 75-82 percent 73-79 percent
The epoxy resign must be free of lead, cadmium, mercury, hexavalent
chromium and other toxic heavy metals as defined by the Environmental
Protection Agency. Submit a manufacturer's certification of compliance
with this requirement.
2.2.4.3 Epoxide Value
Determine epoxide epoxy number of the epoxy resin in accordance with
ASTM D1652 for white and yellow component A on pigment free basis. The
epoxide number must be within plus or minus 50 of the published
manufacturer's standard.
2.2.4.4 Total Amine Value
Determine the amine number on the curing agent (component B) in accordance
with ASTM D2074. The amine number must be within plus or minus 50 of the
published manufacturer's standard.
2.2.4.5 Toxicity
Upon heating to application temperature, the material must not produce
fumes which are toxic or injurious to persons or property.
2.2.4.6 Daylight Directional Reflectance
Directional reflectance of white and yellow paint (without glass beads) in
accordance with ASTM E1347: White 84 percent Yellow 55 percent.
2.2.4.7 Laboratory Drying Time
The epoxy pavement marking material must have a maximum no-pick-up time of
30 minutes when tested in accordance with ASTM D711.
2.2.4.8 Curing
The epoxy material must be capable of fully curing under a constant
surface temperature of 45 Degrees F or above.
2.2.4.9 Adhesion to Concrete
The catalyzed epoxy pavement marking material must have a high degree of
adhesion to the specified concrete surface (100 percent concrete failure)
when tested according to ASTM D7234. The concrete substrate must have a
minimum compressive strength of 4,000 psi. Condition prepared specimens
at a temperature of 75 plus or minus 2 Degrees F for a minimum of 24 hours
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and a maximum of 72 hours prior to performance of the test.
2.2.4.10 Hardness
Epoxy pavement marking materials must have a Shore D Hardness between 75
and 100 when tested in accordance with ASTM D2240. Cure the samples at 75
plus or minus 2 Degrees F for a minimum of 72 hours and a maximum of 96
hours prior to performing the tests.
2.2.4.11 Abrasion Resistance
The wear index for a catalyzed sample must not exceed 82 when tested in
accordance with ASTM D4060 using a 1000 gram load, CS-17 wheels and a test
duration of 1000 cycles. Run the test on cured samples of material which
have been applied at a film thickness of 15 plus or minus 0.5 mils to code
S-16 stainless steel plates. Cure the samples at 75 plus or minus 2
Degrees F for a minimum of 48 hours prior to performing the tests.
2.2.4.12 Tensile Strength
Epoxy pavement marking materials must have a tensile strength of at least
6,000 psi when tested in accordance with ASTM D638. Cast the Type IV
specimens in a suitable mold and pull at the rate of 1/4 inch per minute
using a suitable dynamic testing machine. Cure the samples at 75 plus or
minus 2 Degrees F for a minimum of 12 hours and a maximum of 48 hours
prior to performing the tests.
2.2.4.13 Compressive Strength
Catalyzed epoxy pavement marking materials must have a compressive
strength of at least 12,000 psi when tested in accordance with ASTM D695.
Condition the cast sample at 75 plus or minus 2 Degrees F for a minimum of
12 hours and a maximum of 48 hours prior to performing the tests. The
rate of compression of these samples must not exceed 1/4 inch per minute.
2.2.5 Thermoplastic Compound
2.2.5.1 Composition Requirements
Thermoplastic compound must conform to AASHTO M 249. Formulate the binder
component as an alkyd resin.
2.2.5.2 Primer
a. Asphalt concrete primer: Provide thermosetting adhesive primer with
a solids content of pigment reinforced synthetic rubber and synthetic
plastic resin dissolved or dispersed in a volatile organic solvent for
asphaltic concrete pavements. The solids content must not be less
than 10 percent by weight at 70 degrees F and 60 percent relative
humidity. A wet film thickness of 0.005 inch, plus or minus 0.001 inch,
must dry to a tack-free condition in less than 5 minutes.
b. Portland cement concrete primer: Provide an epoxy resin primer for
portland cement concrete pavements, of the type recommended by the
manufacturer of the thermoplastic composition.
2.2.6 High Build Acrylic Coating (HBAC)
Formulate High Build Acrylic Coating (HBAC) to meet the requirements of
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Table II.
TABLE II - REQUIREMENTS FOR HIGH BUILD ACRYLIC COATINGS (HBAC)
TEST MINIMUM REQUIREMENT (AND MAXIMUM WHERE
INDICATED)
Resin System (ASTM D2621)Waterborne 100 percent Acrylic
Percent Volume Solids (ASTM D2697)58 percent
Volatile Organic Compound, max. (ASTM D3960
)
1.25 lbs/gal
White (FED-STD-595)37925
Yellow (FED-STD-595)33538
Shore D Hardness (ASTM D2240)45
1/8 inch Mandrel Bend at 5 mils Dry Film
Thickness (DFT, one-week cure (
ASTM D522/D522M, Method B)
No visual defects at bend (Conditions at
ASTM D3924)
Adhesion to Concrete and Asphaltic
Pavements (ASTM D4541)
140 psi or 100 percent cohesive failure
in pavement
Accelerated Weathering, Yellow, 2500 Hours
UV Exposure (ASTM G154: see note 1)
Max. color loss to 33655 (FED-STD-595)
Water Absorption at 168 Hours Immersion
Tap Water (ASTM D471)
9.0 percent max. weight increase
(conditions at ASTM D3924)
Application at 65 mils Wet,One Coat,
One-week Cure, (see note 2)
No visual cracking or curling (conditions
at ASTM D3924)
No Pick-Up at 25 mils (ASTM D711)Wet 10 minutes max.
Lead (ASTM D3335)0.06 percent max.
Cadmium (ASTM D3335)0.06 percent max.
Chromium (ASTM D3718)0.00 percent
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TABLE II - REQUIREMENTS FOR HIGH BUILD ACRYLIC COATINGS (HBAC)
TEST MINIMUM REQUIREMENT (AND MAXIMUM WHERE
INDICATED)
Notes:
(1) Properly mix and apply yellow paint at 10 mils plus or minus 2 mils DFT over
a suitably sized, clean aluminum substrate (ASTM D823), and cure for a minimum of 48
hours: four individual yellow samples shall be prepared. Expose three samples to
continuous Ultraviolet (UV) light for 2500 hours, without cycles condensation, in
accordance to ASTM G154: UVA-340 lamps shall be used in the testing apparatus.
Following exposure, compare the three exposed samples to the "one" non-exposed sample
using FED-STD-595 colors 33538 and 33655 as visual references: evaluate exposed
samples for degree of visual color loss. Yellow paint shall receive a passing rating
if each exposed sample appears equivalent to the non-exposed sample, and in addition,
displays color loss no greater than FED-STD-595 color 33655.
(2) Using double-stick, foam mounting tape (or equal) with a nominal thickness of
65 mils, apply a rectangular mold with inner dimensions of 3 in by 10 in to a clean
aluminum sample approximately sized at 6 in by 12 in by 1/8 in. Do not remove the
tape's plastic backing. Mix and apply excess paint into mold. Remove excess paint,
by squeegee or other appropriate draw down technique, to a uniform thickness equal to
the tape's height. Paint application and draw down shall be performed within a period
of no more than 60 seconds. Approximately one to two minutes following the draw
down, remove tape from sample and allow coating to cure for a minimum period of one
week ASTM D3924. Using a micrometer or other appropriate device, measure cured
coating thickness (less sample thickness) to confirm resulting coating application
was at or above 38 mils DFT. Inspect coating for visual signs of cracking and
curling. Following a one week cure, coating shall receive a passing rating if
applied greater than 38 mils DFT and visually free of both cracking and curling.
PART 3 EXECUTION
3.1 EXAMINATION
3.1.1 Testing for Moisture
Test the pavement surface for moisture before beginning pavement marking
after each period of rainfall, fog, high humidity, or cleaning, or when
the ambient temperature has fallen below the dew point. Do not commence
marking until the pavement is sufficiently dry and the pavement condition
has been approved by the Contracting Officer or authorized representative.
Employ the "plastic wrap method" to test the pavement for moisture as
follows: Cover the pavement with a 12 inch by 12 inch section of clear
plastic wrap and seal the edges with tape. After 15 minutes, examine the
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plastic wrap for any visible moisture accumulation inside the plastic. Do
not begin marking operations until the test can be performed with no
visible moisture accumulation inside the plastic wrap. Re-test surfaces
when work has been stopped due to rain.
3.1.2 Surface Preparation Demonstration
Prior to surface preparation, demonstrate the proposed procedures and
equipment. Prepare areas large enough to determine cleanliness, adhesion
of remaining coating and rate of cleaning.
3.1.3 Test Stripe Demonstration
Prior to paint application, demonstrate test stripe application within the
work area using the proposed materials and equipment. Apply separate test
stripes in each of the line widths and configurations required herein
using the proposed equipment. Make the test stripes long enough to
determine the proper speed and operating pressures for the vehicle(s) and
machinery, but not less than 50 feet long.
3.1.4 Application Rate Demonstration
During the Test Stripe Demonstration, demonstrate compliance with the
application rates specified herein. Document the equipment speed and
operating pressures required to meet the specified rates in each
configuration of the equipment and provide a copy of the documentation to
the Contracting Officer prior to proceeding with the work.
3.1.5 Level of Performance Demonstration
The Contracting Officer will be present at the application demonstrations
to observe the results obtained and to validate the operating parameters
of the vehicle(s) and equipment. If accepted by the Contracting Officer,
the test stripe is the measure of performance required for this project.
Do not proceed with the work until the demonstration results are
satisfactory to the Contracting Officer.
3.2 EXTERIOR SURFACE PREPARATION
Allow new pavement surfaces to cure for a period of not less than 30 days
before application of marking materials. Thoroughly clean surfaces to be
marked before application of the paint. Remove dust, dirt, and other
granular surface deposits by sweeping, blowing with compressed air,
rinsing with water, or a combination of these methods as required. Remove
residual curing compounds, and other coatings adhering to the pavement.
a. For Portland Cement Concrete pavement, grinding, light shot blasting,
or light scarification, to a resulting profile equal to ICRI 03732 CSP
2, CSP 3, and CSP 4, respectively, can be used in addition to water
blasting on most pavements, to either remove existing coatings, or for
surface preparation.
b. Do not use shot blasting on airfield pavements due to the potential of
Foreign Object Damage (FOD) to aircraft. Scrub affected areas, where
oil or grease is present on old pavements to be marked, with several
applications of trisodium phosphate solution or other approved
detergent or degreaser and rinse thoroughly after each application.
After cleaning oil-soaked areas, seal with shellac or primer
recommended by the manufacturer to prevent bleeding through the new
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paint. Do not commence painting in any area until pavement surfaces
are dry and clean.
3.2.1 Early Painting of Rigid Pavements
Pretreat rigid pavements that require early painting with an aqueous
solution containing 3 percent phosphoric acid and 2 percent zinc
chloride. Apply the solution to the areas to be marked.
3.2.2 Early Painting of Asphalt Pavements
For asphalt pavement systems requiring painting application at less than
30 days, apply the paint and beads at half the normal application rate,
followed by a second application at the normal rate after 30 days.
3.3 APPLICATION
Apply pavement markings to dry pavements only.
3.3.1 Paint
Apply paint pneumatically with approved equipment at rate of coverage
specified herein. Provide guidelines and templates as necessary to
control paint application. Take special precautions in marking numbers,
letters, and symbols. Manually paint numbers, letters, and symbols.
Sharply outline all edges of markings. The maximum drying time
requirements of the paint specifications will be strictly enforced, to
prevent undue softening of bitumen, and pickup, displacement, or
discoloration by tires of traffic. If there is a deficiency in drying of
the markings, painting operations must cease until the cause of the slow
drying is determined and corrected.
3.3.1.1 Waterborne Paint
3.3.1.2 Solventborne Paint
Apply paint at a minimum wet film thickness of 15 mils. Apply FS TT-B-1325
Type I (Gradation A) or AASHTO M 247 Type 1 beads at a minimum rate of 6
pounds of glass spheres per gallon.
3.3.1.3 Epoxy Paint
Apply paint evenly to the pavement surface at a wet film thickness of 20
mils plus or minus 1 mil to cover 80 plus or minus 4 square feet per gallon.
Apply glass spheres uniformly to the wet paint on road and street pavement
at a rate of 7 plus or minus 0.5 pounds of glass spheres per gallon.
3.3.1.4 High Build Acrylic Coating
Apply High Build Acrylic Coating (HBAC) at a rate of 50 square feet per
gallon. Apply Type IV (Gradation A) beads at a minimum rate of 16 pounds
of glass spheres per gallon.
3.3.2 Thermoplastic Compound
Place thermoplastic pavement markings, free from dirt or tint, upon dry
pavement. The temperature must be a minimum of 40 degrees F and rising at
the time of installation. Apply all centerline, skipline, edgeline, and
other longitudinal type markings with a mobile applicator. Place all
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special markings, crosswalks, stop bars, legends, arrows, and similar
patterns with a portable applicator, using the extrusion method.
3.3.3 Cleanup and Waste Disposal
Keep the worksite clean and free of debris and waste from the removal and
application operations. Dispose of debris at approved sites.
3.4 FIELD QUALITY CONTROL
3.4.1 Sampling and Testing
As soon as the paint and thermoplastic materials are available for
sampling, obtain by random selection from the sealed containers, two quart
samples of each batch in the presence of the Contracting Officer.
Accomplish adequate mixing prior to sampling to ensure a uniform,
representative sample. A batch is defined as that quantity of material
processed by the manufacturer at one time and identified by number on the
label. Clearly identify samples by designated name, specification number,
batch number, project contract number, intended use, and quantity involved.
At the discretion of the Contracting Officer, samples provided may be
tested by the Government for verification.
3.4.2 Material Inspection
Examine material at the job site to determine that it is the material
referenced in the report of test results or certificate of compliance.
3.4.3 Dimensional Tolerances
Apply all markings in the standard dimensions provide in the drawings.
New markings may deviate a maximum of 10 percent larger than the standard
dimension. The maximum deviation allowed when painting over an old
marking is up to 20 percent larger than the standard dimensions.
3.4.4 Bond Failure Verification
Inspect newly applied markings for signs of bond failure based on visual
inspection and comparison to results from Test Stripe Demonstration
paragraph.
-- End of Section --
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SECTION 32 31 13
CHAIN LINK FENCES AND GATES
11/16
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM A116 (2011) Standard Specification for
Metallic-Coated, Steel Woven Wire Fence
Fabric
ASTM A153/A153M (2016) Standard Specification for Zinc
Coating (Hot-Dip) on Iron and Steel
Hardware
ASTM A702 (2013) Standard Specification for Steel
Fence Posts and Assemblies, Hot Wrought
ASTM A780/A780M (2009; R 2015) Standard Practice for
Repair of Damaged and Uncoated Areas of
Hot-Dip Galvanized Coatings
ASTM A90/A90M (2013; R 2018) Standard Test Method for
Weight Mass of Coating on Iron and Steel
Articles with Zinc or Zinc-Alloy Coatings
ASTM C94/C94M (2018) Standard Specification for
Ready-Mixed Concrete
ASTM F1043 (2018) Standard Specification for Strength
and Protective Coatings on Steel
Industrial Fence Framework
ASTM F1083 (2018) Standard Specification for Pipe,
Steel, Hot-Dipped Zinc Coated (Galvanized)
Welded, for Fence Structures
ASTM F567 (2014a) Standard Practice for Installation
of Chain Link Fence
ASTM F626 (2014) Standard Specification for Fence
Fittings
ASTM F883 (2013) Padlocks
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FS RR-F-191 (Rev K) Fencing, Wire and Post Metal (and
Gates, Chain-Link Fence Fabric, and
Accessories)
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FS RR-F-191/1 (Rev F) Fencing, Wire and Post, Metal
(Chain-Link Fence Fabric)
FS RR-F-191/2 (Rev E) Fencing, Wire and Post, Metal
(Chain-Link Fence Gates)
FS RR-F-191/3 (Rev E; Am 1) Fencing, Wire and Post,
Metal (Chain-Link Fence Posts, Top Rails
and Braces)
FS RR-F-191/4 (Rev F) Fencing, Wire and Post, Metal
(Chain-Link Fence Accessories)
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. Submittals with an "S"
are for inclusion in the Sustainability eNotebook, in conformance to
Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in
accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-02 Shop Drawings
Fence Assembly
Location of Gate, Corner, End, and Pull Posts
Gate Assembly
Gate Hardware and Accessories
Erection/Installation Drawings
SD-03 Product Data
Fence Assembly
Gate Assembly
Gate Hardware and Accessories
Zinc Coating
Fabric
Stretcher Bars
Concrete
SD-04 Samples
Fabric
Posts
SD-07 Certificates
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Certificates of Compliance
SD-08 Manufacturer's Instructions
Fence Assembly
Gate Assembly
Hardware Assembly
Accessories
SD-11 Closeout Submittals
Recycled Material Content
1.3 QUALITY CONTROL
1.3.1 Certificates of Compliance
Submit certificates of compliance in accordance with the applicable
reference standards and descriptions of this section for the following:
a. Zinc coating
b. Fabric
c. Stretcher bars
d. Gate hardware and accessories
e. Concrete
1.4 DELIVERY, STORAGE, AND HANDLING
Deliver materials to site in an undamaged condition. Store materials off
the ground to provide protection against oxidation caused by ground
contact.
PART 2 PRODUCTS
2.1 SYSTEM DESCRIPTION
Provide fencing materials conforming to the requirements of ASTM A116,
ASTM A702, ASTM F626.
Submit reports of listing chain-link fencing and accessories regarding
weight in ounces for zinc coating.
Submit manufacturer's catalog data for complete fence assembly, gate
assembly, hardware assembly and accessories.
2.2 COMPONENTS
2.2.1 Fabric
FS RR-F-191 and detailed specifications as referenced and other
requirements as specified.
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FS RR-F-191/1; Type I, zinc-coated steel. Mesh size, 2 inches. Provide
selvage knuckled at both selvages. Height of fabric, as indicated.
Provide fabric consisting of No. 9-gage wires woven into a 2 inch diamond
mesh, with dimensions of fabric and wire conforming to ASTM A116, with 1.20
ounces per square foot zinc galvanizing.
2.2.1.1 Top and Bottom Selvages
Provide knuckled selvages at top and bottom for fabric with 2 inch mesh
and up to 60 inches high, and if over 60 inches high, provide twisted and
barbed top selvage and knuckled bottom selvage.
Knuckle top and bottom selvages for 1-3/4 inch and 1 inch mesh fabric.
2.2.2 Posts, Rails and Braces
FS RR-F-191/3 line posts; Class 1, steel pipe, Grade A. End, corner, and
pull posts; Class 1, steel pipe, Grade A. Braces and rails; Class 1,
steel pipe, Grade A in minimum sizes listed in FS RR-F-191/3 for each
class and grade.
2.2.3 Line Posts
Minimum acceptable line posts are as follows:
Up to 6 feet high:
Grade A: 1.900 inch O.D. pipe weighing 2.72 pounds per linear foot.
Grade B: 2.375 inch O.D. pipe weighing 3.12 pounds per linear foot.
Over 6 feet high:
2.0 inch O.D. pipe weighing 3.65 pounds per linear foot.
2.2.4 End, Corner, and Pull Posts
Provide minimally acceptable end, corner, and pull posts as follows:
Up to 6 feet high:
Grade A: 2.375 inch O.D. pipe weighing 3.65 pounds per linear foot.
Grade B: 2.375 inch O.D. pipe weighing 3.12 pounds per linear foot.
Over 6 feet high:
Grade A: 2.875 inch O.D. pipe weighing 5.79 pounds per linear foot.
Grade B: 2.875 inch O.D. pipe weighing 4.64 pounds per linear foot.
2.2.5 Sleeves
Provide sleeves for setting into concrete construction of the same
material as post sections, sized 1 inch greater than the diameter or
dimension of the post. Weld flat plates to each sleeve base to provide
anchorage and prevent intrusion of concrete.
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2.2.6 Top Rail
Provide top rails with a minimum of 1.660 inches O.D. pipe rails. Provide
expansion couplings 6 inches long at each joint in top rails.
2.2.7 Bottom Rail
Provide bottom rail conforming to minimum sizes specified in FS RR-F-191/3
for each class and grade unless members are to be oversized.
2.2.8 Post-Brace Assembly
Provide bracing consisting of 1.660 inches O.D. pipe Grade A weighing
2.27 pounds per linear foot and 3/8 inch adjustable truss rods and
turnbuckles.
2.2.9 Stretcher Bars
Provide bars that have one-piece lengths equal to the full height of the
fabric with a minimum cross section of 3/16 by 3/4 inch, in accordance
with ASTM F626.
2.2.10 Stretcher Bar Bands
Provide bar bands for securing stretcher bars to posts that are steel,
wrought iron, or malleable iron spaced not over 15 inches on center.
Bands may also be used in conjunction with special fittings for securing
rails to posts. Provide bands with projecting edges chamfered or eased.
2.2.11 Post Tops
Provide tops that are steel, wrought iron, or malleable iron designed as a
weathertight closure cap. Provide one cap for each post, unless equal
protection is provided by a combination post-cap and wire supporting arm.
Provide caps with an opening to permit through passage of the top rail.
2.2.12 Gate Posts
Provide a gate post for supporting each gate leaf as follows:
Up to 6-feet wide:
2.875 inch O.D. pipe Grade A weighing 5.79 pounds per linear foot.
Over 6 feet wide and up to 13 feet wide:
2.875 inch O.D. pipe Grade A weighing 5.79 pounds per linear foot.
Over 13-feet and up to 18-feet wide:
Provide 6.625 inch O.D. pipe weighing 18.97 pounds per linear foot.
Over 18-feet wide:
Provide 8.625 inch O.D. pipe weighing 24.70 pounds per linear foot.
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2.2.13 Gates
FS RR-F-191/2; Type I, single swing II, double swing III, single
cantilever sliding, wheel sliding gate IV, double cantilever sliding.
Shape and size of gate frame, as indicated. Framing and bracing members,
round of steel alloy. Steel member finish, zinc-coated. Provide gate
frames and braces of minimum sizes listed in FS RR-F-191/3 for each Class
and Grade, except that steel pipe frames are a minimum of 1.90 inches o.d.,
0.120 inches minimum wall thickness and aluminum pipe frames and
intermediate braces are 1.869 inches o.d. minimum, 0.940 lb/ft of length.
Gate fabric, is as specified for fencing fabric. Coating for steel
latches, stops, hinges, keepers, and accessories, is galvanized Provide
fork type gate latches. Provide intermediate members as necessary for
gate leaves more than 8 feet wide, to provide rigid construction, free
from sag or twist. Provide truss rods or intermediate braces for gate
leaves less than 8 feet wide. Attach gate fabric to gate frame in
accordance with manufacturer's standards, except that welding is not
permitted. Arrange padlocking latches to be accessible from both sides of
gate, regardless of latching arrangement.
For gate leaves up to 6 feet high or 6 feet wide, provide perimeter gate
frames of 1.66 inch O.D. pipe Grade A weighing 2.27 pounds per linear foot.

For gate leaves over 6 feet high or 6 feet wide, provide perimeter gate
frames of 1.90 inch O.D. pipe Grade A weighing 2.72 pounds per linear foot.

Provide gate frame assembly that is welded or assembled with special
malleable or pressed-steel fittings and rivets to provide rigid
connections. Install fabric with stretcher bars at vertical edges;
stretcher bars may also be used at top and bottom edges. Attach stretcher
bars and fabric to gate frames on all sides at intervals not exceeding 15
inches. Attach hardware with rivets or by other means which provides
equal security against breakage or removal.
Provide diagonal cross-bracing, consisting of 3/8 inch diameter
adjustable-length truss rods on welded gate frames, where necessary to
obtain frame rigidity without sag or twist. Provide nonwelded gate frames
with diagonal bracing.
2.2.14 Gate Hardware and Accessories
Provide gate hardware and accessories that conforms to ASTM A116 and
ASTM F626, and be as specified:
Provide hinges to suit gate size, non-lift-off type, offset to permit
180-degree opening.
Provide latch that permits operation from either side of the gate, with a
padlock eye provided as an integral part of the latch.
Provide stops and holders of malleable iron for vehicular gates. Provide
stops that automatically engage the gate and hold it in the open position
until manually released.
Provide double gates with a cane bolt and ground-set keeper, with latch or
locking device and padlock eye designed as an integral part.
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Provide manufacturer's standard heavy-duty track ball bearing hanger
sheaves, overhead framing and supports, guides, stays, bracing, and
accessories as required for easy operation of manual sliding gates.
2.2.15 Miscellaneous Hardware
Provide miscellaneous hot-dip galvanized hardware as required.
2.2.16 Wire Ties
Provide 16-gage galvanized steel wire for tying fabric to line posts,spaced
12 inches on center. For tying fabric to rails and braces, space wire
ties 24 inches on center. For tying fabric to tension wire, space
0.105-inch hog rings 24 inches on center.
Manufacturer's standard procedure will be accepted if of equal strength
and durability.
FS RR-F-191/4. Provide wire ties constructed of the same material as the
fencing fabric.
2.2.17 Padlocks
Provide padlocks conforming to ASTM F883, with chain.
2.3 MATERIALS
2.3.1 Zinc Coating
Provide hot-dip galvanized (after fabrication) ferrous-metal components
and accessories, except as otherwise specified.
Provide zinc coating of weight not less than 1.94 ounces per square foot,
as determined from the average result of two specimens, when tested in
accordance with ASTM A90/A90M.
Provide zinc coating conforming to the requirements of the following:
a. Pipe: FS RR-F-191/3 Class 1 Grade A in accordance with ASTM F1083.
b. Hardware and accessories: ASTM A153/A153M, Table 1
c. Surface: ASTM F1043
d. External: Type B-B surface zinc with organic coating, 0.97 ounce per
square foot minimum thickness of acrylated polymer.
e. Internal: Surface zinc coating of 0.97 ounce per square foot minimum.
Provide galvanizing repair material that is cold-applied zinc-rich coating
conforming to ASTM A780/A780M.
2.3.2 Tension Wire
Provide galvanized, coiled spring wire, No. 7-gage. Provide zinc coating
that weighs not less than 1.2 ounces per square foot.
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2.3.3 Concrete
Provide concrete conforming to ASTM C94/C94M, and obtaining a minimum
28-day compressive strength of 3,000 psi.
2.3.4 Grout
Provide grout of proportions one part portland cement to three parts
clean, well-graded sand and a minimum amount of water to produce a
workable mix.
PART 3 EXECUTION
Submit manufacturer's erection/installation drawings and instructions that
detail proper assembly and materials in the design for fence, gate,
hardware and accessories.
Provide complete installation conforming to ASTM F567.
3.1 PREPARATION
Ensure final grading and established elevations are complete prior to
commencing fence installation.
3.1.1 Clearing and Grading
Clear fence line of trees, brush, and other obstacles to install fencing
for a distance of 20 feet inside; and 10 feet outside the fence.
Establish a graded, compacted fence line prior to fencing installation.
3.2 INSTALLATION
3.2.1 Fence Installation
Install fence on prepared surfaces to line and grade indicated. Install
fence in accordance with fence manufacturer's written installation
instructions except as modified herein.
3.2.1.1 Post Spacing
Provide line posts spaced equidistantly apart, not exceeding 10 feet on
center. Provide gate posts spaced as necessary for size of gate
openings. Do not exceed 500 feet on straight runs between braced posts.
Provide corner or pull posts, with bracing in both directions, for changes
in direction of 15 degrees or more, or for abrupt changes in grade.
Submit drawings showing location of gate, corner, end, and pull posts.
3.2.1.2 Top and Bottom Tension Wire
Install top and bottom tension wires before installing chain-link fabric,
and pull wires taut. Place top and bottom tension wires within 8 inches
of respective fabric line.
3.2.2 Excavation
Provide excavations for post footings which are drilled holes in virgin or
compacted soil, of minimum sizes as indicated.
Space footings for line posts 10 feet on center maximum and at closer
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intervals when indicated, with bottoms of the holes approximately 3 inches
below the bottoms of the posts. Set bottom of each post not less than 36
inches below finished grade when in firm, undisturbed soil. Set posts
deeper, as required, in soft and problem soils and for heavy, lateral
loads.
Uniformly spread soil from excavations adjacent to the fence line or on
areas of Government property, as directed. When solid rock is encountered
near the surface, drill into the rock at least 12 inches for line posts
and at least 18 inches for end, pull, corner, and gate posts. Drill holes
at least 1 inch greater in diameter than the largest dimension of the
placed post.
If solid rock is below the soil overburden, drill to the full depth
required except that penetration into rock need not exceed the minimum
depths specified above.
3.2.3 Setting Posts
Remove loose and foreign materials from holes and moisten the soil prior
to placing concrete.
Provide tops of footings that are trowel finished and sloped or domed to
shed water away from posts. Set hold-open devices, sleeves, and other
accessories in concrete.
Keep exposed concrete moist for at least 7 calendar days after placement
or cured with a membrane curing material, as approved.
Grout all posts set into sleeved holes in concrete with an approved
grouting material.
Maintain vertical alignment of posts in concrete construction until
concrete has set.
3.2.3.1 Earth and Bedrock
Provide concrete bases of dimensions indicated on the manufactures
installation drawings, except in bedrock. Compact concrete to eliminate
voids, and finish to a dome shape. In bedrock, set posts with a minimum
of 1 inch of grout around each post. Work grout into hole to eliminate
voids, and finish to a dome shape.
3.2.3.2 Bracing
Brace gate, corner, end, and pull posts to nearest post with a horizontal
brace used as a compression member, placed at least 12 inches below top of
fence, and a diagonal tension rod.
a. Tolerances
Provide posts that are straight and plumb within a vertical tolerance of
1/4 inch after the fabric has been stretched. Provide fencing and gates
that are true to line with no more than 1/2 inch deviation from the
established centerline between line posts. Repair defects as directed.
3.2.4 Concrete Strength
Provide concrete that has attained at least 75 percent of its minimum
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28-day compressive strength, but in no case sooner than 7 calendar days
after placement, before rails, tension wire, or fabric are installed. Do
not stretch fabric and wires or hang gates until the concrete has attained
its full design strength.
Take samples and test concrete to determine strength as specified.
3.2.5 Top Rails
Provide top rails that run continuously through post caps or extension
arms, bending to radius for curved runs. Provide expansion couplings as
recommended by the fencing manufacturer.
3.2.6 Brace Assembly
Provide bracing assemblies at end and gate posts and at both sides of
corner and pull posts, with the horizontal brace located at midheight of
the fabric.
Install brace assemblies so posts are plumb when the diagonal rod is under
proper tension.
Provide two complete brace assemblies at corner and pull posts where
required for stiffness and as indicated.
3.2.7 Tension Wire Installation
Install tension wire by weaving them through the fabric and tying them to
each post with not less than 7-gage galvanized wire or by securing the
wire to the fabric with 10-gage ties or clips spaced 24 inches on center.
3.2.8 Fabric Installation
Provide fabric in single lengths between stretch bars with bottom barbs
placed approximately 1-1/2 inches above the ground line. Pull fabric taut
and tied to posts, rails, and tension wire with wire ties and bands.
Install fabric on the security side of fence, unless otherwise directed.
Ensure fabric remains under tension after the pulling force is released.
3.2.9 Stretcher Bar Installation
Thread stretcher bars through or clamped to fabric 4 inches on center and
secured to posts with metal bands spaced 15 inches on center.
3.2.10 Gate Installation
Install gates plumb, level, and secure, with full opening without
interference. Install ground set items in concrete for anchorage as
recommended by the fence manufacturer. Adjust hardware for smooth
operation and lubricated where necessary.
3.2.11 Tie Wires
Provide tie wires that are U-shaped to the pipe diameters to which
attached. Twist ends of tie wires not less than two full turns and bent
so as not to present a hazard.
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3.2.12 Fasteners
Install nuts for tension bands and hardware on the side of the fence
opposite the fabric side. Peen ends of bolts to prevent removal of nuts.
3.2.13 Zinc-Coating Repair
Clean and repair galvanized surfaces damaged by welding or abrasion, and
cut ends of fabric, or other cut sections with specified galvanizing
repair material applied in strict conformance with the manufacturer's
printed instructions.
3.2.14 Accessories Installation
3.2.14.1 Post Caps
Design post caps to accommodate top rail. Install post caps as
recommended by the manufacturer.
3.2.14.2 Padlocks
Provide padlocks for gate openings and provide chains that are securely
attached to gate or gate posts. Provide padlocks keyed alike, and provide
two keys for each padlock.
3.3 CLOSEOUT ACTIVITIES
Remove waste fencing materials and other debris from the work site.
Submit manufacturer's data indicating percentage of recycled material
content in protective fence materials, including chain link fence, fabric,
and gates to verify affirmative procurement compliance.
-- End of Section --
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SECTION 32 92 19
SEEDING
08/17
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM C602 (2013a) Agricultural Liming Materials
ASTM D4427 (2018) Standard Classification of Peat
Samples by Laboratory Testing
ASTM D4972 (2013) pH of Soils
U.S. DEPARTMENT OF AGRICULTURE (USDA)
AMS Seed Act (1940; R 1988; R 1998) Federal Seed Act
DOA SSIR 42 (1996) Soil Survey Investigation Report
No. 42, Soil Survey Laboratory Methods
Manual, Version 3.0
1.2 DEFINITIONS
1.2.1 Stand of Turf
95 percent ground cover of the established species.
1.3 RELATED REQUIREMENTS
Section 31 00 00 EARTHWORK, and Section 32 05 33 LANDSCAPE ESTABLISHMENT
applies to this section for pesticide use and plant establishment
requirements, with additions and modifications herein.
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. Submittals with an "S"
are for inclusion in the Sustainability eNotebook, in conformance with
Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in
accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
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1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Seed Protection
Protect from drying out and from contamination during delivery, on-site
storage, and handling.
1.5.1.2 Fertilizer, Gypsum, Sulfur, Iron, and Lime Delivery
Deliver to the site in original, unopened containers bearing
manufacturer's chemical analysis, name, trade name, trademark, and
indication of conformance to state and federal laws. Instead of
containers, fertilizer, gypsum, sulphur, iron, and lime may be furnished
in bulk with certificate indicating the above information.
1.5.2 Storage
1.5.2.1 Seed, Fertilizer, Gypsum, Sulfur, Iron, and Lime Storage
Store in cool, dry locations away from contaminants.
1.5.2.2 Topsoil
Prior to stockpiling topsoil, treat growing vegetation with application of
appropriate specified non-selective herbicide. Clear and grub existing
vegetation three to four weeks prior to stockpiling topsoil.
1.5.2.3 Handling
Do not drop or dump materials from vehicles.
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Restrictions
Do not plant when the ground is frozen, muddy, or when air temperature
exceeds 90 degrees Fahrenheit.
1.7 TIME LIMITATIONS
1.7.1 Seed
Apply seed within twenty four hours after seed bed preparation.
PART 2 PRODUCTS
2.1 SEED
2.1.1 Classification
Provide State-certified State-approved Endophyte-enhanced seed of the
latest season's crop delivered in original sealed packages, bearing
producer's guaranteed analysis for percentages of mixtures, purity,
germination, weedseed content, and inert material. Label in conformance
with AMS Seed Act and applicable state seed laws. Wet, moldy, or
otherwise damaged seed will be rejected. Field mixes will be acceptable
when field mix is performed on site in the presence of the Contracting
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Officer.
2.1.2 Planting Dates
2.1.2.1 Permanent Seeding
"Cool Season": planted between 1 September and 28 February
50 pounds per acre Winter Wheat (Triticum spelta). NO RYE GRASS.
25 pounds per acre common Bermuda (Cynodon dactylon), hulled
25 pounds per acre common Bermuda (Cynodon dactylon), unhulled
"Warm Season": planted between 1 March and 31 August
50 pounds per acre German (Setaria italica), Brown Top (Setaria
italica), or Fox Tail Millet (Brachiaria ramosum)
50 pounds per acre common Bermuda (Cynodon dactylon), hulled
2.1.2.2 Temporary Seeding
"Cool Season": planted between 1 September and 28 February
120 pounds per acre Winter Wheat (Triticum spelta)
"Warm Season": planted between 1 March and 31 August
65 pounds per acre German (Setaria italica), Brown Top (Setaria
italica), or Fox Tail Millet (Brachiaria ramosum)
2.1.2.3 Hydroseeding
Hydroseeding shall only be allowable on slopes steeper than 1 horizontal
to 1 vertical. Steps 1 through 4 must be completed prior to hydroseeding.
Hydroseeding should be applied in two applications. The first application
will consist of 1/3 of the mulch and 2/3 of the seed and the second
application will consist of 2/3 of the mulch and 1/3 of the seed. The
mulch will include a tackifier and will be applied at a rate of 2,000
pounds per acre or the manufacturer's recommendation, whichever is higher.
Proportion seed mixtures by weight. Temporary seeding must later be
replaced by permanent seeding plantings for a permanent stand of grass.
The same requirements of turf establishment for permanent seeding apply
for temporary seeding.
2.2 TOPSOIL
2.2.1 On-Site Topsoil
Surface soil stripped and stockpiled on site and modified as necessary to
meet the requirements specified for topsoil in paragraph COMPOSITION.
When available topsoil must be existing surface soil stripped and
stockpiled on-site in accordance with Section 31 00 00 EARTHWORK.
2.2.2 Off-Site Topsoil
Conform to requirements specified in paragraph COMPOSITION. Additional
topsoil must be furnished by the Contractor.
2.2.3 Composition
Containing from 5 to 10 percent organic matter as determined by the
topsoil composition tests of the Organic Carbon, 6A, Chemical Analysis
Method described in DOA SSIR 42. Maximum particle size, 3/4 inch, with
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maximum 3 percent retained on 1/4 inch screen. The pH must be tested in
accordance with ASTM D4972. Topsoil must be free of sticks, stones,
roots, and other debris and objectionable materials. Other components
must conform to the following limits:
Silt 25-50 percent
Clay 10-30 percent
Sand 20-35 percent
pH 5.5 to 7.0
Soluble Salts 600 ppm maximum
2.3 SOIL CONDITIONERS
Add conditioners to topsoil as required to bring into compliance with
"composition" standard for topsoil as specified herein.
2.3.1 Lime
Commercial grade hydrate limestone containing a calcium carbonate
equivalent (C.C.E.) as specified in ASTM C602 of not less than 80 percent.
2.3.2 Aluminum Sulfate
Commercial grade.
2.3.3 Sulfur
100 percent elemental
2.3.4 Iron
100 percent elemental
2.3.5 Peat
Natural product of peat moss derived from a freshwater site and conforming
to ASTM D4427. Shred and granulate peat to pass a 1/2 inch mesh screen
and condition in storage pile for minimum 6 months after excavation.
2.3.6 Sand
Clean and free of materials harmful to plants.
2.3.7 Perlite
Horticultural grade.
2.3.8 Composted Derivatives
Ground bark, nitrolized sawdust, humus or other green wood waste material
free of stones, sticks, and soil stabilized with nitrogen and having the
following properties:
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2.3.8.1 Particle Size
Minimum percent by weight passing:
No. 4 mesh screen 95
No. 8 mesh screen 80
2.3.8.2 Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust 0.7
Fir or Pine Bark 1.0
2.3.9 Gypsum
Coarsely ground gypsum comprised of calcium sulfate dihydrate 80 percent,
calcium 18 percent, sulfur 14 percent; minimum 96 percent passing through
20 mesh screen, 100 percent passing thru 16 mesh screen.
2.3.10 Calcined Clay
Calcined clay must be granular particles produced from montmorillonite
clay calcined to a minimum temperature of 1200 degrees F. Gradation: A
minimum 90 percent must pass a No. 8 sieve; a minimum 99 percent must be
retained on a No. 60 sieve; and material passing a No. 100 sieve must not
exceed 2 percent. Bulk density: A maximum 40 pounds per cubic foot.
2.4 FERTILIZER
2.4.1 Granular Fertilizer
Organic and synthetic, granular controlled release fertilizer:
Apply fertilizer/Lime at rates as determined by laboratory soil
analysis of soils at the job site. In the absence of the soil
analysis, apply soil amendments at the rates indicated in steps 2 and
3.
1. Area will be tilled to 4 inch depth
2. Apply lime at 70 pounds per 1000 square feet, or 1.5 tons per acre
3. Apply 10-20-20 at a rate of 850 pounds per acre or 20 pounds per
1000 square feet. The fertilizer should be either slow time
release or applied in two applications, half at time of planting
and the second half after permanent seed germinates.
4. The lime and fertilizer will be worked into the top 2 to 4 inches
of soil prior to seeding.
5. Seed Mix and Rate
2.4.2 Hydroseeding Fertilizer
Controlled release fertilizer, to use with hydroseeding and composed of
pills coated with plastic resin to provide a continuous release of
nutrients for at least 6 months.
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Apply fertilizer/Lime at rates as determined by laboratory soil
analysis of soils at the job site. In the absence of the soil
analysis, apply soil amendments at the rates indicated in steps 2 and
3.
1. Area will be tilled to 4 inch depth
2. Apply lime at 70 pounds per 1000 square feet, or 1.5 tons per acre
3. Apply 10-20-20 at a rate of 850 pounds per acre or 20 pounds per
1000 square feet. The fertilizer should be either slow time
release or applied in two applications, half at time of planting
and the second half after permanent seed germinates.
4. The lime and fertilizer will be worked into the top 2 to 4 inches
of soil prior to seeding.
5. Seed Mix and Rate
2.5 MULCH
Mulch must be free from noxious weeds, mold, and other deleterious
materials.
2.5.1 Straw
Stalks from oats, wheat, rye, barley, or rice. Furnish in air-dry
condition and of proper consistency for placing with commercial mulch
blowing equipment. Straw must contain no fertile seed.
2.5.2 Hay
Air-dry condition and of proper consistency for placing with commercial
mulch blowing equipment. Hay must be sterile, containing no fertile seed.
2.5.3 Wood Cellulose Fiber Mulch
Use recovered materials of either paper-based (100 percent post-consumer
content) or wood-based (100 percent total recovered content) hydraulic
mulch. Processed to contain no growth or germination-inhibiting factors
and dyed an appropriate color to facilitate visual metering of materials
application. Composition on air-dry weight basis: 9 to 15 percent
moisture, pH range from 5.5 to 8.2. Use with hydraulic application of
grass seed and fertilizer.
2.6 WATER
Source of water must be approved by Contracting Officer and of suitable
quality for irrigation, containing no elements toxic to plant life.
2.7 EROSION CONTROL MATERIALS
Erosion control material must conform to the following:
2.7.1 Erosion Control Blanket
100 percent agricultural straw or 70 percent agricultural straw/30 percent
coconut fiber matrix stitched with a degradable nettings, designed to
degrade within 12 months.
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2.7.2 Erosion Control Fabric
Fabric must be knitted construction of polypropylene yarn with uniform
mesh openings 3/4 to 1 inch square with strips of biodegradable paper.
Filler paper strips must have a minimum life of 6 months.
2.7.3 Erosion Control Net
Net must be heavy, twisted jute mesh, weighing approximately 1.22 pounds
per linear yard and 4 feet wide with mesh openings of approximately one
inch square.
2.7.4 Erosion Control Material Anchors
Erosion control anchors must be as recommended by the manufacturer.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 EXTENT OF WORK
Provide soil preparation prior to planting (including soil conditioners as
required), fertilizing, seeding, and surface topdressing of all newly
graded finished earth surfaces, unless indicated otherwise, and at all
areas inside or outside the limits of construction that are disturbed by
the Contractor's operations.
3.1.1.1 Topsoil
Provide 4 inches of topsoil to meet indicated finish grade. After areas
have been brought to indicated finish grade, incorporate fertilizer pH
adjusters soil conditioners into soil a minimum depth of 4 inches by
disking, harrowing, tilling or other method approved by the Contracting
Officer. Remove debris and stones larger than 3/4 inch in any dimension
remaining on the surface after finish grading. Correct irregularities in
finish surfaces to eliminate depressions. Protect finished topsoil areas
from damage by vehicular or pedestrian traffic.
3.1.1.2 Soil Conditioner Application Rates
Apply soil conditioners at rates as determined by laboratory soil analysis
of the soils at the job site.
3.1.1.3 Fertilizer Application Rates
Apply fertilizer at rates as determined by laboratory soil analysis of the
soils at the job site.
3.2 SEEDING
3.2.1 Seed Application Seasons and Conditions
Immediately before seeding, restore soil to proper grade. Do not seed when
ground is muddy frozen snow covered or in an unsatisfactory condition for
seeding. If special conditions exist that may warrant a variance in the
above seeding dates or conditions, submit a written request to the
Contracting Officer stating the special conditions and proposed variance.
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Apply seed within twenty four hours after seedbed preparation. Sow seed by
approved sowing equipment. Sow one-half the seed in one direction, and sow
remainder at right angles to the first sowing.
3.2.2 Seed Application Method
Seeding method must be hydroseeding.
3.2.2.1 Hydroseeding
First, mix water and fiber. Wood cellulose fiber, paper fiber, or
recycled paper must be applied as part of the hydroseeding operation.
Fiber must be added at 1,000 pounds, dry weight, per acre. Then add and
mix seed and fertilizer to produce a homogeneous slurry. When
hydraulically sprayed on the ground, material must form a blotter like
cover impregnated uniformly with grass seed. Spread with one application
with no second application of mulch.
3.2.3 Mulching
3.2.3.1 Hay or Straw Mulch
Hay or straw mulch must be spread uniformly at the rate of 2 tons per acre.
Mulch must be spread by hand, blower-type mulch spreader, or other
approved method. Mulching must be started on the windward side of
relatively flat areas or on the upper part of steep slopes, and continued
uniformly until the area is covered. The mulch must not be bunched or
clumped. Sunlight must not be completely excluded from penetrating to the
ground surface. All areas installed with seed must be mulched on the same
day as the seeding. Mulch must be anchored immediately following
spreading.
3.2.3.2 Mechanical Anchor
Mechanical anchor must be a V-type-wheel land packer; a scalloped-disk
land packer designed to force mulch into the soil surface; or other
suitable equipment.
3.2.3.3 Asphalt Adhesive Tackifier
Asphalt adhesive tackifier must be sprayed at a rate between 10 to 13
gallons per 1000 square feet. Sunlight must not be completely excluded
from penetrating to the ground surface.
3.2.3.4 Non-Asphaltic Tackifier
Hydrophilic colloid must be applied at the rate recommended by the
manufacturer, using hydraulic equipment suitable for thoroughly mixing
with water. A uniform mixture must be applied over the area.
3.2.3.5 Asphalt Adhesive Coated Mulch
Hay or straw mulch may be spread simultaneously with asphalt adhesive
applied at a rate between 10 to 13 gallons per 1000 square feet, using
power mulch equipment which must be equipped with suitable asphalt pump
and nozzle. The adhesive-coated mulch must be applied evenly over the
surface. Sunlight must not be completely excluded from penetrating to the
ground surface.
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3.2.4 Rolling
Immediately after seeding, firm entire area except for slopes in excess of
3 to 1 with a roller not exceeding 90 pounds for each foot of roller width.
If seeding is performed with cultipacker-type seeder or by hydroseeding,
rolling may be eliminated.
3.2.5 Erosion Control Material
Install in accordance with manufacturer's instructions, where indicated or
as directed by the Contracting Officer.
3.2.6 Watering
Start watering areas seeded as required by temperature and wind
conditions. Apply water at a rate sufficient to insure thorough wetting
of soil to a depth of 2 inches without run off. During the germination
process, seed is to be kept actively growing and not allowed to dry out.
3.3 PROTECTION OF TURF AREAS
Immediately after turfing, protect area against traffic and other use.
3.4 RENOVATION OF EXISTING TURF AREA
3.4.1 Aeration
Upon completion of weed eradication operations and Contracting Officer's
approval to proceed, aerate turf areas indicated, by approved device.
Core, by pulling soil plugs, to a minimum depth of 3 inches. Leave all
soil plugs, that are produced, in the turf area. Remove all debris
generated during this operation off site. After aeration operations are
complete, topdress entire area 1/4 inch depth with the following mixture:
10 percent sand
20 percent humus
10 percent gypsum
40 percent organic fertilizer
20 percent synthetic fertilizer
Blend all parts of topdressing mixture to a uniform consistency throughout.
Keep clean at all times at least one paved pedestrian access route and
one paved vehicular access route to each building. Clean all soil plugs
off of other paving when work is complete.
3.4.2 Vertical Mowing
Upon completion of aerating operation and Contracting Officer's approval
to proceed, vertical mow turf areas indicated, by approved device, to a
depth of 1/4 inch above existing soil level, to reduce thatch build-up,
grain, and surface compaction. Keep clean at all times at least one paved
pedestrian access route and one paved vehicular access route to each
building. Clean other paving when work is complete. Remove all debris
generated during this operation off site.
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3.4.3 Dethatching
Upon completion of aerating operation and Contracting Officer's approval
to proceed, dethatch turf areas indicated, by approved device, to a depth
of 1/4 inch below existing soil level, to reduce thatch build-up, grain,
and surface compaction. Keep clean at all times at least one paved
pedestrian access route and one paved vehicular access route to each
building. Clean other paving when work is complete. Remove all debris
generated during this operation off site.
3.4.4 Overseeding
Apply seed in accordance with and at rates indicated in applicable
portions of paragraph SEED APPLICATION METHOD.
3.5 RESTORATION
Restore to original condition existing turf areas which have been damaged
during turf installation operations at the Contractor's expense. Keep
clean at all times at least one paved pedestrian access route and one
paved vehicular access route to each building. Clean other paving when
work in adjacent areas is complete.
-- End of Section --
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SECTION 32 92 23
SODDING
04/06
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM C602 (2013a) Agricultural Liming Materials
ASTM D4427 (2013) Peat Samples by Laboratory Testing
ASTM D4972 (2013) pH of Soils
TURFGRASS PRODUCERS INTERNATIONAL (TPI)
TPI GSS (1995) Guideline Specifications to
Turfgrass Sodding
U.S. DEPARTMENT OF AGRICULTURE (USDA)
DOA SSIR 42 (1996) Soil Survey Investigation Report
No. 42, Soil Survey Laboratory Methods
Manual, Version 3.0
1.2 DEFINITIONS
1.2.1 Stand of Turf
100 percent ground cover of the established species.
1.3 RELATED REQUIREMENTS
Section 31 00 00 EARTHWORK, Section 32 92 19 SEEDING, and Section 32 05 33
LANDSCAPE ESTABLISHMENT applies to this section for pesticide use and
plant establishment requirements, with additions and modifications herein.
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. Submittals with an "S"
are for inclusion in the Sustainability Notebook, in conformance with
Section 01 33 29 SUSTAINABILITY. Submit the following in accordance with
Section 01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Fertilizer
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Include physical characteristics, and recommendations.
SD-06 Test Reports
Topsoil composition tests (reports and recommendations).
SD-07 Certificates
Nursery or Sod farm certification for sods. Indicate type of sod
in accordance with TPI GSS.
1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Sod Protection
Protect from drying out and from contamination during delivery, on-site
storage, and handling.
1.5.1.2 Fertilizer Gypsum Sulfur Iron and Lime Delivery
Deliver to the site in original, unopened containers bearing
manufacturer's chemical analysis, name, trade name, trademark, and
indication of conformance to state and federal laws. Instead of
containers, fertilizer, gypsum, sulphur, iron, and lime may be furnished
in bulk with certificate indicating the above information.
1.5.2 Storage
1.5.2.1 Sod Storage
Lightly sprinkle with water, cover with moist burlap, straw, or other
approved covering; and protect from exposure to wind and direct sunlight
until planted. Provide covering that will allow air to circulate so that
internal heat will not develop. Do not store sod longer than 24 hours. Do
not store directly on concrete or bituminous surfaces.
1.5.2.2 Topsoil
Prior to stockpiling topsoil, treat growing vegetation with application of
appropriate specified non-selective herbicide. Clear and grub existing
vegetation three to four weeks prior to stockpiling topsoil.
1.5.2.3 Handling
Do not drop or dump materials from vehicles.
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Restrictions
Do not plant when the ground is frozen, snow covered, muddy, or when air
temperature exceeds 90 degrees Fahrenheit.
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1.7 TIME LIMITATIONS
1.7.1 Sod
Place sod a maximum of thirty six hours after initial harvesting, in
accordance with TPI GSS as modified herein.
PART 2 PRODUCTS
2.1 SODS
2.1.1 Classification
Nursery grown, certified as classified in the TPI GSS. Machine cut sod at
a uniform thickness of 3/4 inch within a tolerance of 1/4 inch, excluding
top growth and thatch. Each individual sod piece shall be strong enough
to support its own weight when lifted by the ends. Broken pads,
irregularly shaped pieces, and torn or uneven ends will be rejected.Wood
pegs and wire staples for anchorage shall be as recommended by sod
supplier.
2.1.2 Purity
Sod species shall be genetically pure, free of weeds, pests, and disease.
2.1.3 Planting Dates
Lay sod from 1 March to 31 August for warm season spring planting and from
1 September to 28 February for cool season fall planting.
2.1.4 Composition
2.1.4.1 Proportion
Proportion grass species as follows.
"Cool Season": planted between 1 September and 28 February
50 pounds per acre Winter Wheat (Triticum spelta). NO RYE GRASS.
25 pounds per acre common Bermuda (Cynodon dactylon), hulled
25 pounds per acre common Bermuda (Cynodon dactylon), unhulled
"Warm Season": planted between 1 March and 31 August
50 pounds per acre German (Setaria italica), Brown Top (Setaria
italica), or Fox Tail Millet (Brachiaria ramosum)
50 pounds per acre common Bermuda (Cynodon dactylon), hulled
2.2 TOPSOIL
2.2.1 On-Site Topsoil
Surface soil stripped and stockpiled on site and modified as necessary to
meet the requirements specified for topsoil in paragraph entitled
"Composition." When available topsoil shall be existing surface soil
stripped and stockpiled on-site in accordance with Section 31 00 00
EARTHWORK.
2.2.2 Off-Site Topsoil
Conform to requirements specified in paragraph entitled "Composition."
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Additional topsoil shall be furnished by the Contractor.
2.2.3 Composition
Containing from 5 to 10 percent organic matter as determined by the
topsoil composition tests of the Organic Carbon, 6A, Chemical Analysis
Method described in DOA SSIR 42. Maximum particle size, 3/4 inch, with
maximum 3 percent retained on 1/4 inch screen. The pH shall be tested in
accordance with ASTM D4972. Topsoil shall be free of sticks, stones,
roots, and other debris and objectionable materials. Other components
shall conform to the following limits:
Silt 25-50 percent
Clay 10-30 percent
Sand 20-35 percent
pH 5.5 to 7.0
Soluble Salts 600 ppm maximum
2.3 SOIL CONDITIONERS
Add conditioners to topsoil as required to bring into compliance with
"composition" standard for topsoil as specified herein.
2.3.1 Lime
Commercial grade hydrate limestone containing a calcium carbonate
equivalent (C.C.E.) as specified in ASTM C602 of not less than 80 percent.
2.3.2 Aluminum Sulfate
Commercial grade.
2.3.3 Sulfur
100 percent elemental
2.3.4 Iron
100 percent elemental
2.3.5 Peat
Natural product of peat moss derived from a freshwater site and conforming
to ASTM D4427. Shred and granulate peat to pass a 1/2 inch mesh screen
and condition in storage pile for minimum 6 months after excavation.
2.3.6 Sand
Clean and free of materials harmful to plants.
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2.3.7 Perlite
Horticultural grade.
2.3.8 Composted Derivatives
Ground bark, nitrolized sawdust, humus or other green wood waste material
free of stones, sticks, and soil stabilized with nitrogen and having the
following properties:
2.3.8.1 Particle Size
Minimum percent by weight passing:
No. 4 mesh screen 95
No. 8 mesh screen 80
2.3.8.2 Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust 0.7
Fir or Pine Bark 1.0
2.3.9 Gypsum
Coarsely ground gypsum comprised of calcium sulfate dihydrate 91 percent,
calcium 22 percent, sulfur 17 percent; minimum 96 percent passing through
20 mesh screen, 100 percent passing thru 16 mesh screen.
2.3.10 Calcined Clay
Calcined clay shall be granular particles produced from montmorillonite
clay calcined to a minimum temperature of 1200 degrees F. Gradation: A
minimum 90 percent shall pass a No. 8 sieve; a minimum 99 percent shall be
retained on a No. 60 sieve; and a maximum 2 percent shall pass a No. 100
sieve. Bulk density: A maximum 40 pounds per cubic foot.
2.4 FERTILIZER
2.4.1 Granular Fertilizer
Apply fertilizer/lime at rates as determined by laboratory soils analysis
of soils at the job site. In the absence of the soils analysis, apply lime
at 70 pounds per 1,000 square feet, or 1.5 tons per acre, and 10-20-20
fertilizer at a rate of 750 pounds per acre or 20 pounds per square feet.
2.5 WATER
Source of water shall be approved by Contracting Officer and of suitable
quality for irrigation containing no element toxic to plant life.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 Extent Of Work
Provide soil preparation (including soil conditioners), fertilizing, and
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sodding of all newly graded finished earth surfaces, unless indicated
otherwise, and at all areas inside or outside the limits of construction
that are disturbed by the Contractor's operations.
3.1.2 Soil Preparation
Provide 4 inches of topsoil to meet indicated finish grade. After areas
have been brought to indicated finish grade, incorporate fertilizer pH
adjusters soil conditioners into soil a minimum depth of 4 inches by
disking, harrowing, tilling or other method approved by the Contracting
Officer. Remove debris and stones larger than 3/4 inch in any dimension
remaining on the surface after finish grading. Correct irregularities in
finish surfaces to eliminate depressions. Protect finished topsoil areas
from damage by vehicular or pedestrian traffic.
3.1.2.1 Soil Conditioner Application Rates
Apply soil conditioners at rates as determined by laboratory soil analysis
of the soils at the job site.
3.1.2.2 Fertilizer Application Rates
Apply fertilizer at rates as determined by laboratory soil analysis of the
soils at the job site.
3.2 SODDING
3.2.1 Finished Grade and Topsoil
Prior to the commencement of the sodding operation, the Contractor shall
verify that finished grades are as indicated on drawings; the placing of
topsoil, smooth grading, and compaction requirements have been completed
in accordance with Section 31 00 00 EARTHWORK.
The prepared surface shall be a maximum 1 inch below the adjoining grade
of any surfaced area. New surfaces shall be blended to existing areas.
The prepared surface shall be completed with a light raking to remove from
the surface debris and stones over a minimum 5/8 inch in any dimension.
3.2.2 Placing
Place sod a maximum of 36 hours after initial harvesting, in accordance
with TPI GSS as modified herein.
3.2.3 Sodding Slopes and Ditches
For slopes 2:1 and greater, lay sod with long edge perpendicular to the
contour. For V-ditches and flat bottomed ditches, lay sod with long edge
perpendicular to flow of water. Anchor each piece of sod with wood pegs or
wire staples maximum 2 feet on center. On slope areas, start sodding at
bottom of the slope.
3.2.4 Finishing
After completing sodding, blend edges of sodded area smoothly into
surrounding area. Air pockets shall be eliminated and a true and even
surface shall be provided. Frayed edges shall be trimmed and holes and
missing corners shall be patched with sod.
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3.2.5 Rolling
Immediately after sodding, firm entire area except for slopes in excess of
3 to 1 with a roller not exceeding 90 pounds for each foot of roller width.
3.2.6 Watering
Start watering areas sodded as required by daily temperature and wind
conditions. Apply water at a rate sufficient to ensure thorough wetting of
soil to minimum depth of 6 inches. Run-off, puddling, and wilting shall
be prevented. Unless otherwise directed, watering trucks shall not be
driven over turf areas. Watering of other adjacent areas or plant
material shall be prevented.
3.3 PROTECTION OF TURF AREAS
Immediately after turfing, protect area against traffic and other use.
3.4 RESTORATION
Restore to original condition existing turf areas which have been damaged
during turf installation operations. Keep clean at all times at least one
paved pedestrian access route and one paved vehicular access route to each
building. Clean other paving when work in adjacent areas is complete.
-- End of Section --
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SECTION 33 40 00
STORM DRAINAGE UTILITIES
02/10
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO MP 20 (2013; R 2017) Standard Specification for
Steel-Reinforced Polyethylene (PE) Ribbed
Pipe, 300- to 1500-mm (12- to 60-in)
Diameter
ASTM INTERNATIONAL (ASTM)
ASTM A123/A123M (2017) Standard Specification for Zinc
(Hot-Dip Galvanized) Coatings on Iron and
Steel Products
ASTM A48/A48M (2003; R 2012) Standard Specification for
Gray Iron Castings
ASTM A536 (1984; R 2014) Standard Specification for
Ductile Iron Castings
ASTM A929/A929M (2017) Standard Specification for Steel
Sheet, Metallic-Coated by the Hot-Dip
Process for Corrugated Steel Pipe
ASTM B26/B26M (2014; E 2015) Standard Specification for
Aluminum-Alloy Sand Castings
ASTM C1103 (2014) Standard Practice for Joint
Acceptance Testing of Installed Precast
Concrete Pipe Sewer Lines
ASTM C139 (2017) Standard Specification for Concrete
Masonry Units for Construction of Catch
Basins and Manholes
ASTM C1433 (2016b) Standard Specification for Precast
Reinforced Concrete Monolithic Box
Sections for Culverts, Storm Drains, and
Sewers
ASTM C231/C231M (2017a) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
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ASTM C270 (2014a) Standard Specification for Mortar
for Unit Masonry
ASTM C425 (2004; R 2013) Standard Specification for
Compression Joints for Vitrified Clay Pipe
and Fittings
ASTM C443 (2012; R 2017) Standard Specification for
Joints for Concrete Pipe and Manholes,
Using Rubber Gaskets
ASTM C478 (2018) Standard Specification for Circular
Precast Reinforced Concrete Manhole
Sections
ASTM C76 (2015) Standard Specification for
Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe
ASTM C828 (2011) Low-Pressure Air Test of Vitrified
Clay Pipe Lines
ASTM C877 (2008) External Sealing Bands for Concrete
Pipe, Manholes, and Precast Box Sections
ASTM C923 (2008; R 2013; E 2016) Standard
Specification for Resilient Connectors
Between Reinforced Concrete Manhole
Structures, Pipes and Laterals
ASTM C969 (2017) Standard Practice for Infiltration
and Exfiltration Acceptance Testing of
Installed Precast Concrete Pipe Sewer Lines
ASTM C990 (2009; R 2014) Standard Specification for
Joints for Concrete Pipe, Manholes and
Precast Box Sections Using Preformed
Flexible Joint Sealants
ASTM D1056 (2014) Standard Specification for Flexible
Cellular Materials - Sponge or Expanded
Rubber
ASTM D1171 (2016; E 2016) Standard Test Method for
Rubber Deterioration - Surface Ozone
Cracking Outdoors (Triangular Specimens)
ASTM D1751 (2004; E 2013; R 2013) Standard
Specification for Preformed Expansion
Joint Filler for Concrete Paving and
Structural Construction (Nonextruding and
Resilient Bituminous Types)
ASTM D1752 (2004a; R 2013) Standard Specification for
Preformed Sponge Rubber Cork and Recycled
PVC Expansion
ASTM D2321 (2014; E 2014) Standard Practice for
Underground Installation of Thermoplastic
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Pipe for Sewers and Other Gravity-Flow
Applications
ASTM D2729 (2017) Standard Specification for
Poly(Vinyl Chloride) (PVC) Sewer Pipe and
Fittings
ASTM F1417 (2011a) Standard Test Method for
Installation Acceptance of Plastic Gravity
Sewer Lines Using Low Pressure Air
ASTM F2562/F2562M (2015) Specification for Steel Reinforced
Thermoplastic Ribbed Pipe and Fittings for
Non-Pressure Drainage and Sewerage
ASTM F2736 (2013; E 2014) Standard Specification for
6 to 30 in. (152 To 762 mm) Polypropylene
(PP) Corrugated Single Wall Pipe And
Double Wall Pipe
ASTM F2764/F2764M (2017; E 2017) Standard Specification for
6 to 60 in. 150 to 1500 mm Polypropylene
(PP) Corrugated Double and Triple Wall
Pipe and Fittings for Non-Pressure
Sanitary Sewer Applications
ASTM F2881 (2011) Standard Specification for 12 to 60
in. (300 to 1500 mm) Polypropylene (PP)
Dual Wall Pipe and Fittings for
Non-Pressure Storm Sewer Applications
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. Submittals with an "S"
are for inclusion in the Sustainability eNotebook, in conformance to
Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in
accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-07 Certificates
Resin Certification
Oil Resistant Gasket
Frame and Cover for Gratings
Post-Installation Inspection Report
1.3 DELIVERY, STORAGE, AND HANDLING
1.3.1 Delivery and Storage
Materials delivered to site shall be inspected for damage, unloaded, and
stored with a minimum of handling. Materials shall not be stored directly
on the ground. The inside of pipes and fittings shall be kept free of
dirt and debris. Before, during, and after installation, plastic pipe and
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fittings shall be protected from any environment that would result in
damage or deterioration to the material. Keep a copy of the
manufacturer's instructions available at the construction site at all
times and follow these instructions unless directed otherwise by the
Contracting Officer. Solvents, solvent compounds, lubricants, elastomeric
gaskets, and any similar materials required to install plastic pipe shall
be stored in accordance with the manufacturer's recommendations and shall
be discarded if the storage period exceeds the recommended shelf life.
Solvents in use shall be discarded when the recommended pot life is
exceeded.
1.3.2 Handling
Materials shall be handled in a manner that ensures delivery to the trench
in sound, undamaged condition. Pipe shall be carried to the trench, not
dragged.
PART 2 PRODUCTS
2.1 PIPE FOR CULVERTS AND STORM DRAINS
Pipe for culverts and storm drains shall be of the sizes indicated and
shall conform to the requirements specified.
2.1.1 Concrete Pipe
Manufactured in accordance with and conforming to ASTM C76, Class III or V.
2.1.2 Poly Vinyl Chloride (PVC) Pipe
Submit the pipe manufacturer's resin certification, indicating the cell
classification of PVC used to manufacture the pipe, prior to installation
of the pipe.
2.1.3 Steel Reinforced Polyethylene (SRPE) Pipe
SRPE pipe will meet the requirements of ASTM F2562/F2562M 8 - 120 inch
diameter pipe and AASHTO MP 20 (12 - 60 inch diameter pipe).
2.1.4 Polypropylene (PP) Pipe
Double wall and triple wall pipe with a diameter of 12 to 60 inches shall
meet the requirements of ASTM F2736, ASTM F2764/F2764M, or ASTM F2881.
2.2 PERFORATED PIPING
2.2.1 Polyvinyl Chloride (PVC) Pipe
ASTM D2729.
2.2.2 Polypropylene (PP) Pipe
ASTM F2881, Class II perforation patterns.
2.3 DRAINAGE STRUCTURES
2.3.1 Flared End Sections
Sections shall be of a standard design fabricated from zinc coated steel
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sheets meeting requirements of ASTM A929/A929M.
2.3.2 Precast Reinforced Concrete Box
Manufactured in accordance with and conforming to ASTM C1433.
2.4 MISCELLANEOUS MATERIALS
2.4.1 Concrete
Unless otherwise specified, concrete and reinforced concrete shall conform
to the requirements for 3,500 psi concrete under Section 03 30 00
CAST-IN-PLACE CONCRETE . The concrete mixture shall have air content by
volume of concrete, based on measurements made immediately after discharge
from the mixer, of 5 to 7 percent when maximum size of coarse aggregate
exceeds 1-1/2 inches. Air content shall be determined in accordance with
ASTM C231/C231M. The concrete covering over steel reinforcing shall not
be less than 1 inch thick for covers and not less than 1-1/2 inches thick
for walls and flooring. Concrete covering deposited directly against the
ground shall have a thickness of at least 3 inches between steel and
ground. Expansion-joint filler material shall conform to ASTM D1751, or
ASTM D1752, or shall be resin-impregnated fiberboard conforming to the
physical requirements of ASTM D1752.
2.4.2 Mortar
Mortar for pipe joints, connections to other drainage structures, and
brick or block construction shall conform to ASTM C270, Type M, except
that the maximum placement time shall be 1 hour. The quantity of water in
the mixture shall be sufficient to produce a stiff workable mortar but in
no case shall exceed 1 gallons of water per sack of cement. Water shall
be clean and free of harmful acids, alkalis, and organic impurities. The
mortar shall be used within 30 minutes after the ingredients are mixed
with water. The inside of the joint shall be wiped clean and finished
smooth. The mortar head on the outside shall be protected from air and
sun with a proper covering until satisfactorily cured.
2.4.3 Precast Concrete Segmental Blocks
Precast concrete segmental block shall conform to ASTM C139, not more than
8 inches thick, not less than 8 inches long, and of such shape that joints
can be sealed effectively and bonded with cement mortar.
2.4.4 Precast Reinforced Concrete Manholes
Conform to ASTM C478. Joints between precast concrete risers and tops
shall be full-bedded in cement mortar and shall be smoothed to a uniform
surface on both interior and exterior of the structure or made with
flexible watertight, rubber-type gaskets meeting the requirements of
paragraph JOINTS.
2.4.5 Prefabricated Corrugated Metal Manholes
Manholes shall be of the type and design recommended by the manufacturer.
Manholes shall be complete with frames and cover, or frames and gratings.
2.4.6 Frame and Cover for Gratings
Submit certification on the ability of frame and cover or gratings to
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carry the imposed live load. Frame and cover for gratings shall be cast
gray iron, ASTM A48/A48M, Class 35B; cast ductile iron, ASTM A536, Grade
65-45-12; or cast aluminum, ASTM B26/B26M, Alloy 356.O-T6. Weight, shape,
size, and waterway openings for grates and curb inlets shall be as
indicated on the plans. The word "Storm Sewer" shall be stamped or cast
into covers so that it is plainly visible.
2.4.7 Joints
2.4.7.1 Flexible Watertight Joints
a. Flexible watertight joints shall be made with plastic or rubber-type
gaskets for concrete pipe and with factory-fabricated resilient
materials for clay pipe. The design of joints and the physical
requirements for preformed flexible joint sealants shall conform to
ASTM C990, and rubber-type gaskets shall conform to ASTM C443.
Factory-fabricated resilient joint materials shall conform to ASTM C425.
Gaskets shall have not more than one factory-fabricated splice, except
that two factory-fabricated splices of the rubber-type gasket are
permitted if the nominal diameter of the pipe being gasketed exceeds
54 inches.
b. Rubber gaskets shall comply with the oil resistant gasket requirements
of ASTM C443. Certified copies of test results shall be delivered to
the Contracting Officer before gaskets or jointing materials are
installed. Alternate types of watertight joint may be furnished, if
specifically approved.
2.4.7.2 External Sealing Bands
Requirements for external sealing bands shall conform to ASTM C877.
2.4.7.3 Flexible Watertight, Gasketed Joints
a. Gaskets: When infiltration or exfiltration is a concern for pipe
lines, the couplings may be required to have gaskets. The closed-cell
expanded rubber gaskets shall be a continuous band approximately 7
inches wide and approximately 3/8 inch thick, meeting the requirements
of ASTM D1056, Type 2 A1, and shall have a quality retention rating of
not less than 70 percent when tested for weather resistance by ozone
chamber exposure, Method B of ASTM D1171. Rubber O-ring gaskets shall
be 13/16 inch in diameter for pipe diameters of 36 inches or smaller
and 7/8 inch in diameter for larger pipe having 1/2 inch deep end
corrugation. Rubber O-ring gaskets shall be 1-3/8 inches in diameter
for pipe having 1 inch deep end corrugations. O-rings shall meet the
requirements of ASTM C990 or ASTM C443. Preformed flexible joint
sealants shall conform to ASTM C990, Type B.
b. Connecting Bands: Connecting bands shall be of the type, size and
sheet thickness of band, and the size of angles, bolts, rods and lugs
as indicated or where not indicated as specified in the applicable
standards or specifications for the pipe. Exterior rivet heads in the
longitudinal seam under the connecting band shall be countersunk or
the rivets shall be omitted and the seam welded. Watertight joints
shall be tested and shall meet the test requirements of paragraph
HYDROSTATIC TEST ON WATERTIGHT JOINTS.
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2.4.7.4 PVC Plastic Pipes
Joints shall be solvent cement or elastomeric gasket type in accordance
with the specification for the pipe and as recommended by the pipe
manufacturer.
2.5 STEEL LADDER
Steel ladder shall be provided where the depth of the storm drainage
structure exceeds 12 feet. These ladders shall be not less than 16 inches
in width, with 3/4 inch diameter rungs spaced 12 inches apart. The two
stringers shall be a minimum 3/8 inch thick and 2-1/2 inches wide.
Ladders and inserts shall be galvanized after fabrication in conformance
with ASTM A123/A123M.
2.6 RESILIENT CONNECTORS
Flexible, watertight connectors used for connecting pipe to manholes and
inlets shall conform to ASTM C923.
2.7 EROSION CONTROL RIP RAP
Provide non-erodible rock not exceeding 15 inches in its greatest
dimension and choked with sufficient small rocks to provide a dense mass
with a minimum thickness of as indicated.
PART 3 EXECUTION
3.1 INSTALLATION OF PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES
Excavation of trenches, and for appurtenances and backfilling for culverts
and storm drains, shall be in accordance with the applicable portions of
Section 31 00 00 EARTHWORK and the requirements specified below.
3.1.1 Trenching
The width of trenches at any point below the top of the pipe shall be not
greater than the outside diameter of the pipe plus 12 inches to permit
satisfactory jointing and thorough tamping of the bedding material under
and around the pipe. Sheeting and bracing, where required, shall be
placed within the trench width as specified, without any overexcavation.
Where trench widths are exceeded, redesign with a resultant increase in
cost of stronger pipe or special installation procedures will be
necessary. Cost of this redesign and increased cost of pipe or
installation shall be borne by the Contractor without additional cost to
the Government.
3.1.2 Removal of Rock
Rock in either ledge or boulder formation shall be replaced with suitable
materials to provide a compacted earth cushion having a thickness between
unremoved rock and the pipe of at least 8 inches or 1/2 inch for each foot
of fill over the top of the pipe, whichever is greater, but not more than
three-fourths the nominal diameter of the pipe. Where bell-and-spigot
pipe is used, the cushion shall be maintained under the bell as well as
under the straight portion of the pipe. Rock excavation shall be as
specified and defined in Section 31 00 00 EARTHWORK.
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3.1.3 Removal of Unstable Material
Where wet or otherwise unstable soil incapable of properly supporting the
pipe, as determined by the Contracting Officer, is unexpectedly
encountered in the bottom of a trench, such material shall be removed to
the depth required and replaced to the proper grade with select granular
material, compacted as provided in paragraph BACKFILLING. When removal of
unstable material is due to the fault or neglect of the Contractor while
performing shoring and sheeting, water removal, or other specified
requirements, such removal and replacement shall be performed at no
additional cost to the Government.
3.2 BEDDING
The bedding surface for the pipe shall provide a firm foundation of
uniform density throughout the entire length of the pipe.
3.2.1 Concrete Pipe Requirements
When no bedding class is specified or detailed on the drawings, concrete
pipe shall be bedded in granular material minimum 4 inch in depth in
trenches with soil foundation. Depth of granular bedding in trenches with
rock foundation shall be 1/2 inch in depth per foot of depth of fill,
minimum depth of bedding shall be 8 inch up to maximum depth of 24 inches.
The middle third of the granular bedding shall be loosely placed. Bell
holes and depressions for joints shall be removed and formed so entire
barrel of pipe is uniformly supported. The bell hole and depressions for
the joints shall be not more than the length, depth, and width required
for properly making the particular type of joint.
3.2.2 Plastic Pipe
Bedding for PVC, PE, SRPE and PP pipe shall meet the requirements of
ASTM D2321. Use Class IB or II material for bedding, haunching, and
initial backfill. Use Class I, II, or III material for PP pipe bedding,
haunching and initial backfill.
3.3 PLACING PIPE
Each pipe shall be thoroughly examined before being laid; defective or
damaged pipe shall not be used. Plastic pipe, excluding SRPE pipe shall
be protected from exposure to direct sunlight prior to laying, if
necessary to maintain adequate pipe stiffness and meet installation
deflection requirements. Pipelines shall be laid to the grades and
alignment indicated. Proper facilities shall be provided for lowering
sections of pipe into trenches. Lifting lugs in vertically elongated pipe
shall be placed in the same vertical plane as the major axis of the pipe.
Pipe shall not be laid in water, and pipe shall not be laid when trench
conditions or weather are unsuitable for such work. Diversion of drainage
or dewatering of trenches during construction shall be provided as
necessary. Deflection of installed flexible pipe shall not exceed the
following limits:
TYPE OF PIPE MAXIMUM ALLOWABLE
DEFLECTION (percent)
Corrugated Steel and Aluminum 5
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TYPE OF PIPE MAXIMUM ALLOWABLE
DEFLECTION (percent)
Concrete-Lined Corrugated Steel 3
Plastic (PVC, PE, SRPE, and PP)5
Note post installation requirements of paragraph DEFLECTION TESTING in
PART 3 of this specification for all pipe products including deflection
testing requirements for flexible pipe.
3.3.1 Concrete, Clay, PVC, Ribbed PVC, Ductile Iron and Cast-Iron Pipe
Laying shall proceed upgrade with spigot ends of bell-and-spigot pipe and
tongue ends of tongue-and-groove pipe pointing in the direction of the
flow.
3.3.2 PE, SRPE, and Dual Wall and Triple Wall PP Pipe
Laying shall be with the separate sections joined firmly on a bed shaped
to line and grade and shall follow manufacturer's guidelines.
3.4 JOINTING
3.4.1 Concrete and Clay Pipe
3.4.1.1 Cement-Mortar Bell-and-Spigot Joint
The first pipe shall be bedded to the established grade line, with the
bell end placed upstream. The interior surface of the bell shall be
thoroughly cleaned with a wet brush and the lower portion of the bell
filled with mortar as required to bring inner surfaces of abutting pipes
flush and even. The spigot end of each subsequent pipe shall be cleaned
with a wet brush and uniformly matched into a bell so that sections are
closely fitted. After each section is laid, the remainder of the joint
shall be filled with mortar, and a bead shall be formed around the outside
of the joint with sufficient additional mortar. If mortar is not
sufficiently stiff to prevent appreciable slump before setting, the
outside of the joint shall be wrapped or bandaged with cheesecloth to hold
mortar in place.
3.4.1.2 Cement-Mortar Oakum Joint for Bell-and-Spigot Pipe
A closely twisted gasket shall be made of jute or oakum of the diameter
required to support the spigot end of the pipe at the proper grade and to
make the joint concentric. Joint packing shall be in one piece of
sufficient length to pass around the pipe and lap at top. This gasket
shall be thoroughly saturated with neat cement grout. The bell of the
pipe shall be thoroughly cleaned with a wet brush, and the gasket shall be
laid in the bell for the lower third of the circumference and covered with
mortar. The spigot of the pipe shall be thoroughly cleaned with a wet
brush, inserted in the bell, and carefully driven home. A small amount of
mortar shall be inserted in the annular space for the upper two-thirds of
the circumference. The gasket shall be lapped at the top of the pipe and
driven home in the annular space with a caulking tool. The remainder of
the annular space shall be filled completely with mortar and beveled at an
angle of approximately 45 degrees with the outside of the bell. If mortar
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is not sufficiently stiff to prevent appreciable slump before setting, the
outside of the joint thus made shall be wrapped with cheesecloth. Placing
of this type of joint shall be kept at least five joints behind laying
operations.
3.4.1.3 Cement-Mortar Diaper Joint for Bell-and-Spigot Pipe
The pipe shall be centered so that the annular space is uniform. The
annular space shall be caulked with jute or oakum. Before caulking, the
inside of the bell and the outside of the spigot shall be cleaned.
a. Diaper Bands: Diaper bands shall consist of heavy cloth fabric to
hold grout in place at joints and shall be cut in lengths that extend
one-eighth of the circumference of pipe above the spring line on one
side of the pipe and up to the spring line on the other side of the
pipe. Longitudinal edges of fabric bands shall be rolled and stitched
around two pieces of wire. Width of fabric bands shall be such that
after fabric has been securely stitched around both edges on wires,
the wires will be uniformly spaced not less than 8 inches apart.
Wires shall be cut into lengths to pass around pipe with sufficient
extra length for the ends to be twisted at top of pipe to hold the
band securely in place; bands shall be accurately centered around
lower portion of joint.
b. Grout: Grout shall be poured between band and pipe from the high side
of band only, until grout rises to the top of band at the spring line
of pipe, or as nearly so as possible, on the opposite side of pipe, to
ensure a thorough sealing of joint around the portion of pipe covered
by the band. Silt, slush, water, or polluted mortar grout forced up
on the lower side shall be forced out by pouring, and removed.
c. Remainder of Joint: The remaining unfilled upper portion of the joint
shall be filled with mortar and a bead formed around the outside of
this upper portion of the joint with a sufficient amount of additional
mortar. The diaper shall be left in place. Placing of this type of
joint shall be kept at least five joints behind actual laying of
pipe. No backfilling around joints shall be done until joints have
been fully inspected and approved.
3.4.1.4 Cement-Mortar Tongue-and-Groove Joint
The first pipe shall be bedded carefully to the established grade line
with the groove upstream. A shallow excavation shall be made underneath
the pipe at the joint and filled with mortar to provide a bed for the
pipe. The grooved end of the first pipe shall be thoroughly cleaned with
a wet brush, and a layer of soft mortar applied to the lower half of the
groove. The tongue of the second pipe shall be cleaned with a wet brush;
while in horizontal position, a layer of soft mortar shall be applied to
the upper half of the tongue. The tongue end of the second pipe shall be
inserted in the grooved end of the first pipe until mortar is squeezed out
on interior and exterior surfaces. Sufficient mortar shall be used to
fill the joint completely and to form a bead on the outside.
3.4.1.5 Cement-Mortar Diaper Joint for Tongue-and-Groove Pipe
The joint shall be of the type described for cement-mortar
tongue-and-groove joint in this paragraph, except that the shallow
excavation directly beneath the joint shall not be filled with mortar
until after a gauze or cheesecloth band dipped in cement mortar has been
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wrapped around the outside of the joint. The cement-mortar bead at the
joint shall be at least 1/2 inch, thick and the width of the diaper band
shall be at least 8 inches. The diaper shall be left in place. Placing
of this type of joint shall be kept at least five joints behind the actual
laying of the pipe. Backfilling around the joints shall not be done until
the joints have been fully inspected and approved.
3.4.1.6 Plastic Sealing Compound Joints for Tongue-and-Grooved Pipe
Sealing compounds shall follow the recommendation of the particular
manufacturer in regard to special installation requirements. Surfaces to
receive lubricants, primers, or adhesives shall be dry and clean. Sealing
compounds shall be affixed to the pipe not more than 3 hours prior to
installation of the pipe, and shall be protected from the sun, blowing
dust, and other deleterious agents at all times. Sealing compounds shall
be inspected before installation of the pipe, and any loose or improperly
affixed sealing compound shall be removed and replaced. The pipe shall be
aligned with the previously installed pipe, and the joint pulled
together. If, while making the joint with mastic-type sealant, a slight
protrusion of the material is not visible along the entire inner and outer
circumference of the joint when the joint is pulled up, the pipe shall be
removed and the joint remade. After the joint is made, all inner
protrusions shall be cut off flush with the inner surface of the pipe. If
non-mastic-type sealant material is used, the "Squeeze-Out" requirement
above will be waived.
3.4.1.7 Flexible Watertight Joints
Gaskets and jointing materials shall be as recommended by the particular
manufacturer in regard to use of lubricants, cements, adhesives, and other
special installation requirements. Surfaces to receive lubricants,
cements, or adhesives shall be clean and dry. Gaskets and jointing
materials shall be affixed to the pipe not more than 24 hours prior to the
installation of the pipe, and shall be protected from the sun, blowing
dust, and other deleterious agents at all times. Gaskets and jointing
materials shall be inspected before installing the pipe; any loose or
improperly affixed gaskets and jointing materials shall be removed and
replaced. The pipe shall be aligned with the previously installed pipe,
and the joint pushed home. If, while the joint is being made the gasket
becomes visibly dislocated the pipe shall be removed and the joint remade.
3.4.1.8 External Sealing Band Joint for Noncircular Pipe
Surfaces to receive sealing bands shall be dry and clean. Bands shall be
installed in accordance with manufacturer's recommendations.
3.5 DRAINAGE STRUCTURES
3.5.1 Manholes and Inlets
Construction shall be of reinforced concrete, plain concrete, brick,
precast reinforced concrete, precast concrete segmental blocks,
prefabricated corrugated metal, or bituminous coated corrugated metal;
complete with frames and covers or gratings; and with fixed galvanized
steel ladders where indicated. Pipe studs and junction chambers of
prefabricated corrugated metal manholes shall be fully bituminous-coated
and paved when the connecting branch lines are so treated. Pipe
connections to concrete manholes and inlets shall be made with flexible,
watertight connectors.
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3.5.2 Walls and Headwalls
Construction shall be as indicated.
3.6 STEEL LADDER INSTALLATION
Ladder shall be adequately anchored to the wall by means of steel inserts
spaced not more than 6 feet vertically, and shall be installed to provide
at least 6 inches of space between the wall and the rungs. The wall along
the line of the ladder shall be vertical for its entire length.
3.7 BACKFILLING
3.7.1 Backfilling Pipe in Trenches
After the pipe has been properly bedded, selected material from excavation
or borrow, at a moisture content that will facilitate compaction, shall be
placed along both sides of pipe in layers not exceeding 6 inches in
compacted depth. The backfill shall be brought up evenly on both sides of
pipe for the full length of pipe. The fill shall be thoroughly compacted
under the haunches of the pipe. Each layer shall be thoroughly compacted
with mechanical tampers or rammers. This method of filling and compacting
shall continue until the fill has reached an elevation equal to the
midpoint (spring line) of concrete pipe or has reached an elevation of at
least 12 inches above the top of the pipe for flexible pipe. The
remainder of the trench shall be backfilled and compacted by spreading and
rolling or compacted by mechanical rammers or tampers in layers not
exceeding 6 inches. Tests for density shall be made as necessary to
ensure conformance to the compaction requirements specified below. Where
it is necessary, in the opinion of the Contracting Officer, that sheeting
or portions of bracing used be left in place, the contract will be
adjusted accordingly. Untreated sheeting shall not be left in place
beneath structures or pavements.
3.7.2 Backfilling Pipe in Fill Sections
For pipe placed in fill sections, backfill material and the placement and
compaction procedures shall be as specified below. The fill material
shall be uniformly spread in layers longitudinally on both sides of the
pipe, not exceeding 6 inches in compacted depth, and shall be compacted by
rolling parallel with pipe or by mechanical tamping or ramming. Prior to
commencing normal filling operations, the crown width of the fill at a
height of 12 inches above the top of the pipe shall extend a distance of
not less than twice the outside pipe diameter on each side of the pipe or
12 feet, whichever is less. After the backfill has reached at least 12
inches above the top of the pipe, the remainder of the fill shall be
placed and thoroughly compacted in layers not exceeding 6 inches. Use
select granular material for this entire region of backfill for flexible
pipe installations.
3.7.3 Movement of Construction Machinery
When compacting by rolling or operating heavy equipment parallel with the
pipe, displacement of or injury to the pipe shall be avoided. Movement of
construction machinery over a culvert or storm drain at any stage of
construction shall be at the Contractor's risk. Any damaged pipe shall be
repaired or replaced.
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3.7.4 Compaction
3.7.4.1 General Requirements
Cohesionless materials include gravels, gravel-sand mixtures, sands, and
gravelly sands. Cohesive materials include clayey and silty gravels,
gravel-silt mixtures, clayey and silty sands, sand-clay mixtures, clays,
silts, and very fine sands. When results of compaction tests for
moisture-density relations are recorded on graphs, cohesionless soils will
show straight lines or reverse-shaped moisture-density curves, and
cohesive soils will show normal moisture-density curves.
3.7.4.2 Minimum Density
Backfill over and around the pipe and backfill around and adjacent to
drainage structures shall be compacted at the approved moisture content to
the following applicable minimum density, which will be determined as
specified below.
a. Under airfield and heliport pavements, paved roads, streets, parking
areas, and similar-use pavements including adjacent shoulder areas,
the density shall be not less than 90 percent of maximum density for
cohesive material and 95 percent of maximum density for cohesionless
material, up to the elevation where requirements for pavement subgrade
materials and compaction shall control.
b. Under unpaved or turfed traffic areas, density shall not be less than
90 percent of maximum density for cohesive material and 95 percent of
maximum density for cohesionless material.
c. Under nontraffic areas, density shall be not less than that of the
surrounding material.
3.8 FIELD PAINTING
3.8.1 Cast-Iron Covers, Frames, Gratings, And Steps
After installation, clean cast-iron, not buried in masonry or concrete, of
mortar, rust, grease, dirt, and other deleterious materials to bare metal
and apply a coat of bituminous paint.
3.9 FIELD QUALITY CONTROL
3.9.1 Tests
Testing is the responsibility of the Contractor. Perform all testing and
retesting at no additional cost to the Government.
3.9.1.1 Leakage Test
Lines shall be tested for leakage by low pressure air or water testing or
exfiltration tests, as appropriate, prior to completing backfill. Low
pressure air testing for vitrified clay pipes shall conform to ASTM C828.
Low pressure air testing for concrete pipes shall conform to ASTM C969.
Low pressure air testing for plastic pipe shall conform to ASTM F1417.
Low pressure air testing procedures for other pipe materials shall use the
pressures and testing times prescribed in ASTM C828 or ASTM C969, after
consultation with the pipe manufacturer. Testing of individual joints for
leakage by low pressure air or water shall conform to ASTM C1103. Prior
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to exfiltration tests, the trench shall be backfilled up to at least the
lower half of the pipe. If required, sufficient additional backfill shall
be placed to prevent pipe movement during testing, leaving the joints
uncovered to permit inspection. Visible leaks encountered shall be
corrected regardless of leakage test results. When the water table is 2
feet or more above the top of the pipe at the upper end of the pipeline
section to be tested, infiltration shall be measured using a suitable weir
or other device acceptable to the Contracting Officer. An exfiltration
test shall be made by filling the line to be tested with water so that a
head of at least 2 feet is provided above both the water table and the top
of the pipe at the upper end of the pipeline to be tested. The filled
line shall be allowed to stand until the pipe has reached its maximum
absorption, but not less than 4 hours. After absorption, the head shall
be reestablished. The amount of water required to maintain this water
level during a 2-hour test period shall be measured. Leakage as measured
by the exfiltration test shall not exceed 0.2 gallons per inch in diameter
per 100 feet of pipeline per hour.
3.9.1.2 Deflection Testing
Conduct deflection test no sooner than 30 days after completion of final
backfill and compaction testing. Clean or flush all lines prior to
testing. Perform a deflection test on entire length of installed flexible
pipeline upon completion of work adjacent to and over the pipeline,
including backfilling, placement of fill, grading, paving, placement of
concrete, and any other superimposed loads. Deflection of pipe in the
installed pipeline under external loads shall not exceed limits in
paragraph PLACING PIPE above as percent of the average inside diameter of
pipe. Use a laser profiler or mandrel to determine if allowable
deflection has been exceeded.
3.9.1.2.1 Laser Profiler
Inspect pipe interior with laser profiling equipment. Utilize low barrel
distortion video equipment for pipe sizes 48 inches or less. Use a camera
with suitable lighting to allow a clear picture of the entire periphery
of the pipe interior. Center the camera in the pipe both vertically and
horizontally. The camera must be able to pan and tilt to a 90 degree
angle with the axis of the pipe rotating 360 degrees. Use equipment to
move the camera through the pipe that will not obstruct the camera's view
or interfere with proper documentation of the pipe's condition. The video
image shall be clear, focused, and relatively free from roll static or
other image distortion qualities that would prevent the reviewer from
evaluating the condition of the pipe. For initial post installation
inspections for pipe sizes larger than 48 inches, a visual inspection
shall be completed of the pipe interior.
3.9.2 Inspection
3.9.2.1 Post-Installation Inspection
Visually inspect each segment of concrete pipe for alignment, settlement,
joint separations, soil migration through the joint, cracks, buckling,
bulging and deflection. An engineer must evaluate all defects to
determine if any remediation or repair is required.
3.9.2.1.1 Concrete
Cracks with a width greater than 0.01 inches. An engineer must evaluate
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all pipes with cracks with a width greater than 0.01 inches but less than
0.10 inches to determine if any remediation or repair is required.
3.9.2.1.2 Flexible Pipe
Check each flexible pipe (PE, PVC, PP, Corregated Steel And Aluminum) for
rips, tears, joint separations, soil migration through the joint, cracks,
localized bucking, bulges, settlement and alignment.
3.9.2.1.3 Post-Installation Inspection Report
The deflection results and final post installation inspection report must
include: pipe location identification, equipment used for inspection,
inspector name, deviation from design, grade, deviation from line,
deflection and deformation of flexible pipe, inspector notes, condition of
joints, condition of pipe wall (e.g. distress, cracking, wall damage
dents, bulges, creases, tears, holes, etc.).
3.9.2.2 Low Impact Development Inspection
Inspect Low Impact Development (LID) features indicated on the design
portion of the LID Verification Report. Certify LID features were
constructed according to plans and specifications or by submitting
as-built drawings in accordance with UFGS 01 78 00 Closeout Submittals.
When as-built drawings show deviations to the LID features, document the
deviations on the LID Verification Report.
3.9.3 Repair Of Defects
3.9.3.1 Leakage Test
When leakage exceeds the maximum amount specified, correct source of
excess leakage by replacing damaged pipe and gaskets and retest.
3.9.3.2 Deflection Testing
When deflection readings are in excess of the allowable deflection of
average inside diameter of pipe are obtained, remove pipe which has
excessive deflection and replace with new pipe. Retest 30 days after
completing backfill, leakage testing and compaction testing.
3.9.3.3 Inspection
Replace pipe or repair defects indicated in the Post-Installation
Inspection Report.
3.9.3.3.1 Concrete
Replace pipes having cracks with a width greater than 0.1 inches.
3.9.3.3.2 Flexible Pipe
Replace pipes having cracks or splits.
3.10 PROTECTION
Protect storm drainage piping and adjacent areas from superimposed and
external loads during construction.
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3.11 WARRANTY PERIOD
Pipe segments found to have defects during the warranty period must be
replaced with new pipe and retested.
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