project is funded with federal funds from the american...
TRANSCRIPT
Project is Funded with Federal Funds from the
American Recovery and Reinvestment Act through
the Safe Drinking Water Revolving Loan Fund
CONTRACT DOCUMENTS
FOR
CONSTRUCTION OF
3.5 MG RESERVOIR IMPROVEMENTS
CITY OF WARRENTON, OREGON
JANUARY 2009
TECHNICAL SPECIFICATIONS
FOR
3.5 MG RESERVOIR IMPROVEMENTS
AND TRANSFER PUMP STATION
FOR
CITY OF WARRENTON
TABLE OF CONTENTS
TECHNICAL SPECIFICATIONS
Division 1 - General Requirements
01100 Special Provisions
01200 Measurement and Payment
01300 Submittals
01532 Site Conditions Survey
01650 Pipeline Testing and Disinfection
01652 Reservoir Disinfection
01655 Testing, Training & System Start-Up
Division 2 - Sitework
02050 Demolition
02100 Site Preparation
02140 Dewatering
02160 Excavation Support Systems
02200 Earthwork
02205 Existing Tree Protection
02221 Excavating, Backfilling and Compacting for Structures
02222 Excavating, Backfilling and Compacting for Utilities
02371 Riprap and Rock Lining
02483 Planting
02485 Finish Grading, Erosion Control and Seeding
02486 Plant Material and Seeding Guarantee and Maintenance
02505 Pavement and Surface Restoration
02510 Asphalt Concrete Pavement
02620 Ductile Iron Pipe Fittings and Special Items
02642 HDPE Pipe for Storm Drainage
02700 Storm Drainage Facilities
02721 Aggregate Base Course
02800 Steel Fences and Gates
Division 3 - Concrete
03100 Concrete Work
03251 Expansion and Construction Joints
03400 Precast Concrete
03600 Grout
Division 4 - Masonry
04100 Mortar and Grout
04220 Concrete Unit Masonry
Division 5 - Metals
Division 6 - Wood and Plastics
Division 7 - Thermal and Moisture Protections
07611 Sheet Metal Roofing
07620 Sheet Metal Flashing and Trim
Division 8 - Doors and Windows
08100 Metal Doors and Frames
08520 Aluminum Windows
08710 Finish Hardware
Division 9 – Finishes
09800 Protective Coatings
Division 10 - Specialties (Not Used)
Division 11 – Equipment
11730 Submersible Mixer
Division 12 - Furnishings (Not Used)
Division 13 - Special Construction
13010 Wire or Strand Wound, Prestressed Concrete Tank Type I
13020 Wire or Strand Wound, Prestressed Concrete Tank Type III
Division 14 - Conveying Systems (Not Used)
Division 15 - Mechanical
15102 Butterfly Valves 1 – 4
Division 34 – Transportation (From ODOT)
00501 Bridge Removal
00510 Structural Excavation and Backfill
00520 Driven Piles
00530 Steel Reinforcement for Concrete
00540 Structural Concrete
00550 Precast Prestressed Concrete Members
00587 Bridge Rails
00810 Metal Guardrail
02030 Modifiers
02110 Posts, Blocks, and Braces
02630 Base Aggregate
SUPPLEMENTARY INFORMATION
• Supplemental Geotechnical Investigation and Site-Specific Seismic Hazard Evaluation 3.5-MG
Water Reservoir at Clatsop Plains, Warrenton, Oregon. GRI (DRAFT – December 11, 2009).
TECHNICAL SPECIFICATIONS
SECTION 01100
SPECIAL PROVISIONS
PART 1 GENERAL
These Special Provisions supplement and amplify certain sections of the General Conditions and
Supplementary General Conditions. The General Conditions and Supplementary General
Conditions shall apply except as modified herein. These Special Provisions and additional
technical specifications may contain occasional requirements not pertinent to the project.
However, these specifications shall apply in all particulars insofar as they are applicable to this
project.
1.1 Applicable Standard Specifications
City of Warrenton, Oregon Public Works Standards and Clatsop County Standards apply except
as may be modified herein. In the case of discrepancy, unless noted otherwise herein, the more
restrictive provisions shall apply.
1.2 Scope of Work
The work to be performed under these specifications and drawings consists of furnishing all
labor, materials and equipment necessary for the construction of the City’s 3.5 mg reservoir,
reservoir construction and site improvements including bridge replacement, private road
construction, transmission pipeline, paving and fencing. The 3.5 mg reservoir construction
consists of grading, pad preparation, foundation design and construction, concrete tank design
and construction, piping, drainage, electrical design and construction, concrete block structure,
tapping the existing 18 inch transmission line and plumbing as shown on plans. Site
improvements also include private road construction, bridge replacement and coordination with
adjacent property owners. The work also includes a new 10 foot by 10 foot CMU building,
electrical, and instrumentation and control improvements, as indicated in the project drawings.
The above general outline of principal features of the work does not in any way limit the
responsibility of the CONTRACTOR(s) to perform all work and furnish all equipment, labor and
materials required by the specifications and drawings. The drawings and specifications shall be
considered and used together. Anything appearing as a requirement of either shall be accepted as
applicable to both even though not so stated therein or shown. No attempt has been made in these
specifications or drawings to segregate work covered by any trade or subcontract under one
specification. Such segregation and establishment of subcontract limits will be solely a matter of
specific agreement between the CONTRACTOR and its subcontractors and shall not be based
upon any inclusion, segregation or arrangement in or of these specifications.
1.3 Coordination of Drawings and Specifications
The drawings and specifications are intended to describe and provide for a complete work. Any
requirement in one is as binding as if stated in all. The CONTRACTOR shall provide any work or
materials clearly implied in the Contract Documents even if the Contract Documents do not
mention it specifically. If there is a conflict within the Contract Documents, it will be resolved by
the following order of precedence:
A. Permits for outside agencies required by law
B. OWNER-CONTRACTOR Agreement
C. Addenda to Contract Documents
D. CONTRACTOR’s Proposal
E. Special Provisions
F. Contract Drawings
G. Technical Specifications
H. Supplementary General Conditions
I. General Conditions of the Contract
J. Standard Specifications
K. Standard Plans
Dimensions shown on the drawings or that can be computed shall take precedence over scaled
dimensions. Notes on drawings are part of the drawings and govern in the order described above.
Notes on drawings shall take precedence over drawing details.
The intent of the drawings and specifications is to prescribe the details for the construction and
completion of the work which the CONTRACTOR undertakes to perform according to the terms
of the Contract. Where the drawings or specifications describe portions of the work in general
terms, but details are incomplete or silent, it is understood that only the best general practice is to
prevail and that only materials and workmanship of the best quality are to be used. Unless
otherwise specified, the
CONTRACTOR shall furnish all labor, materials, tools, equipment, and incidentals, and do all
the work involved in executing the Contract in a manner satisfactory to the ENGINEER.
The contract drawings are designated by general title, sheet number and sheet title. When
reference is made to the drawings, the "Sheet Number" of the drawing will be used. Each drawing
bears the ENGINEER's File No. 08-0975. and the general title:
3.5 MG RESERVOIR IMPROVEMENTS
The specific titles of each sheet are contained in Sheet G-1.
1.4 Code Requirements
All work shall be done in strict compliance with the requirements of:
A. Uniform Building Code
B. Uniform Mechanical Code
C. Uniform Plumbing Code
D. National Electric Code
E. National Electric Safety Code
F. Oregon State Department of Labor and Industries
G. Clatsop County
H. City of Warrenton
In case of disagreement between codes or these specifications, the more restrictive shall prevail.
1.5 Time of Completion/Liquidated Damages
The CONTRACTOR shall complete all work shown and specified within the time limits stated in
the Agreement (See Section 01300 Submittals, for project schedule submittal requirements). The
written Notice to Proceed will be sent to the CONTRACTOR after the CONTRACTOR submits
the signed Contract, Bonds and insurance certificates to the OWNER and those documents have
been approved as to form and executed by the OWNER. The CONTRACTOR’s attention is
directed to Article 8 of the Agreement and the General Conditions as respects liquidated
damages.
1.6 Coordination With Other Contractors and With OWNER
Certain work within this contract may require connection to and coordination with the work of
other contractors and OWNER. The CONTRACTOR under these specifications shall cooperate
fully with all other contractors and OWNER and carefully fit its own work to such other work as
may be directed by the ENGINEER. The CONTRACTOR shall not commit or permit any act to
be committed which will interfere with the performance of work by any other contractor or the
OWNER.
1.7 Access to Work
Access to the work shall be provided as may be required by the OWNER or its representatives,
and all authorized representatives of the state and federal governments and any other agencies
having jurisdiction over any phase of the work, for inspection of the progress of the work, the
methods of construction or any other required purposes.
1.8 Permits and Licenses
All permits, licenses and fees shall be obtained by the CONTRACTOR and all costs shall be
borne by the CONTRACTOR unless otherwise noted. CONTRACTOR shall pay all plan check
fees and other fees necessary to obtain permits and shall accommodate special inspections
required thereof. CONTRACTOR shall be responsible for compliance with all permit provisions
and shall accommodate all special inspections required thereof, all at no additional expense to the
OWNER beyond prices as bid.
The OWNER has obtained a conditional Use permit and paid the associated fees for the Clatsop
County. A development permit and building permit have been applied for with Clatsop County
for the construction and associated improvements for the 3.5 mg Water reservoir. It will be the
CONTRACTORS responsibility to pick up these permits. The CONTRACTOR shall obtain any
and all other development and building permits required by Clatsop County including, but not
limited to, electrical, mechanical, and plumbing permits; grading permit, and erosion control
permit. If required, the CONTRACTOR shall obtain a National Pollutant Discharge Elimination
System (NPDES) 1200-C Permit for erosion control from the DEQ, including preparation and
approval of an Erosion and Sedimentation Control Plan (ESCP).
1.9 Site Investigation and Physical Data
The CONTRACTOR acknowledges that it is satisfied as to the nature and location of the work
and the general and local conditions, including but not limited to those bearing upon
transportation, disposal, handling and storage of materials, availability of water, roads,
groundwater, access to the sites, coordination with other contractors, and conflicts with pipelines,
structures and other contractors. Information and data furnished or referred to herein is furnished
for information only. Any failure by the CONTRACTOR to become acquainted with the
available information and existing conditions will not be a basis for relief from successfully
performing the work and will not constitute justification for additional compensation.
The CONTRACTOR shall verify the locations and elevations of existing pipelines, structures,
grades and utilities, prior to construction. The OWNER assumes no responsibility for any
conclusions or interpretations made by the CONTRACTOR on the basis of the information made
available.
1.10 Temporary Utilities for Construction Purposes
The CONTRACTOR shall make all arrangements necessary to provide all temporary utilities for
construction purposes and shall pay all costs associated those temporary utilities. Water for
construction purposes will be furnished by the OWNER at no cost. The CONTRACTOR shall
furnish all valves, hoses, connections and other devices as necessary to obtain sufficient water for
construction and for filling and testing of water lines as required. Fire hydrant use is allowed only
by permission of the OWNER. Backflow protection is required.
1.11 Field Service by Manufacturer's Representative
The CONTRACTOR will be required to furnish the services of a manufacturer's or material’s
representative for all major equipment and materials furnished by the CONTRACTOR or
OWNER under this contract, to check, place in operation and test the installation, and train
operating personnel. The manufacturer's representative shall be qualified and authorized to
perform repairs and maintenance on the equipment. The above gives a general scope of the
services desired from the manufacturer's representative. It will be the responsibility of the
CONTRACTOR and the equipment manufacturer to determine detailed requirements. Costs for
services of the manufacturer's representative shall be included in the proposal of the
CONTRACTOR. The operator training mentioned above shall include sufficient time during the
CONTRACTOR’s operation and testing period to fully explain to the operating personnel the
features of the equipment and maintenance thereof.
1.12 Operation and Maintenance Instructions
NOT USED
1.13 Construction Within Public Rights-of-Way
When the work contemplated is wholly or partly within the right-of-way of a public agency such
as a city, county or state, the OWNER will obtain from these agencies any right-of-way and street
opening permits and all other necessary permit(s) required for the work contemplated. The
CONTRACTOR shall abide by all regulations and conditions stipulated in the permit(s). Such
conditions and requirements are hereby made a part of these specifications, as fully and
completely as though the same were fully set forth herein. The CONTRACTOR shall examine
the permit(s) granted to the OWNER by any city, county and state agencies. Failure to do so will
not relieve the CONTRACTOR from compliance with the requirements stated therein.
The CONTRACTOR shall obtain all construction permits and pay all fees or charges and furnish
any bonds and insurance coverages as necessary to insure that all requirements of the city, county
or state agencies will be observed and the roadway and ditches are restored to their original
condition or one equally satisfactory. A copy of all permits shall be kept on the work site for use
of the ENGINEER. The project requires a Clatsop County development permit and a building
permit.
1.14 Construction Within Private Easements
When portions of the work contemplated are within easements held by the OWNER on private
property, the CONTRACTOR shall ascertain for itself to what extent the width, status and special
conditions attached to easements may have on its operations and all costs resulting therefrom
shall be included and absorbed in the unit prices of the CONTRACTOR’s bid. CONTRACTOR
shall coordinate with private property owners and businesses if required. Landscaping, surface
restoration and fence restoration shall be completed within 24 hours following piping and conduit
installation and other construction work. Temporary fencing shall be provided continuously until
such private fencing is properly restored.
1.15 Railroad Crossings
NOT USED
1.16 Private Roads and Driveways
Bridges at entrances to properties where vehicular traffic is necessary shall be provided and
maintained. Bridges shall be adequate in width and strength for the service required. No private
road or driveway may be closed without approval of the ENGINEER unless written authority has
been given by the owner whose property has been affected. Driveways shall be left open and
ready for use at the end of the work shift. All expenses involved in providing for construction,
maintenance, and use of private roads or driveways, shall be borne by the CONTRACTOR and
the amount thereof absorbed in the unit prices of the CONTRACTOR’s bid.
1.17 Traffic Control and Protection
The CONTRACTOR shall maintain traffic control and protection in the work areas twenty-four
(24) hours per day. Traffic control shall conform to the standards set forth in the "Oregon Manual
on Uniform Traffic Control Devices for Streets and Highways" issued by the Oregon Department
of Transportation.
The CONTRACTOR shall conduct its operations so as to keep one lane of traffic open for public
and private access at all times on City streets, County and Public Roads. If required by the State,
the CONTRACTOR shall conduct its operations so as to keep both directions of traffic open on
State Highways.
Prior to beginning construction, the CONTRACTOR shall submit a detailed street closure and
traffic control plan to the ENGINEER for approval. As construction proceeds, the
CONTRACTOR shall notify the ENGINEER as to the status of street closures and detours.
On streets where traffic is heavy, the ENGINEER may require the construction of two-way
bridges of adequate design. These bridges shall be provided with guard rails and shall be well
lighted at all times. Detours as required by the ENGINEER shall be surfaced with gravel or
crushed rock and maintained in good condition. Detours for pedestrians shall not exceed one
block in length, and foot bridges over the trenches shall be provided with adequate handrails.
All work shall be carried on with due regard for safety to the public. Open trenches shall be
provided with barricades of a type that can be seen at a reasonable distance, and at night they
shall be distinctly indicated by adequately placed lights.
1.18 Compaction Testing
The CONTRACTOR shall provide the services of a licensed, independent agency to perform
compaction testing for this project. Compaction tests will be required to show that specified
densities of compacted backfill and asphaltic concrete surfacing are being achieved by the
CONTRACTOR’s compaction methods. The CONTRACTOR shall provide the ENGINEER
with copies of recent Proctor tests for the backfill and paving material in addition to copies of
compaction tests performed in the field.
After the ENGINEER is satisfied that the CONTRACTOR’s method of compaction consistently
meets specified compaction requirements, the testing frequency may be reduced. The
ENGINEER may direct testing at a higher frequency upon failure to obtain specified densities or
if the CONTRACTOR changes compaction equipment or methods of compaction. All test
locations shall be determined by the ENGINEER.
1.19 Disposal/Dechlorination of Chlorinated Water
Any discharge of chlorinated water shall either be through an approved connection to a public
sanitary sewer system or shall include dechlorination to limits acceptable by the Oregon State
Department of Environmental Quality (DEQ) for discharge into the existing storm drainage
system. No chlorinated water shall be discharged into the storm drainage system prior to
approved dechlorination treatment.
1.20 Limits of the Work and Storage of Spoils
The limits of the site which may be used for construction, storage, materials handling, parking of
vehicles and other operations related to the project include the project site as shown on the
drawings and adjacent public rights-of-way subject to permission of the public owner of that
right-of-way. The limits of work also include rights of access obtained by the CONTRACTOR,
subject to all public laws and regulations and rights of access by utility companies and other
holders of easement rights.
1.21 Existing Water System Shutdown
If the project involves the need to shut down an existing water system, the CONTRACTOR shall
coordinate the work to insure a minimum of shutdown time. The CONTRACTOR shall submit a
written shutdown schedule to the ENGINEER for approval. The CONTRACTOR shall provide
48-hour notice preceding each shutdown.
1.22 Field Changes, Alignment and Grade
Changes of alignment and grade shall be made during the course of work in order to avoid
interference with unforeseen obstructions. The CONTRACTOR shall locate existing utilities to
be crossed, by potholing ahead of the pipe installation, of sufficient distance to avoid conflicts
through pipe joint deflection if possible. All costs for minor field changes of alignment and grade
shall be borne by the CONTRACTOR. The ENGINEER will endeavor to make prompt decisions
on such matters. CONTRACTOR shall anticipate a minimum of 72 hours for any decision
requiring significant piping change.
1.23 Testing and Operation of Facilities
It is the intent of the OWNER to have a complete and operable facility. All of the work under this
contract will be fully tested and inspected in accordance with the specifications. Upon completion
of the work, the CONTRACTOR shall operate the completed facilities as required to test the
equipment under the direction of the ENGINEER. During this period of operation by the
CONTRACTOR, the new facilities will be tested thoroughly to determine their acceptance.
1.24 Protection of Existing Structures and Work
A. The CONTRACTOR must take all precautions and measures necessary to protect all
existing structures and work. Any damage to existing structures and work shall be
repaired by removing the damaged structure or work, replacing the work and restoring to
original condition satisfactory to the ENGINEER.
B. CONTRACTOR, as a minimum, shall document pre- and post-construction conditions by
preparing videotape surveys of the following:
1. Roadways used to access the site or haul materials and equipment to the project site.
2. Work areas, including actual work sites, materials processing and stockpiling areas,
access corridors, disposal areas, and staging areas.
3. Any work completed by other contractors at the site that will be connected to or
otherwise affected by the project.
4. Driveways, sidewalks, buildings and structures which might be affected by the
project at site and surrounding properties.
C. Supplement videotape surveys with non-digital photographs as required to thoroughly
document the original condition and location of existing features and facilities.
D. Photographic records shall be provided in DVD format. If requested, hard copy prints of
digital photographs shall be supplied by the CONTRACTOR.
1.25 Salvage and Debris
Unless otherwise indicated on the drawings or in the specifications, all castings, pipe, equipment,
demolition debris, spoil or any other discarded material or equipment shall become the property
of the CONTRACTOR and shall be disposed of in a manner compliant with applicable Federal
State and local laws and regulations governing disposal of such waste products. No burning of
debris or any other discarded material will be permitted.
1.26 Safety Standards and Accident Prevention
The CONTRACTOR shall be solely and completely responsible for conditions of the job site,
including safety of all persons and property during performance of the work. This requirement
shall apply continuously and not be limited to normal working hours. The required and/or implied
duty of the ENGINEER to conduct construction review of the CONTRACTOR's performance
does not, and is not intended to, include review of the adequacy of the CONTRACTOR's safety
measures in, on, or near the construction site.
The CONTRACTOR shall comply with the safety standards provisions of applicable laws and
building and construction codes. The CONTRACTOR shall exercise every precaution at all times
for the prevention of accidents and protection of persons, including employees, and property.
During the execution of the work the CONTRACTOR shall provide and maintain all guards,
railing, lights, warnings, and other protective devices which are required by law or which are
reasonably necessary for the protection of persons and property from injury or damage.
1.27 Guaranty Period
The CONTRACTOR shall warrant all materials and equipment furnished by him for a period of
one year from date of final acceptance of the work by the OWNER. This warranty shall mean
prompt attention to the correction and/or complete replacement of the faulty material or
equipment. The expiration of the one-year warranty period shall not affect any other claims or
remedy available to the OWNER.
Section 02486 outlines guarantee and maintenance requirements for plant material and seeding.
1.28 Utility Properties and Service
In areas where the CONTRACTOR’s operations are adjacent to or near a utility and such
operations may cause damage which might result in significant expense, loss and inconvenience,
the operations shall be suspended until all arrangements necessary for the protection thereof have
been made by the CONTRACTOR.
The CONTRACTOR shall notify all utility offices which may be affected by the construction
operation at least 48 hours in advance. Before exposing any utility, the utility having jurisdiction
shall grant permission and may oversee the operation. Should service of any utility be interrupted
due to the CONTRACTOR’s operation, the proper authority shall be notified immediately. It is of
the utmost importance that the CONTRACTOR cooperates with the said authority in restoring the
service as promptly as possible. Any costs shall be borne by the CONTRACTOR. Utilities which
may be impacted include the following:
City of Warrenton Water, Sanitary, Sewer, Storm Drain
Northwest Natural Natural Gas
Pacific Power Power
Verizon Telephone
Clatsop County Sanitary Sewer, Storm Drain
1.29 Sanitary Facilities
The CONTRACTOR shall provide and maintain sanitary facilities for its employees and its
subcontractors’ employees that will comply with the regulations of the local and State
Departments of Health and as directed by the ENGINEER.
1.30 Street Cleanup
The CONTRACTOR shall clean daily all dirt, gravel, construction debris and other foreign
material resulting from its operations from all streets and roads.
1.31 Vehicle Parking
The vehicles of the CONTRACTOR’s and subcontractors’ employees shall be parked in
accordance with local parking ordinances.
1.32 Protection of Quality of Water
The work to be performed may involve connections to an existing potable water system. If such
work is included in the project, the CONTRACTOR shall take such precautions as are necessary
or as may be required to prevent the contamination of the water. Such contamination may include
but shall not be limited to deleterious chemicals such as fuel, cleaning agents, paint, demolition
and construction debris, sandblasting residue, etc. In the event contamination does occur, the
CONTRACTOR shall, at its own expense, perform such work as may be necessary to repair any
damage or to clean the affected areas of the water mains to a condition satisfactory to the
ENGINEER.
1.33 Record Drawings
CONTRACTOR shall maintain at the site one set of specifications, full size drawings, shop
drawings, equipment drawings and supplemental drawings which shall be corrected as the work
progresses to show all changes made. Drawings shall be available for inspection by the
ENGINEER. Upon completion of the contract and prior to final payment, specifications and
drawings shall be turned over to the ENGINEER.
1.34 "Or Equal" Clause
In order to establish a basis of quality, certain processes, types of machinery and equipment or
kinds of material may be specified on the drawings or herein by designating a manufacturer's
name and referring to its brand or product designation. It is not the intent of these specifications
to exclude other processes, equipment or materials of a type and quality equal to those
designated. When a manufacturer's name, brand or item designation is given, it shall be
understood that the words "or equal" follow such name or designation, whether in fact they do so
or not. If the CONTRACTOR desires to furnish items of equipment by manufacturers other than
those specified, he shall secure the approval of the ENGINEER prior to placing a purchase order.
No extras will be allowed the CONTRACTOR for any changes required to adopt the substitute
equipment. Therefore, the CONTRACTOR's proposal for an alternate shall include all costs for
any modifications to the drawings, such as structural and foundation changes, additional piping or
changes in piping, electrical changes or any other modifications which may be necessary or
required for approval and adoption of the proposed alternate equipment. Approval of alternate
equipment by the ENGINEER before or after bidding does not guarantee or imply that the
alternate equipment will fit the design without modifications.
1.35 Surveys
Based upon the information provided by the Contract Documents, the CONTRACTOR shall
develop and make all detail surveys necessary for layout and construction, including exact
component location, working points, lines and elevations. Prior to construction, the field layout
shall be approved by the OWNER's representative. The CONTRACTOR shall have the
responsibility to carefully preserve bench marks, reference points and stakes, and in the case of
destruction thereof by the CONTRACTOR or resulting from its negligence, the CONTRACTOR
shall be charged with the expense and damage resulting therefore and shall be responsible for any
mistakes that may be caused by the unnecessary loss or disturbance of such bench marks,
reference points and stakes.
1.36 Work Hour Limitations
All work hours shall be approved by the OWNER.
1.37 Dust Prevention
All unpaved streets, roads, detours, haul roads or other areas where dust may be generated shall
receive an approved dust-preventive treatment or be routinely watered to prevent dust. Applicable
environmental regulations for dust prevention shall be strictly enforced. Dust emissions from
reservoir construction activities including sandblasting and painting shall be controlled to be
within applicable environmental regulations. The CONTRACTOR shall be responsible for
cleaning and repair of properties near the reservoir site which may become damaged by
sandblasting or painting emissions.
1.38 Erosion and Sedimentation Control
Temporary construction site erosion control measures shall be designed and constructed in
accordance with City of Warrenton and Clatsop County requirements. The CONTRACTOR shall
submit for approval an erosion and sedimentation control plan. Work shall not commence until
the approved Erosion and Sedimentation Control Plan is approved.
Erosion control measures shall be maintained throughout the project site until approved
permanent cover such as a healthy stand of grass, other permanent vegetation, or other ground
covering is established. When approved permanent ground cover is established, all temporary
erosion control measures shall be removed from the construction site. Erosion control measures
shall be installed as approved, per the erosion control drawing(s) in the above referenced
document. Erosion control measures including stabilized construction entrances and sediment
barriers must be established in conjunction with site clearing and grading.
During construction, and until permanent vegetation or other ground covering is established, the
erosion control facilities shall be upgraded as needed for unexpected storm events or site
conditions and with the purpose of retaining sediment and sediment-laden water on the
construction site.
1.39 Interferences, Obstructions and Sewer Crossings
At certain places, power, light and telephone poles may interfere with excavation and the
operation of the CONTRACTOR's equipment. Necessary arrangements shall be made with utility
companies for moving or maintaining such poles. The utility company affected by any such
interferences shall be notified thereof so that the necessary moving or proper care of poles and
appurtenances may have appropriate attention.
All costs resulting from any other interferences and obstructions, or the replacement of such,
whether or not herein specifically mentioned, shall be included and absorbed in the unit prices of
the CONTRACTOR's bid.
1.40 Noise Limitations
All applicable County and City ordinances and State regulations shall be compiled with.
1.41 Storage and Protection of Equipment and Materials
A. Materials and equipment stored overnight shall be placed neatly on the job site. Unusable
materials (i.e. rejected or damaged liner material, old concrete chunks, metal scraps, etc.)
shall be expeditiously removed from the job site.
Provide appropriate barricades, signs, and traffic control devices in like-new condition
where necessary to protect the public from any hazards associated with the storage of
materials and equipment used for this project.
B. No equipment and/or materials shall be stored outside the immediate work area on public
right-of-ways, in the following locations, or in the following manner:
1. In any maintained landscaped or lawn area.
2. In a manner that would totally eliminate an individual residents' street parking.
3. In front of any business.
The “immediate work area” is the area where work is taking place or will be taking place
within one calendar day. The CONTRACTOR shall immediately move stored material or
equipment which causes a nuisance or creates complaints.
1.42 Competent Person Designation
CONTRACTOR shall designate a qualified and experienced “competent person” at the site
whose duties and responsibilities shall include enforcement of Oregon - OSHA regulations
regarding excavations, the prevention of accidents, and the maintenance and supervision of
construction site safety precautions and programs.
1.43 Emergency Maintenance Supervisor
The CONTRACTOR shall submit to the ENGINEER the names, addresses and telephone
numbers of at least two employees responsible for performing emergency maintenance and
repairs when the CONTRACTOR is not working. These employees shall be designated, in
writing by the CONTRACTOR, to act as its representatives and shall have full authority to act on
its behalf. At least one of the designated employees shall be available for a telephone call any
time an emergency arises.
1.44 Prevailing Wage Rates for Public Works Contracts in Oregon
The CONTRACTOR shall abide by ORS 279C.800 through 279C.870 which relate to the
prevailing wage rates for the building and construction trades in the State of Oregon. These
prevailing wage rates are shown in the Bureau of Labor and Industries document which is
included elsewhere in these contract documents.
1.45 Oregon Products
CONTRACTOR's attention is directed to the provisions of Oregon Law, ORS 279A.120
regarding the preference for products that have been manufactured or produced in Oregon.
CONTRACTOR shall use Oregon-produced or manufactured materials with respect to common
building materials such as cement, sand, crushed rock, gravel, plaster, etc., and Oregon-
manufactured products in all cases where price, fitness, availability and quality are otherwise
equal.
1.46 Use of Explosives
The use of explosives shall not be allowed on this project. Alternative methods of excavation
shall be utilized.
1.47 Sequence of Construction Requirements
A. The following general construction sequence is provided as general information to
CONTRACTOR(s) to illustrate the basic sequencing outline and shall not be considered
to be complete in detail in all respects nor, shall this plan be interpreted as direction to the
CONTRACTOR with respect to means or methods. As part of this contract’s provisions,
the construction contractor is required to submit a detailed construction schedule. This
schedule shall incorporate sequencing requirements and present the CONTRACTOR’s
proposed detailed program for accomplishing work. The CONTRACTOR’s construction
program shall be presented in such detail to facilitate thorough evaluation of
constructability of the program.
B. This project requires certain sequencing and phasing of project elements due to
requirements for the maintenance of the existing 1.6 mg Reservoir during the
construction of the new 3.5 mg reservoir, pipeline and valve vault.
No water system shutdowns will be permitted on Fridays, weekends, holidays or during
Spring Break periods due to increased water demands unless otherwise approved by the
OWNER. OWNER shall be provided a minimum of 72 hours in advance with request for
water system shutdown.
C. Prior to any waterline construction, the contractor shall perform exploratory excavation
(pot-holing) of existing utilities for potential conflicts and to confirm elevations and
construction materials. Such work shall be completed a minimum of two weeks before
beginning waterline installation to allow sufficient time for any redesign of waterline if
required. Notify ENGINEER 24 hours in advance of pot-holing.
D. See the design drawings in Volume 3 for site plans and detailed notes for sequencing
operations.
1.48 Facility Operations Requirements
The work included in these plans and specifications is to be performed on existing municipal
water supply and distribution facilities that must continue in operation during construction. The
CONTRACTOR shall cooperate fully at all times with the OWNER and the ENGINEER to
insure that the production capability of the plant will continue and that no interruption to the
water storage occurs.
1.49 Construction Within State Waters
Not Used
1.50 Site Development Permit
The OWNER will obtain Site Development Permits for the construction of the project. All terms
of the Site Development Permits related to construction shall apply and by reference shall be
included as part of this contract. The CONTRACTOR is obligated to become familiar with the
terms of the Site Development Permit prior to bidding and to assess any implications with respect
to construction cost/pricing/bidding. CONTRACTOR’s failure to become familiar with the Site
Development Permit provisions will not relieve the CONTRACTOR from permit obligations and
will not constitute justification for added compensation for any requirements thereof which may
not have been included in the CONTRACTOR's bid. A copy of the Site Development Permit
application is bound herewith as Supplementary Information. Included copy is provided for
bidder information only and may not include all various attachments and exhibits.
1.51 Project Information Signs
The CONTRACTOR shall furnish and install project information signs in accordance with the
following requirements:
a. For a project located on a confined site such as a reservoir, pumping station, well house,
treatment plant, or similar facility, one project information sign shall be required.
b. For a project located on a public right of way such as a pipeline project, a project information
sign shall be installed facing each direction of traffic at each location where traffic is entering
the work area. Two or more signs will be required for pipeline projects.
c. A submittal for the project information sign shall be prepared for the ENGINEER’S approval
prior to fabrication.
d. The CONTRACTOR shall install the project information sign(s) at location(s) as directed by
the ENGINEER.
e. No construction work shall commence on the project site until the project information signs
are installed.
f. The CONTRACTOR shall maintain the signs through the duration of the project.
The project information sign(s) shall be constructed of ¾-inch thick plywood with a finish grade
of veneer on the sign face. The sign(s) shall be 48-inches high by 60- inches wide. The sign(s)
shall be securely attached to two 4-inch square treated wood posts. The sign(s) shall be installed
such that the top of the sign is approximately 10 feet above grade or as necessary to permit proper
public viewing. The wood posts shall be buried at least 3 feet below grade. Provide adequate
supports for the sign(s) as site conditions dictate.
The sign(s) shall have black letters on a white background and they shall be the product of a
commercial sign manufacturer or supplier. The letters shall be 4-inches in height. The sign(s)
shall contain the following information:
(Project Name)
(Project Duration)
(ARRA Project Funding Logo)
Owner: ________________________________
Engineer: _______________________________
Contractor: _____________________________
Contact: (Owner Contact Name & Phone Number)
1.52 Special Inspections
Special inspections and testing as required by Chapter 17 of the IBC shall be conducted by
OWNER retained and approved Special Inspectors and Testing Agencies as required and as
indicated in the Contract Documents.
A. Special Inspectors and Testing Agencies Responsibilities
1. Verify that manufacturers maintain detailed fabrication and quality control
procedures and review the completeness and adequacy of those procedures to
perform the Work.
2. Promptly notify OWNER, ENGINEER and CONTRACTOR of irregularities and
deficiencies observed in the Work during performance of their services.
3. Submit certified written report of each test, inspection and similar quality control
service to OWNER, ENGINEER, CONTRACTOR and jurisdictional authorities.
Interpret test results and inspections and state in each report whether tested and
inspected work complies with or deviates from the Contract Documents.
4. Submit final report of special inspections at Substantial Completion, including a
list of unresolved deficiencies.
5. Re-test and re-inspect corrected work.
B. CONTRACTOR’S Responsibilities
1. Provide quality requirements to all subcontractors and enforce all requirements.
2. Notify OWNER, ENGINEER, Special Inspectors and Testing Agencies at least
48 hours in advance of time when Work that requires testing or special inspecting
will be performed, unless otherwise indicated in the Contract Documents.
3. Pay for any CONTRACTOR requested testing and inspecting not required by the
Contract Documents.
4. Pay for any re-testing or re-inspections by Special Inspectors and Testing
Agencies for replacement work resulting from work that failed to comply with
the Contract Documents. OWNER will deduct such costs from the Contract
Price.
5. Submit copies of licenses, certifications, correspondence, records and similar
documents used to establish compliance with standards and regulations that
pertain to performance of the Work to the OWNER, ENGINEER and Special
Inspectors.
6. Where Special Inspection requires preconstruction testing for compliance with
specified requirements for performance and test methods, comply with the
following:
a. Provide test specimens representative of proposed products and
construction in a timely manner with sufficient time for testing and
analyzing results to prevent delaying the Work.
b. Provide information on configurations of test assemblies, testing
procedures and laboratory test records to adequately demonstrate
capability of products to comply with performance requirements.
7. Cooperate with Agencies performing required tests, special inspections and
similar quality control services. Notify Agencies in advance of operations to
permit assignment of personnel. Provide the following:
1. Access to the Work.
2. Incidental labor, equipment and materials necessary to facilitate tests and
special inspections.
3. Adequate quantities of representative samples of materials that require
testing and inspecting. Assist Agencies in obtaining samples.
4. Provide facilities for storage and field curing of test samples.
5. Deliver samples to Testing Agencies.
8. Coordinate sequence of activities to accommodate required quality-assurance and
control services with a minimum of delay and to avoid necessity of removing and
replacing construction to accommodate testing and special inspecting.
9. Schedule times for tests, special inspections, obtaining samples and similar
activities. Distribute schedule to OWNER, ENGINEER, Special Inspectors,
Testing Agencies and each party involved in portions of the work where tests and
special inspections are required.
1.53 Project Meetings
A. Preconstruction Conference
1. Prior to the commencement of Work at the site, a preconstruction conference will
be held at the OWNER’s office at a mutually agreed time, but no later than 14
days after Notice to Proceed. The conference shall be attended by the
CONTRACTOR's Project Manager, Superintendent, Quality Control Engineer,
Safety Representative, and subcontractors. Subcontractor attendance shall be
requested and approved by ENGINEER. Other attendees will be:
a. ENGINEER and the Resident Project Representative.
b. Representatives of OWNER.
c. Governmental representatives as appropriate.
d. Others as requested by CONTRACTOR and OWNER upon approval by
the ENGINEER.
2. The CONTRACTOR shall bring to the preconstruction conference submittals in
accordance with Section 01300 - Submittals.
3. The purpose of the conference is to designate responsible personnel and establish
a working relationship. Matters requiring coordination will be discussed and
procedures for handling such matters established. The complete agenda will be
furnished to the CONTRACTOR prior to the meeting date. However, the
CONTRACTOR shall be prepared to discuss all of the items listed below:
a. CONTRACTOR's initial schedules.
b. Procedures for and transmittal, review, and distribution of
CONTRACTOR's submittals (normal and deferred).
c. Processing applications for payment.
d. Maintaining record documents.
e. Special inspection procedures.
f. Critical Work sequencing.
g. Field decisions and Change Orders.
h. Use of Site, office and storage areas, security, housekeeping, and
OWNER's needs.
i. Major equipment deliveries and priorities.
j. CONTRACTOR's assignments for safety and first aid.
k. Daily Report Form which the ENGINEER will furnish.
l. Submittal Transmittal Form which the ENGINEER will furnish.
4. The ENGINEER will preside at the preconstruction conference and will arrange
for keeping and distributing the minutes to all persons in attendance.
CONTRACTOR shall advise ENGINEER within 5 days of receipt of minutes if
CONTRACTOR does not agree with content of minutes.
5. The CONTRACTOR and its subcontractors should plan on the conference taking
one-half working day. The conference will cover the items listed in paragraphs 2
and 3, and will include reviewing the Drawings and Specifications, in extensive
detail, with the ENGINEER and the OWNER.
B. Progress Meetings
The ENGINEER will schedule and hold regular on-Site progress meetings at least weekly during
active working periods and at other times as requested by CONTRACTOR or as required by
progress of the Work. The CONTRACTOR and ENGINEER shall attend each meeting and
representatives of the OWNER may also attend. The CONTRACTOR may at its discretion
request attendance by representatives of its suppliers, manufacturers, and subcontractors.
Attendance by such representatives shall be subject to approval of the ENGINEER.
The ENGINEER will preside at the progress meetings and will arrange for keeping and
distributing the minutes. CONTRACTOR shall advise ENGINEER within 5 days of receipt of
minutes if CONTRACTOR does not agree with content of minutes.
The purpose of the meetings is to review the progress of the Work including review of the
CONTRACTOR’s three week look-ahead schedule, review status of submittals and Requests for
Information, review change order status, maintain coordination of efforts, address field problems,
and resolve other problems which may develop. The three week look-ahead schedule shall
include but not be limited to key upcoming activities such as major equipment deliveries to the
Site, key construction activities and key testing activities. The three week look-ahead schedule
shall be in the form of marked-up Drawings and schedules/flow charts to depict the activities.
During each meeting, the CONTRACTOR shall present any issues that may impact its progress
and propose solutions with a view to resolve these issues expeditiously.
END OF SECTION
SECTION 01200
MEASUREMENT AND PAYMENT
PART 1 GENERAL
1.1 Measurement and Payment
Measurement and payment will be on a lump sum basis for on-site work (Schedule A and
Schedule B) in accordance with the prices set forth in the proposal for individual work items.
Basis of measurement and payment for individual bid items will be as follows:
A. Schedule A – On-site Work
“On-Site” Work Defined - “On-site” work is as shown on the drawings and defined as all work
performed on within the City easement and South Water Reservoir property. The property line for
the City’s reservoir property and access easement are shown on the existing condition plans.
A-1. Measurement and payment for all on-site work required other than as provided
for under separate unit prices will be made on a single lump sum basis. For
purposes of evaluating monthly partial payments, this lump sum work is broken
down as follows:
a. Mobilization, Bonds & Insurance
b. Shop Drawings/Approvals
c. Construction Surveying
d. Clearing and Grubbing
e. Site Preparation & Grading
f. Yard Piping (water)
g. Storm Drainage and Sanitary Sewer Facilities
h. Electrical (exterior utilities)
i. Access Road, Including Paved Parking Areas
j. Entrance Gates
k. Erosion Control/Construction Management Plan/Permitting/Building and
Miscellaneous Permit Compliance
l. Fences
m. Sheeting and Shoring
n. Valve Vault and Vault Mechanical/Piping & Valving
o. Meter Vaults
p. Electrical/Instrumentation & Control
q. Testing/Disinfection & Start-up
r. Site Clean-up/Demobilization
s. Anniversary Inspection & Repairs
t. Retaining Walls
u. Architectural Wall
v. Reservoir Supply Control Valve Vault
A-1. Lump sum payment under this item shall cover all particular elements of the
project on-site as above generally outlined, whether or not specifically or
specially identified, as specified herein and as shown on the plans, except for
work included separately under other unit price bid items.
A-2. Rock Excavation for Structures: Measurement and payment for excavating solid
rock for structures and road construction will be on a per cubic yard basis. Solid
rock is defined in Section 02200 and as determined by the Engineer. Rock
excavation shall be measured by surveying coordinates and elevations of the
solid rock surface prior to and following excavation of the rock and calculating
the quantity of rock from these measurements. Rock measurement shall be
subject to approval by the Engineer. Cost of surveying for rock measurement
shall be the responsibility of the Contractor. Payment for rock excavation shall be
for quantities of rock removed up to 12 inches below structures and 18 inches
measured horizontally from the exterior surface of buried structure walls.
A-3. Transitional Material Excavation: Measurement and payment for excavating
transitional material for structures and road construction as described in Section
02200 as determined by the Engineer and will be on a per cubic yard basis.
Measurement for transitional material excavation shall be as defined in
measurement and payment for rock excavation and subject to approval by the
Engineer.
A-4. Trench Rock Excavation: Excavation shall be considered to be classified and
payment for rock excavation will be on a cubic yard basis in accordance with
Section 02200. Payment for trench rock excavation shall include rock removed
within the payment width of nominal pipe diameter plus 24-inches and up to 12
inches below the pipe invert.
A-5. Additional Payment for Overdepth Excavation and Backfill: Payment for over-
depth excavation and backfill for trench installed casings and trench installed
pipe only, as may be required for greater than depths of pipe and casing cover as
described in other pay items or as shown in the drawings, as indicated, will be on
a per cubic yard basis. Measurements for depth will be determined from the
average depth of each section from ground to top of pipe. Measurement for width
will be the nominal outside diameter of the pipe plus 24-inches. Measurement for
length will be the total length of pipe installed at a depth greater than described in
other pay items. Backfill is understood to be either Class B or Class D as
indicated on the plans or as approved otherwise by the Engineer. The Contractor
shall note the length of the excavation required for each water line section
beyond the depth described in other pay items and as shown on the plans and
shall include such costs in the unit price bids submitted.
A-6. Furnish and Install Cast or Ductile Iron Fittings: Payment for furnishing and
installing cast or ductile iron fittings will be made on a per pound basis. The
weight of fittings used for payment will be the nominal weights listed in AWWA
Standard C110 for minimum pressure rating specified and the approved type of
fitting used. Fitting installation will be considered a separate pay item from work
performed under other pay items. Fitting accessories including glands, bolts, and
gaskets shall be considered incidental in the fitting weights for payment. Payment
for joint restraint systems is included under the payment for restrained joint pipe.
A-7. Furnish and Install Buried Butterfly Valves: Payment for furnishing and
installing butterfly valves including valve boxes, extensions, covers and risers
complete will be on a per each valve basis for the diameters shown on the plans.
A-8. Payment for Connecting to Existing Piping: Payment for connecting to existing
piping, including exploratory excavation as may be required to confirm piping
locations and type, any additional excavation and backfill, cutting existing
piping, and all other miscellaneous tie-in related work not included in other pay
items will be on a per each connection basis as shown on the plans.
A-9. Additional Payment for Overdepth Excavation and Backfill: Payment for over-
depth excavation and backfill for trench installed casings and trench installed
pipe only, as may be required for greater than depths of pipe and casing cover as
described in other pay items or as shown in the drawings, as indicated, will be on
a per cubic yard basis. Measurements for depth will be determined from the
average depth of each section from ground to top of pipe. Measurement for width
will be the nominal outside diameter of the pipe plus 24-inches. Measurement for
length will be the total length of pipe installed at a depth greater than described in
other pay items. Backfill is understood to be either Class B or Class D as
indicated on the plans or as approved otherwise by the Engineer. The Contractor
shall note the length of the excavation required for each water line section
beyond the depth described in other pay items and as shown on the plans and
shall include such costs in the unit price bids submitted.
A-10. Trench Rock Excavation: Excavation shall be considered to be classified and
payment for rock excavation will be on a cubic yard basis in accordance with
Section 02200.
A-11. Overexcavation and Select Backfill Material for Unsuitable Foundation
Conditions: Payment for overexcavation and select backfill material for
unsuitable foundation conditions will only be considered as approved by the
Engineer. When such pre-approval is obtained, payment will be made on a per
cubic yard basis in accordance with the Specification.
A-12. Testing, Flushing and Disinfection of Water Mains: Payment for testing and
disinfection of water mains shall be on a lump sum basis and in conformance
with the Specifications including furnishing, installing and removing temporary
blowoff piping including miscellaneous piping, valves, fittings and thrust
restraint, will be on a lump sum basis. The Owner shall provide off-site
laboratory analysis. Payment for any retesting shall be paid by the Contractor.
A-13. Furnish and Install Standard Catch Basin, Complete: Payment for furnishing and
installing standard catch basin complete, including concrete catch basin, frame
and grate, piping connections, all excavation, backfill, adjustments for setting to
final grade, and other incidental work as shown on the drawings and described in
the specifications, shall be made on a per each basis.
A-14. Storm Drainage Testing and Start-Up: Payment will be made on a lump sum
basis for all work required to properly test and start-up the project.
A-15. Traffic Control and Dewatering: Payment for traffic maintenance and protection,
temporary fencing, flagging, safety barricades, and dewatering, including all
labor, materials, and equipment, as required, will be on a lump sum basis.
A-16. Private Drive Entrance: Measurement and payment for installation of a new
private drive entrance per Clatsop County standards complete will be on a lump
sum basis.
A-17. Seeding, Shrubs, Plantings: Payment for furnishing and installing seeding and
shrubs in the public right-of-way will be on a cubic yard basis.
A-18. General surface restoration including final grading, mulching, hydroseeding , and
plant establishment: Payment for general surface restoration including final
grading, mulching, hydroseeding , and plant establishment shall be on a lump
sum basis.
A-19. Utility Undergrounding: Payment for undergrounding existing utilities in the City
access easement will be on a lump sum basis.
B. Schedule B – Reservoir Improvements - On-site Work
“On-Site” Work Defined - “On-site” work is as shown on the drawings and defined as all work
performed on within the City easement and South Water Reservoir property. The property line for
the City’s reservoir property and access easement are shown on the existing condition plans.
B-1. Measurement and payment for all on-site work required other than as provided
for under separate unit prices will be made on a single lump sum basis. For
purposes of evaluating monthly partial payments, this lump sum work is broken
down as follows:
a. Ladder and Stairway Replacement
b. Piping Improvements
c. Tank Interior Lining
d. Reservoir Exterior Wall Coating
e. Reservoir Exterior Roof Coating
END OF SECTION
SECTION 01300
SUBMITTALS
PART 1 GENERAL
The CONTRACTOR shall provide submittals including shop drawings, schedules, drawings, and
such other information as may be necessary for the prosecution of the work in the shop and in the
field as required by the contract documents or the ENGINEER's instruction. There may be other
submittals required elsewhere in these Specifications that are not necessarily included or
mentioned in this Section.
Within 14 days after award of the contract, the CONTRACTOR shall submit to the
ENGINEER a proposed list of manufacturers, suppliers, and subcontractors and a schedule of
specific target dates for the submission and return of shop drawings required by the contract
documents. Said list and schedule shall be updated and resubmitted when requested by the
ENGINEER. All shop drawings for interrelated items shall be scheduled for submission at the
same time. Not less than 2 weeks shall be allocated to each submittal for processing by the
ENGINEER. At least six (6) copies of all submittals shall be provided to the ENGINEER. Four
(4) copies of all submittals will be kept by the ENGINEER. If the CONTRACTOR requests that
more than two (2) copies be returned, then the CONTRACTOR shall submit the appropriate
quantity of submittals.
The ENGINEER will review shop drawings to determine compliance with the design concept of
the project and return them to the CONTRACTOR within the period established in the shop
drawings schedule. The ENGINEER may hold shop drawings in cases where partial submission
cannot be reviewed until the complete submission has been received or where shop drawings
cannot be reviewed until correlated items affected by them have been received. When such shop
drawings are held, the
ENGINEER will advise the CONTRACTOR in writing that the shop drawing submitted will not
be reviewed until shop drawings for all related items have been received.
The CONTRACTOR shall submit to the ENGINEER, for review, six copies each of such shop
drawings, electrical diagrams and catalog information for fabricated items and manufactured
items required for construction. The ENGINEER will review the submitted data and shop
drawings, and will make notations thereon indicating "No Exception Taken", "Make Corrections
Noted", "Rejected", "Revise and Resubmit", or "Submit Specified Item". The ENGINEER will
then return two copies of the submitted data and shop drawings to the CONTRACTOR. The
ENGINEER’s review of submittals and shop drawings is not a check of any dimension or
quantity, and will not relieve the CONTRACTOR from responsibility for errors of any sort in the
submittals and shop drawings.
When shop drawings and/or submittals are required to be revised or corrected and resubmitted,
the CONTRACTOR shall make such revisions and/or corrections and resubmit those items or
other materials in the same manner as specified above.
Submitted data shall be sufficient in detail for determination of compliance with the Contract
Documents. Color samples for all items for which colors are to be selected shall be submitted at
the same time. No equipment or material for which listings, drawings, or descriptive material is
required shall be installed until the CONTRACTOR has received review from the ENGINEER.
Regardless of corrections made in or review given to the drawings by the ENGINEER, the
CONTRACTOR shall be responsible for the accuracy of such drawings and for their conformity
to the drawings and specifications. The CONTRACTOR shall check all submittals before
submitting them to the ENGINEER and shall stamp its approval on all copies of the shop drawing
documents. Any submittals received by the ENGINEER which do not bear the CONTRACTOR’s
approval shall be returned without review. If more than two (2) submissions are required to meet
the project specifications, the cost of reviewing these additional submissions may be charged
directly against the CONTRACTOR and the OWNER may withhold the funds necessary to cover
these costs.
Materials and equipment shall be ordered a sufficient time in advance to allow time for reviews,
and shall be available on the job when needed. Last minute review will not be given for inferior
substitutes for material or equipment.
Required submittals include items listed below. List is provided for CONTRACTOR convenience
only and may not be complete in all respects. CONTRACTOR shall provide all submittals
required, whether or not specifically listed herein.
A. Schedules -- The CONTRACTOR shall prepare and submit to the ENGINEER, within
fifteen days after notice to proceed, a practicable schedule showing the order in which the
CONTRACTOR proposes to carry out the work, the dates on which the important
features of the work will start, and the contemplated dates for completing same. In
addition to a time-scaled bar chart schedule depicting the project critical path, the
CONTRACTOR shall submit a detailed CPM logic diagram. The CPM diagram and
time-scaled bar chart shall include the following:
• Construction activities
• Submittal and approval of material samples and shop drawings
• Procurement of critical materials
• Fabrication, installation, and testing of special material and equipment
• Duration of work, including completion times of all stages and their sub-phases
The activities shall be separately identifiable by coding or use of sub-networks or both.
The duration of each activity shall be verifiable by manpower and equipment allocation,
in common units of measure, or by delivery dates and shall be justifiable by the
CONTRACTOR upon the request of the ENGINEER.
Detailed subnetworks will include all necessary activities and logic connectors to
describe the work and all restrictions to it. In the restraints, include those activities from
the project schedule which initiated the subnetwork as well as those restrained by it.
Include a tabulation of each activity in the computer mathematical analysis of the
network diagram. Furnish the following information as a minimum for each activity:
• Event (node) number(s) for each activity
• Activity description
• Original duration of activities (in normal workdays)
• Estimated remaining duration of activities (in normal workdays)
• Earliest start date or actual start date (by calendar date)
• Earliest finish date or actual finish date (by calendar date)
• Latest start date (by calendar date)
• Latest finish date (by calendar date)
• Slack or float time (in workdays)
Computer printouts shall consist of at least a node sort and an “early start/totalfloat” sort.
CONTRACTOR’S attention is drawn to typical local climatic weather patterns and the
CONTRACTOR shall coordinate work accordingly.
B. Breakdown of Contract Price -- The CONTRACTOR shall, at the Preconstruction
meeting, submit a complete breakdown of all lump sum bid items showing the value
assigned to each part of the work including an allowance for profit and overhead adding
up to the total lump sum contract price. Breakdown of lump sum bids shall be
coordinated with the items in the schedule. Preparatory work, bonds, and insurance
required in setting up the job will be allowed as a separate entry on the cost breakdown
but shall not exceed 5 percent of the total base bid. Upon acceptance of the breakdown of
the contract price by the ENGINEER, it shall be used as the basis for all requests for
payment.
C. Shop Drawings, Schedules and Drawings -- The CONTRACTOR shall provide shop
drawings, schedules and such other drawings as may be necessary for the prosecution of
the work in the shop and in the field as required by the contract documents or
ENGINEER's instruction.
D. Design Submittals -- Design submittals as may be required for equipment and systems
elsewhere in these Specifications.
E. Erosion and Sedimentation Control Plan
F. Materials Lists
G. CONTRACTOR Contact Persons
H. Material Safety Data Sheets
I. Traffic Control and Protection Plan
J. Miscellaneous Materials and Other Submittals As Required Elsewhere in the
Specifications
K. Operation and Maintenance Instructions
Before acceptance of the installation, the CONTRACTOR shall submit four (4) copies of
complete operation and maintenance instructions for all equipment supplied. Submit items in 8-
1/2 x 11-inch heavy-duty three-ring binders when appropriate, or in 8-1/2 x 11-inch file folders.
The equipment manufacturer may furnish instruction manuals prepared specifically for the
equipment furnished or standard manuals may be used if statements like "if your equipment has
this accessory..." or listings of equipment not furnished are eliminated. Poorly reproduced copies
are not acceptable. Operation and maintenance instructions shall contain the following as a
minimum:
1. Approved shop drawings and submittal data
2. Model, type, size and serial numbers of equipment furnished
3. Equipment and driver nameplate data
4. List of parts showing replacement numbers
5. Recommended list of spare parts
6. Complete operating instructions including start-up, shutdown, adjustments, cleaning, etc.
7. Maintenance and repair requirements including frequency and detailed instructions
8. Name, address and phone numbers of local representative and authorized repair service
END OF SECTION
SECTION 01532
SITE CONDITIONS SURVEY
PART 1 – GENERAL
1.1 The Requirement
A. The CONTRACTOR shall conduct thorough pre-construction and post-construction Site
conditions surveys of the entire Project in the company of the OWNER and ENGINEER.
Site conditions surveys shall consist of photographs and videotape recordings.
1.2 Contractor Submittals
A. Videotape surveys, photographs, and other data of the preconstruction conditions shall be
submitted to the ENGINEER for record purposes prior to, but not more than three weeks
before, commencement of any construction activities.
B. A complete set of all photographs and survey data of the post-construction conditions
shall be completed and submitted prior to final inspection by the OWNER and
ENGINEER.
PART 2 - PRODUCTS
Not Used
PART 3 – EXECUTION
3.1 PHOTOGRAPHS AND VIDEO RECORDINGS
A. CONTRACTOR, as a minimum, shall document pre- and post-construction conditions by
preparing videotape surveys of the following:
1. Roadways used to access the Site or haul materials and equipment to the Site.
2. Work areas, including actual work sites, materials processing and stockpiling
areas, access corridors, disposal areas, and staging areas.
3. Any work completed by other contractors at the Site that will be connected to or
otherwise affected by the WORK.
4. Driveways, sidewalks, and buildings which might be affected by the WORK.
B. Supplement videotape surveys with non-digital photographs as required to thoroughly
document the original condition and location of existing features and facilities.
C. Photographic records shall be provided in DVD format. If requested, hard copy prints of
digital photographs shall be supplied by the CONTRACTOR.
END OF SECTION
SECTION 01650
PIPELINE TESTING AND DISINFECTION
PART 1 GENERAL
1.1 Description
A. This section covers field pressure testing, disinfection and purity testing of potable water
systems; piping, fittings, and valves. All pipe shall be hydrostatically pressure and leak
tested. Defective items revealed by the testing procedures shall be removed and replaced
or otherwise corrected as directed by the ENGINEER. All costs for labor and materials
necessary to conduct the testing and disinfecting procedures specified herein, and all
costs of labor and materials required to remedy defective items shall be borne by the
CONTRACTOR.
B. The CONTRACTOR shall provide 72 hour notification to the ENGINEER and OWNER
prior to conducting hydrostatic testing and disinfection. CONTRACTOR shall provide
coordination and scheduling required for the OWNER and ENGINEER to witness and
provide necessary labor for operating OWNER’s existing system during hydrostatic
testing and disinfecting procedures. CONTRACTOR shall not operate any part of the
existing water system.
C. The CONTRACTOR shall perform flushing and testing of all pipelines and appurtenant
piping and disinfection of all pipelines and appurtenant piping for potable water,
complete, including conveyance of test water to point of use and all disposal thereof, all
in accordance with the requirements of the Contract Documents.
D. Unless otherwise directed by the ENGINEER, new water mains and appurtenances must
be completely installed, tested, flushed, disinfected, and satisfactory bacteriological
sample results received prior to completing permanent connections to existing water
system.
1.2 Reference Specifications, Codes, and Standards
Codes and Standards: Comply with the provisions of the following codes, standards and
specifications, except as otherwise shown and specified:
ANSI/AWWA B300 Hypochlorites
ANSI/AWWA B301 Liquid Chlorine
ANSI/AWWA C651-99 Disinfecting Water Mains
ANSI/AWWA C600-99 Installation of Ductile-Iron Water Mains and Their
Appurtenances
1.2.1 Related Work Specified Elsewhere
A. Section 02620: Ductile Iron Pipe, Fittings and Special Items
B. Section 15102 Butterfly Valves
1.3 Contractor Submittals
A. Submit a testing and disinfection plan and schedule. The plan shall include equipment,
calculations of quantities and concentrations, layout drawings/sketches of the testing and
disinfection system showing proposed plans for water conveyance, control, disposal,
disinfection, and dechlorination. The plan shall be submitted in writing for approval a
minimum of ten working days before testing is to start.
B. Submit Material Safety Data Sheet (MSDS) for the disinfectant.
PART 2 PRODUCTS
1.1 Equipment
A. All test equipment, chemicals for chlorination, temporary valves, bulkheads, or other
water control equipment and materials shall be determined and furnished by the
CONTRACTOR subject to the ENGINEER’s review. No materials shall be used which
would be injurious to the construction or its future functions.
B. As a minimum, the CONTRACTOR shall furnish the following equipment and materials
for the test:
Amount Description
2 Graduated containers approved by the ENGINEER
1 Hydraulic pump approved by the ENGINEER with hoses, valves and fittings as
needed and required for the testing and disinfection of the facilities..
2 Pressure gauges with a minimum diameter of 4-inches and a pressure range at least
120% greater than the required maximum test pressure with graduations in two (2)
psi increments. Gauges shall have been calibrated with 90 days of pressure testing.
C. Chlorine for disinfection shall be in the form of liquid chlorine, sodium hypochlorite
solution, or calcium hypochlorite granules or tablets.
D. Sodium hypochlorite and calcium hypochlorite shall be in accordance with the
requirements of ANSI/AWWA B300.
PART 3 EXECUTION
3.1 Hydrostatic Testing
A. The CONTRACTOR shall make all necessary provisions for conveying water to the
points of use and for the disposal of test water.
B. No section of the pipeline shall be hydrostatically tested until all field-placed concrete or
mortar has attained full strength. At the CONTRACTOR’s option, early strength concrete
may be used when the full strength requirements conflict with schedule requirements. All
such early applications shall be approved by the ENGINEER prior to each installation.
C. All piping shall be tested under a hydrostatic test pressure not less than 150 psi. Testing
will be performed as defined by the approved testing plan. Testing shall be performed by
filling the pipe with water, allowing for natural absorption to occur, and applying the
specified test pressure by pumping. Once the test pressure has been attained, the pump
shall be valved off. The test will be conducted for one two hour period with the allowable
leakage not to exceed value as per Paragraph D below.
D. Test each valved section by closing the valve at each end of the test section, applying
pressure to each side independently such that each valved section of pipe is
hydrostatically tested from two different directions.
E. During the test, pipe, fittings and valves with welded and/or flanged joints shall be
completely tight. Pipe, fittings and valves with rubber gasketed joints (mechanical joints
or push-on joints) shall have a measured loss not to exceed the rate given in the following
formula:
AL = LD(P)1/2
133,200
In the above formula:
AL = Allowable leakage, in gallons per hour
L = Length of pipe tested, in feet
D = Nominal diameter of pipe, in inches
P = Average test pressure during the leakage test, in pounds per square inch.
F. During the test period, operate the pump as required to maintain pressure in the pipe
within 5 psi of the specified test pressure at all times. At the end of test period, operate
the pump until the specified test pressure is again obtained. The pump suction shall be in
a graduated barrel or similar device or metered so that the amount of water required to
restore the test pressure may be accurately measured.
G. If the test reveals any defects, leakage in excess of the allowable, or failure, the
CONTRACTOR shall furnish all labor, equipment and materials required to locate and
make necessary repairs. The testing of the line (and repairing of defects, excessive
leakage, and failures) shall be repeated until a test satisfactory to the ENGINEER has
been achieved. All costs for locating, repairing, and retesting shall be borne by the
CONTRACTOR.
3.2 Disinfection of Water Mains
A. After testing and repairing where necessary, all potable water systems shall be thoroughly
flushed, cleaned, and disinfected by the CONTRACTOR in accordance with the latest
version of AWWA C651-99. Chlorination by means of tablets or powders (calcium
hypochlorite) placed in each length of pipe during installation is specifically prohibited.
B. Before sterilizing, flush all foreign matter from the pipeline. The CONTRACTOR shall
provide at no additional cost to OWNER, hoses, temporary pipes, ditches, etc., as
required to dispose of flushing water without damage to adjacent properties. Flushing
velocities shall be at least 2.5 fps. For large diameter pipe where it is impractical or
impossible to flush the pipe at 2.5 fps velocity, clean the pipe in place from the inside by
brushing and sweeping, then flush the line at a lower velocity.
C. Potable water piping shall be disinfected with a solution containing a minimum 25 PPM
and maximum 50 PPM chlorine. The chlorine solution shall remain in the piping system
for a period of 24 hours at which time the sterilizing mixture shall have a strength of at
least 10 ppm of chlorine. If check samples fail to produce acceptable results, the
disinfection procedure shall be repeated at the expense of the CONTRACTOR until
satisfactory results are obtained.
D. Disposal of any water containing chlorine shall be performed in accordance with AWWA
C651-99, Section 01100 of this specification, and any other state or local requirements.
Disposal may be made into existing sanitary sewer systems providing approvals are
obtained from the sewerage agency. Any chlorinated water discharged to open stream
channels must be dechlorinated such that the chlorine residual does not exceed 2 mg/l
prior to discharge.
E. The OWNER will collect samples after line is flushed in accordance with AWWA C651-
99 at locations directed by ENGINEER. The chlorine residual must be below 1.5 mg/L
when the sample is taken.
F. Results of the bacteriological testing shall be satisfactory with the State Department of
Health and/or other appropriate regulatory agencies, or disinfection shall be repeated at
the expense of the CONTRACTOR.
3.3 Disinfection of End Connections and Tie–Ins
Disinfection and pressure testing of potable water piping and appurtenances at end connections
which are required to remain in service due to restrictions in allowable shutdown time shall be
pressure tested and disinfected as described below:
A. Prior to connecting new potable water piping and appurtenances with existing piping and
appurtenances, the interior of all new pipe, fittings, valves and appurtenances shall be
swabbed or sprayed with a 100 parts per million solution of chlorine.
B. Following the disinfection procedures described above, connection of the new piping and
appurtenances to the existing water system shall be made. The CONTRACTOR shall
leave tie-in points exposed until system pressure is established, or shall re-excavate tie-in
points to permit visual inspection. The ENGINEER and CONTRACTOR shall visually
inspect all new fittings, piping, valves and appurtenances for evidence of leakage. Any
leakage observed during this period shall be promptly repaired by the CONTRACTOR,
at CONTRACTOR’s expense as required by the ENGINEER.
END OF SECTION
SECTION 01652
RESERVOIR DISINFECTION
PART 1 GENERAL
1.1 Description
A. This section covers disinfection of new and existing potable water storage reservoirs,
complete. All costs for labor and materials necessary to conduct the disinfecting
procedures specified herein shall be borne by the CONTRACTOR.
B. Following painting of existing potable water facilities, those portions of the facilities
which will be in contact with the water delivered to users shall be disinfected with
chlorine before they are placed into service.
C. For reservoirs and tanks, disinfection by chlorination shall be accomplished in
accordance with AWWA Standard C652 and as described below, whichever is most
restrictive:
1. Spray or brush a solution of 200 mg/L available chlorine directly on the surfaces
of all parts of the storage facility that will be in contact with water when the
storage facility is full to the overflow elevation.
2. The solution shall thoroughly coat all surfaces to be treated, including the inlet
and outlet piping and shall be applied to any separate drain piping such that it
will have available chlorine of not less than 3.5 mg/L when filled with water.
3. The disinfected surfaces shall remain in contact with the strong chlorine solution
for at least 30 min.
Following the completion of the chlorination procedure, potable water shall be admitted,
the drain piping purged of the 3.5 mg/L chlorinated water, and the storage facility shall
be filled to its overflow level. A sample shall be taken by the OWNER for
microbiological analysis. It will not be necessary to flush the reservoir or tank after the
chlorine solution is applied by spraying or brushing providing a passing microbiological
test is achieved. Microbiological analysis must indicate that the water is free of coliform
organisms before the facility can be put into service.
The CONTRACTOR shall contact the OWNER representative to arrange for samples to
be taken for microbiological analysis.
D. Any superchlorinated water shall be discharged through an approved connection to the
public sanitary sewer system or shall be dechlorinated to limits acceptable by the Oregon
State Department of Environmental Quality (DEQ) for discharge into the existing storm
drainage system. If superchlorinated water is to be discharged into the public sanitary
sewer system, the CONTRACTOR shall notify the sewage treatment plant notifying the
planned time, location, and quantity of discharge. No uperchlorinated water shall be
discharged into the storm drainage system or natural drainage way prior to approved
dechlorination treatment.
END OF SECTION
SECTION 01655
TESTING, TRAINING AND SYSTEM START-UP
PART 1 GENERAL
1.1 Scope
This section specifies equipment and system testing and start-up, services of manufacturer's
representatives, training of OWNER's personnel and final testing requirements for the complete
facility.
1.2 Contract Requirements
A. Testing, training and start-up are requisite to the satisfactory completion of the Contract.
B. Complete all testing, training, and start-up within the Contract Time(s).
C. Furnish all necessary labor, power, chemicals, tools, equipment, instruments, and services
required for and incidental to completing functional testing, performance testing, and
operational testing.
D. Provide competent, experienced technical representatives of equipment manufacturers for
assembly, installation, testing, and operator training.
1.3 Start-up Plan
A. Submit start-up plan for each piece of equipment and each system not less than 2 weeks
prior to planned initial equipment or system start-up.
B. Provide detailed Start-up Progress Schedule with the following activities identified:
1. Manufacturer’s services
2. Installation certifications
3. Operator training
4. Submission of operation and maintenance manual
5. Functional testing
6. Performance testing
7. Operational testing
C. Provide testing plan with test logs for each item of equipment and/or system. Include testing of
alarms, control circuits, capacities, speeds, flows, pressures, vibrations, sound levels, and other
parameters.
D. Provide summary of shutdown requirements for existing systems if required, which are necessary
to complete start-up of new equipment and systems.
E. Revise and update start-up plan based upon review comments, actual progress, or to
accommodate changes in the sequence of activities.
1.4 General Start-up and Testing Procedures
A. Mechanical Systems:
1. Remove rust preventatives and oils applied to protect equipment during
construction.
2. Flush lubrication systems and dispose of flushing oils. Recharge lubrication
system with lubricant recommended by manufacturer.
3. Flush fuel system and provide fuel for testing and start-up.
4. Install and adjust packing, mechanical seals, 0-rings, and other seals. Replace
defective seals.
5. Remove temporary supports, bracing, or other foreign objects installed to prevent
damage during shipment, storage, and erection.
6. Check rotating machinery for correct direction of rotation and for freedom of
moving parts before connecting driver.
7. Perform cold alignment and hot alignment to manufacturer's tolerances.
8. Adjust V-belt tension and variable pitch sheaves.
9. Inspect hand and motorized valves for proper adjustment. Tighten packing glands
to insure no leakage, but permit valve stems to rotate without galling. Verify
valve seats are positioned for proper flow direction.
10. Tighten leaking flanges or replace flange gasket. Inspect screwed joints for
leakage.
11. Install gratings, safety chains, handrails, shaft guards and sidewalks prior to
operational testing.
B. Electrical Systems
1. Perform insulation resistance tests on wiring except 120 volt lighting, wiring, and
control wiring inside electrical panels.
2. Perform continuity tests on grounding systems.
3. Test and set switchgear and circuit breaker relays for proper operation.
4. Perform direct current high potential tests on all cables that will operate at more
than 2,000 volts. Obtain services of independent testing lab to perform tests.
5. Check motors for actual full load amperage draw. Compare to nameplate value.
C. Instrumentation Systems
1. Bench or field calibrate instruments and make required adjustments and control
point settings.
2. Leak test pneumatic controls and instrument air piping.
3. Energize transmitting and control signal systems, verify proper operation, ranges
and settings.
1.5 Functional Testing
A. Functionally test mechanical and electrical equipment for proper operation after general
start-up and testing tasks have been completed.
B. Demonstrate proper rotation, alignment, speed, flow, pressure, vibration, sound level,
adjustments, and calibration. Perform initial checks in the presence of and with the
assistance of the manufacturer's representative.
C. Demonstrate proper operation of each instrument loop function including alarms, local
and remote controls, instrumentation and other equipment functions. Generate signals
with test equipment to simulate operating conditions in each control mode.
D. Conduct continuous 8 hour test under full load conditions. Replace parts which operate
improperly.
1.6 Certificate of Proper Installation
A. At completion of functional testing, furnish written report prepared and signed
by manufacturer's authorized representative, certifying equipment:
1. Has been properly installed, aligned, adjusted and lubricated.
2. Is free of any stresses imposed by connecting piping or anchor bolts.
3. Is suitable for satisfactory full-time operation under full load conditions.
4. Operates within the allowable limits for vibration.
5. Controls, protective devices, instrumentation, and control panels furnished as part
of the equipment package are properly installed, calibrated, and functioning.
6. Control logic for start-up, shutdown, sequencing, interlocks, and emergency
shutdown has been tested and is properly functioning.
B. Furnish written report prepared and signed by the electrical and/or instrumentation
subcontractor certifying:
1. Motor control logic that resides in motor control centers, control panels, and
circuit boards furnished by the electrical and/or instrumentation subcontractor
has been calibrated and tested and is properly operating.
2. Control logic for equipment start-up, shutdown, sequencing, interlocks and
emergency shutdown has been tested and is properly operating.
C. Co-sign the reports along with the manufacturer's representative and subcontractors.
1.7 Training of OWNER’s Personnel
A. Provide operations and maintenance training for items of mechanical, electrical and
instrumentation equipment. Utilize manufacturer's representatives to conduct training
sessions.
B. Coordinate training schedule with City staff. Coordinate training sessions to prevent
overlapping sessions. Arrange sessions so that individual operators and maintenance
technicians do not attend more than 2 sessions per week.
C. Provide Operation and Maintenance Manual for specific pieces of equipment or systems
2 weeks prior to training session for that piece of equipment or system.
D. Satisfactorily complete functional testing before beginning operator training.
E. The OWNER may videotape the training for later use with the OWNER’s personnel.
1.8 Minimum Service Schedule
Minimum services as specified shall be provided in accordance with the following schedule:
Minimum On-Site Time Requirements
Specification 1) Equipment 2) Equipment 3) Operator
Section Equipment Installation Testing Training
11101 Vertical Turbine
Pumps 2 CWD 3 CWD 1 CWD
13411 Electromagnetic
Flow Meter -- -- 0.5 CWD
17100 Instrumentation
& Control 2 CWD 2 CWD 1 CWD
NOTE: CWD is defined as a consecutive working day consisting of 8 hours each from 8:00 a.m.
to 5:00 p.m.
1.9 Operational Testing
A. Conduct operational test of the entire facility after completion of operator training.
Demonstrate satisfactory operation of equipment and systems in actual operation.
B. Conduct operational test for continuous 7 day period.
C. Owner will provide operations personnel, power, fuel, and other consumables for
duration of test.
D. Immediately correct defects in material, workmanship, or equipment which became
evident during operational test.
E. Repeat operational test when malfunctions or deficiencies cause shutdown or partial
operation of the facility or results in performance that is less than specified.
1.10 Record Keeping
A. Maintain and submit to ENGINEER the following records generated during start-up and
testing phase of project:
1. Daily logs of equipment testing identifying all tests conducted and outcome.
2. Logs of time spent by manufacturer's representatives performing services on the
job site.
3. Equipment lubrication records.
4. Electrical phase, voltage, and amperage measurements.
5. Insulation resistance measurements.
6. Pump torsional and lateral vibration analysis report.
7. Data sheets of control loop testing including testing and calibration of
instrumentation devices and set-points.
END OF SECTION
SECTION 02050
DEMOLITION
PART 1 GENERAL
1.1 Description
Work is this section shall include, but is not limited to the demolition and removal of existing
facilities as shown on the plans.
1.2 Submittals
Submit to the ENGINEER a copy of written permission of private property OWNERs with copy of
fill permit for said private property as may be required for disposal of materials.
1.3 Requirements of Regulatory Agencies
A. Permits -- The CONTRACTOR is responsible for obtaining all necessary permits required for
completion of the work described herein at no cost to the OWNER.
B. Protection of Persons and Property -- Meet all federal, state and local safety requirements for the
protection of workmen, other persons, and property in the vicinity of the demolition work and
requirements of the General Provisions.
1.4 Repair of Damage
A. Demolition procedures shall provide for safe conduct of the work, careful removal and
disposition of materials and equipment, protection of facilities and property which are to remain
undisturbed, coordination with existing facilities to remain in service, and timely disconnection of
utility services.
B. Any damage to existing facilities to remain as caused by the CONTRACTOR’s operations shall
be repaired at the CONTRACTOR’s expense.
C. Damaged items shall be repaired or replaced with new materials as required to restore damaged
items or surfaces to a condition equal to and matching that existing prior to damage or start of
work of this contract.
1.5 Protection of Existing Work
A. Before beginning, the CONTRACTOR shall carefully survey the existing work and examine the
Drawings and Specifications to determine the extent of the work. The CONTRACTOR shall take
all necessary precautions to prevent damage to existing facilities which are to remain in place,
and be responsible for any damages to existing facilities, which are caused by the operations. The
CONTRACTOR shall carefully coordinate the work of this section with all other work and
construction and shall provide shoring, bracing, and supports, as required. The CONTRACTOR
shall insure that structural elements are not overloaded and shall be responsible for increasing
structural supports or adding new supports as may be required as a result of any cutting, removal,
or demolition work performed under any part of this Contract. The CONTRACTOR shall remove
all temporary protection when the work is complete or when so authorized by the ENGINEER.
B. The CONTRACTOR shall carefully consider all bearing loads and capacities for placement of
equipment and material on site. In the event of any questions as to whether an area to be loaded
has adequate bearing capacity, the CONTRACTOR shall consult with the ENGINEER prior to
the placement of such equipment or material
1.6 Burning
Burning at the project site for the disposal of refuse, debris, and waste materials resulting from
demolition and site clearing operations shall not be permitted.
1.7 Electrical Demolition
All electrical demolition work shall at all times be conducted by the CONTRACTOR in a safe and
proper manner to avoid injury from electrical shock to all personnel. Electrical equipment to be shut
off for a period of time shall be tagged, locked out, and sealed with a crimped wire and lead seal and
made inoperable. At no time shall live electrical wiring or connections or those which can become
energized be accessible to any persons without suitable protection or warning signs.
1.8 Site Conditions
A. The OWNER assumes no responsibility for the actual condition of the facilities to be demolished.
The CONTRACTOR shall visit the site, inspect all facilities, to get familiarized with all existing
conditions and utilities. If the demolition site contains any hazardous materials such as asbestos,
that will require special handling, it is the responsibility of the CONTRACTOR to remove and
dispose of the material in accordance with all applicable federal, state and local regulations.
B. The demolition drawings identify the major equipment and structures to be demolished only.
Auxiliary utilities such as water, air, chemicals, drainage, lubrication oil, hydraulic power fluid,
electrical wiring, controls, and instrumentation are not necessarily shown but shall also be
removed at no additional cost to the OWNER.
PART 2 PRODUCTS
2.1 Ownership of Existing Materials
All materials, equipment, miscellaneous items and debris involved, occurring or resulting from
demolition work shall become the property of the CONTRACTOR at the place of origin unless
otherwise specified by the OWNER.
2.2 Filler Sand
The filler sand shall meet the requirements of fine aggregate for Portland Cement concrete contained
in the Oregon State Highway Division Standard Specifications for Highway Construction.
PART 3 EXECUTION
3.1 Demolition
A. All exposed and/or protruding metalwork, piping, plumbing and conduits, and all woodwork,
roofing, and electrical and mechanical equipment shall be removed and disposed of by the
CONTRACTOR. No detached metalwork, excluding concrete reinforcing bars, shall be buried
with the concrete and masonry rubble.
B. Areas which are to be excavated for the purpose of demolition shall be cleared and stripped. All
debris and vegetation in these areas shall be removed and disposal of off-site and in compliance
with applicable local, state, and federal codes and requirements.
C. Any floors that are to remain in place shall be completely cracked through to allow for drainage.
Cracking shall be accomplished by dropping a demolition ball or by other methods approved by
the ENGINEER.
D. The CONTRACTOR shall excavate around existing structures as required to perform demolition
operations and to plug pipelines where shown on the plans. Backfilling with rubble material
within the footprint of new structures will not be allowed. For structures designated to be
abandoned and/or demolished in place, excavated material shall be used for backfill or placed in
the bottoms of the structures only as directed by the ENGINEER, along with the rubble and
imported filler sand to create a dense, compacted backfill. Backfilling or placement of the
excavated material in the structures shall meet the following requirements.
1. The CONTRACTOR shall furnish, place and compact filler sand along with the concrete and
masonry rubble so that all voids are filled and a dense, compacted backfill is obtained.
Concrete and masonry rubble used for backfilling shall be broken into pieces no larger than
12 inches on any one side.
2. At locations where concrete and masonry rubble is used for backfill, it shall be placed such
that a minimum of 3-feet of compacted non-rubble backfill material exists between any
rubble and finished grade. Protruding reinforcing bars shall be cut to lengths that allow
granular backfill to be placed and compacted to required levels in and above the rubble.
Reinforcing bars shall be cut flush with final wall elevations as shown on the plans.
3. Filler sand shall be placed in horizontal layers completely filling all voids between pieces of
rubble and not exceeding 12-inches in thickness. Each layer shall be compacted to obtain at
least 90 percent of maximum density as determined by ASTM Method D-698-78 (AASHTO
T-99). Water shall be furnished by the CONTRACTOR and added to each layer as required
to maintain optimum moisture content. The amount of filler sand used shall only be the
amount needed to fill all voids created by placement of the concrete and asphalt rubble, as
directed by the ENGINEER.
E. Disposal of all materials not used for backfill shall be performed off-site and in compliance with
applicable local, state, and federal codes and requirements. In areas where new construction will
take place, no trace of these structures shall remain prior to placing of backfill.
3.2 Removal
Remove from project site all debris, materials, equipment and items found thereon and materials and
debris resulting from the work of demolition except as otherwise indicated. All existing
improvements designated on the plans or specified to be removed including but not limited to
structures, pipelines, walls, footings, foundations, slabs, pavements, curbs, fencing and similar
structures occurring above, at, or below existing ground surface shall be included in the demolition
work. Unless otherwise specified, any resulting voids shall be backfilled with suitable excavated or
imported material compacted to the density of the adjacent soil.
3.3 Removal and Disposal of Asbestos Cement Pipe
When asbestos cement pipe is to be removed and disposed of, the CONTRACTOR shall comply with
Oregon Administrative Rule 340-248.
3.4 Pipe Abandonment
A. Abandoned Pipes -- When existing pipe is removed, the CONTRACTOR shall plug any
remaining piping being abandoned in place with a minimum of 2 feet of non-shrink grout. Prior
to placing grout, roughen interior pipe surface and apply epoxy bonding agent.
B. Pipe Remaining in Service -- When existing piping is removed, the CONTRACTOR shall install
blind flanges and restrained caps and plugs at all piping to remain in place and in service.
3.5 Permanent Abandonment of a Well
A. The CONTRACTOR shall be responsible for securing and paying any local, state or federal fees
for abandonment of the well.
B. Abandonment of the well shall be performed by a licensed well constructor.
C. All work shall be performed according to federal, state and local standards for permanent well
abandonment.
3.6 Asphaltic Concrete Demolition
A. Asphalt pavement shall be removed to the limits shown on the plans. The limits of the removal
shall be sawcut. Asphalt pavement may be used as rubble fill provided it is broken up into pieces
not exceeding 12-inches on any one side and is placed in accordance with the provisions stated
for placing concrete and masonry rubble fill.
3.7 Grading
All grading work shall be completed in accordance with Section 02200 Earthwork.
3.8 Cleanup
A. During and upon completion of work, the CONTRACTOR shall promptly remove all unused
tools and equipment, surplus materials, debris, and dust and shall leave all areas affected by the
work in a clean, ENGINEER approved condition.
B. Adjacent structures shall be cleaned of dust, dirt and debris resulting from demolition. Adjacent
areas shall be returned to their existing condition prior to the start of work.
END OF SECTION
SECTION 02100
SITE PREPARATION
PART 1 GENERAL
1.1 Description
Work includes all demolition, clearing and grubbing indicated on the plans or required for completion
of work specified elsewhere.
1.2 Submittals
Submit to ENGINEER a copy of written permission of private property owners with copy of fill
permit for said private property as may be required for disposal of materials.
1.3 Requirements of Regulatory Agencies
A. Permits -- Burning on project site will not be permitted.
B. Protection of Persons and Property -- Meet all federal, state and local safety requirements for the
protection of workmen, other persons, and property in the vicinity of the demolition and clearing
work and requirements of General Provisions.
1.4 Site Conditions
A. Existing Conditions -- CONTRACTOR shall determine extent of work requirements and
limitations before proceeding with work.
B. Protection -- Protect existing site improvements, trees and shrubs to remain to preclude damage
during construction. Protect existing trees and shrubs against cutting, breaking or skinning of
roots, skinning and bruising of bark, smothering of roots by stockpiling construction materials,
excavated materials, excess foot or vehicular traffic and parking of vehicles within drip line.
Provide temporary guards, as necessary, to protect trees and vegetation to be left standing.
Repairable damage to trees designated to remain shall be made by a professional tree surgeon
approved by the ENGINEER. Cost shall be borne by the CONTRACTOR.
C. Existing Utilities -- Before starting clearing of site work, notify utility agencies; disconnect or
arrange for disconnection of utilities (if any) affected by required work. Keep all active utilities
intact and in continuous operation.
PART 2 PRODUCTS
2.1 Ownership of Existing Materials
All materials, equipment, items and debris involved, occurring or resulting from demolition, clearing
and grubbing work shall become the property of the CONTRACTOR at the place of origin except as
otherwise indicated.
2.2 Wound Paint
Emulsified asphalt formulated for use on damaged plant tissues, as approved by the ENGINEER.
PART 3 EXECUTION
3.1 Workmanship
Perform work in accordance with recognized standard and efficient methods. Operators of equipment
shall be conscientious and skilled.
3.2 Clearing and Grubbing
A. Clearing -- Remove trees, saplings, snags, stumps, shrubs, brush, vines, grasses, weeds and other
vegetative growth within the clearing limits except those trees and shrubs noted to remain or as
directed by the ENGINEER. Clearing shall be performed in such a manner as to remove all
evidence of the presence of vegetative growth from the surface of the project site and shall be
inclusive of sticks and branches of thickness or diameter greater than 3/8-inch and of grasses,
weeds, exceeding 12 inches in height except as otherwise indicated.
B. Grubbing -- Limits of grubbing shall coincide with the limits of clearing. Remove all stumps,
roots over one inch in diameter and matted roots within the limits of grubbing work to the
following depths.
1. Future structures and building areas 24 inches
2. Roads and parking areas 18 inches
3. All other areas 12 inches
C. The CONTRACTOR shall remain within the property lines at all times.
D. Except in areas to be excavated, all holes resulting from the clearing and grubbing operations
shall be backfilled and compacted in accordance with the applicable sections of these
Specifications.
3.3 Preservation and Trimming of Trees, Shrubs and Other Vegetation
The CONTRACTOR shall avoid injury to trees, shrubs, vines, plants, grasses and other vegetation
growing outside of the areas to be cleared and grubbed and those trees and shrubs designated to be
preserved. Provide protection for roots and limbs over 1-1/2-inch diameter cut during construction
operations. Coat the cut faces with an emulsified asphalt. Temporarily cover exposed roots with wet
burlap to prevent roots from drying out; cover with earth as soon as possible.
3.4 Landscaped Areas
When any portion of the work crosses private property or landscaped areas, the CONTRACTOR shall
excavate the topsoil separately and pile it on the opposite side of the trench from the subsoil and shall
conduct his work in a manner that will restore original conditions as nearly as practicable.
The CONTRACTOR shall remove and replace any trees, shrubs, plants, sod or other vegetative
material. All shrubs or plants shall be balled by experienced workers, carefully handled and watered,
and replaced in their original positions without damage. Sod shall be handled in a similar manner.
Wherever sod cannot be saved and restored, the ground must be reseeded and cared for until a stand
of grass is reestablished. Plants or shrubs killed or destroyed must be paid for by the
CONTRACTOR. It is the intent of this paragraph that the CONTRACTOR shall leave the surface and
plantings in substantially the same conditions as before the work is undertaken. All costs incurred by
the CONTRACTOR shall be absorbed in the unit prices of his bid unless otherwise specified.
3.5 Demolition and Removal
Remove from the project site all debris, materials, equipment and items found thereon and materials
and debris resulting from the work of demolition except as otherwise indicated. All existing
improvements designated on the Plans or specified to be removed including but not limited to
structures, pipelines, walls, footings, foundations, slabs, pavements, curbs, fencing and similar
structures occurring above, at, or below existing ground surface shall be included in the demolition
work. Unless otherwise specified, any resulting voids shall be thoroughly cracked out for drainage
and backfilled with suitable excavated or imported material compacted to the density of the adjacent
soil.
3.6 Disposal
A. Removal -- All material resulting from demolition, clearing and grubbing, and trimming
operations shall be removed from the project site and disposed of in a lawful manner. Materials
placed on property of private property owners shall be by written permission only.
B. Clean-up -- During the time that the work is in progress, the CONTRACTOR shall make every
effort to maintain the site in a neat and orderly condition. All refuse, broken pipe, excess fill
material, cribbing and debris shall be removed as soon as practicable. Should the work not be
maintained in a satisfactory condition, the OWNER may cause the work to stop until the clean-up
of the work has been done to the satisfaction of the ENGINEER. The work will not be considered
complete or the final payment certificate issued until all rubbish, unused material, or equipment
shall have been removed and the premises left in a condition satisfactory to the OWNER and the
ENGINEER.
END OF SECTION
SECTION 02140
DEWATERING
PART 1 GENERAL
1.1 Description
The CONTRACTOR shall provide all labor, materials, and equipment necessary to dewater trench
and structure excavations, in accordance with the requirements of the Contract Documents. The
CONTRACTOR shall secure all necessary permits to complete the requirements of this Section of the
Specifications.
1.2 Submittals
The CONTRACTOR shall submit a dewatering plan to be reviewed by the ENGINEER prior to the
beginning of construction activities requiring dewatering. Said review by the ENGINEER of the
CONTRACTOR’s design shall not be construed as a detailed analysis of the adequacy of the
dewatering system, nor shall any provisions of the above requirements be construed as relieving the
CONTRACTOR of its overall responsibility and liability for the work.
1.3 Quality Control
A. It shall be the sole responsibility of the CONTRACTOR to control the rate and effect of the
dewatering in such a manner as to avoid all objectionable settlement and subsidence.
B. All dewatering operations shall be adequate to assure the integrity of the finished project and
shall be the responsibility of the CONTRACTOR.
C. Where the critical structures or facilities exist immediately adjacent to areas of proposed
dewatering, reference points shall be established and observed at frequent intervals to detect any
settlement which may develop. The responsibility for conducting the dewatering operation in a
manner which will protect adjacent structures and facilities rests solely with the CONTRACTOR.
The cost of repairing any damage to adjacent structures and restoration of facilities shall be the
responsibility of the CONTRACTOR.
PART 2 PRODUCTS
2.1 Equipment
Dewatering, where required, may include the use of well points, sump pumps, temporary pipelines for
water disposal, rock or gravel placement, and other means. Standby pumping equipment shall be
maintained on the jobsite.
PART 3 EXECUTION
3.1 Dewatering
A. The CONTRACTOR shall provide all equipment necessary for dewatering. The CONTRACTOR
shall have on hand, at all times, sufficient pumping equipment and machinery in good working
condition and shall have available, at all times, competent workers for the operation of the
pumping equipment. Adequate standby equipment shall be kept available at all times to insure
efficient dewatering and maintenance of dewatering operation during power failure.
B. Dewatering for structures and pipelines shall commence when groundwater is first encountered,
and shall be continuous until such times as water can be allowed to rise in accordance with the
provisions of this Section or other requirements.
C. At all times, site grading shall promote drainage. Surface runoff shall be diverted from
excavations. Water entering the excavation from surface runoff shall be collected in shallow
ditches around the perimeter of the excavation, drained to sumps, and be pumped or drained by
gravity from the excavation to maintain a bottom free from standing water.
D. Dewatering shall at all times be conducted in such a manner as to preserve the undisturbed
bearing capacity of the subgrade soils at proposed bottom of excavation.
E. If foundation soils are disturbed or loosened by the upward seepage of water or an uncontrolled
flow of water, the affected areas shall be excavated and replaced with drain rock at no additional
cost to the OWNER.
F. The CONTRACTOR shall maintain the water level below the bottom of excavation in all work
areas where groundwater occurs during excavation construction, backfilling, and up to
acceptance.
G. Flotation shall be prevented by the CONTRACTOR by maintaining a positive and continuous
removal of water. The CONTRACTOR shall be fully responsible and liable for all damages
which may result from failure to adequately keep excavations dewatered.
H. If well points or wells are used, they shall be adequately spaced to provide the necessary
dewatering and shall be sand packed and/or other means used to prevent pumping of fine sands or
silts from the subsurface. A continual check by the CONTRACTOR shall be maintained to ensure
that the subsurface soil is not being removed by the dewatering operation.
I. The CONTRACTOR shall dispose of water from the work in a suitable manner without damage
to the environment or adjacent property. The CONTRACTOR shall be responsible for obtaining
any permits that may be necessary to dispose of water. No water shall be drained into work built
or under construction without prior consent of the ENGINEER. Water shall be filtered using an
approved method to remove sand and fine sized soil particles before disposal into any drainage
system.
J. The release of groundwater to its static level shall be performed in such a manner as to maintain
the undisturbed state of the natural foundation soils, prevent disturbance of compacted backfill
and prevent flotation or movement of structures, pipelines, and sewers.
K. Dewatering of trenches and other excavations shall be considered as incidental to the construction
of the work and all costs thereof shall be included in the various contract prices in the bid forms.
END OF SECTION
SECTION 02160
EXCAVATION SUPPORT SYSTEMS
PART 1 GENERAL
1.1 Description
This Section specifies minimum requirements for excavation support systems such as sheeting,
shoring and bracing of trenches and open excavations greater than 4 feet in depth. Where excavation
support systems are necessary, they shall be furnished, placed, maintained and removed by the
CONTRACTOR. The CONTRACTOR shall be responsible for the selection and design of
excavation support systems in conformance with OSHA and the minimum design criteria specified
herein. The CONTRACTOR shall secure all necessary permits to complete the requirements of this
Section of the Specifications.
Shoring shall be used for the following construction but not limited to:
1) Pump station
2) Valve vault
3) Pump station suction piping (24 inch) between valve vault and pump station
The shoring system to be provided shall be designed to prevent sloughing and contain running sand
and silt behind the lagging. The CONTRACTOR shall provide shoring system, construction methods
and techniques that will prevent damage to the existing reservoir and surrounding properties.
The CONTRACTOR shall conduct thorough pre-construction and post-construction site conditions
surveys of the entire project in the company of the OWNER and ENGINEER. Site conditions surveys
shall consist of photographs and videotape recordings. Pre-construction survey data will be compared
to post-construction survey data to insure that no settlement or damage has occurred to the existing
reservoir and surrounding properties.
1.2 Submittals
A. Trench and Excavation Support Systems
The CONTRACTOR shall submit its plans for trench and excavation support systems to the ENGINEER
for review prior to the beginning of construction activities requiring such systems. No excavations shall
be started until the submittal review is complete. Said review by the ENGINEER of the
CONTRACTOR’s design shall not be construed as a detailed analysis of the adequacy of the support
system, nor shall any provisions of the above requirements be construed as relieving the CONTRACTOR
of its overall responsibility and liability for the work. Information to be provided with the submittal shall
include the following:
1. Design calculations and shop drawings shall be provided for all excavation support systems.
Calculations and shop drawings shall be made and stamped by an Oregon registered Professional
Engineer experienced in the design of excavation support systems and shall comply with the
applicable requirements of OSHA and the Oregon Structural Specialty Code with respect to
excavation and construction.
2. Arrangement, size and details for each excavation support system
3. Construction methods and sequencing to be used for the installation and removal of each
excavation support system.
4. Excavation Plan for shoring system that will prevent damage to existing reservoir and
surrounding properties.
5. A Settlement Monitoring Plan to include the following:
a. Detailed location of settlement monitoring points shown on the plans
b. Reference benchmarks to be employed
c. Survey procedures (including name of survey crew leader and equipment to be used)
d. Approach to recording surveyed readings and means of reporting of results to ENGINEER.
6. Contingency plan for alternative procedures to be implemented if the excavation support systems
are found to perform unfavorably or if obstructions are encountered in the installation of
excavation support systems. The contingency plan is to demonstrate a preparedness by the
CONTRACTOR to mitigate the effects of movement or settlement. The following minimum
requirements for a contingency plan are:
a. Measures to be taken in order to protect existing facilities and neighboring properties from
additional settlement or movement.
b. The CONTRACTOR shall identify all material, manpower, equipment and other items to be
available and on-site at all times while excavations and dewatering activities are ongoing and
reasonably after the work has been completed, as determined by the ENGINEER.
B. Site Conditions Survey
1. Videotape surveys, photographs and other data significant in noting the preconstruction
conditions of the existing reservoir and existing project site, as well as the preconstruction
conditions of the neighboring properties and their existing structures, shall be submitted to
the ENGINEER for record purposes prior to, but not more than three weeks before,
commencement of any construction activities.
2. A complete set of all photographs and survey data of the postconstruction conditions shall be
completed and submitted prior to final inspection by the OWNER and ENGINEER.
1.3 Design Criteria
Shop drawings with supporting calculations for the various excavation support systems shall be
prepared in accordance with the following minimum criteria:
A. Design the excavation support system and all components to support the earth pressures,
unrelieved hydrostatic pressures, utility loads, equipment, traffic, railroad, and construction loads
including impact, and other surcharge loads in such manner as will allow the safe and expeditious
construction of the permanent structures to minimize ground movement or settlement, and to
prevent damage to adjacent structures, roadways, railroads and utilities.
B. Design support members to resist the maximum loads expected to occur during the excavation
and support removal stages.
C. Design systems so that water seepage is minimized. Provide dewatering and positive means for
preventing sloughing and containing material behind lagging.
D. Vertical support capacity shall be provided for wall systems and internal bracing elements for
loads due to vertical force components and live loads on any portion of the system.
1.4 Quality Control
A. Monitor performance of support system components for both vertical and horizontal movement.
B. Provide contingency plan for alternative procedures to be implemented if unfavorable
performance is evidenced, and keep materials and equipment on hand necessary to implement
contingency plan.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.1 General
A. The excavation support systems shall not disturb the state of soil adjacent to the trench or
excavation and below the excavation bottom. All excavation support systems shall be removed
after placement and compaction of initial backfill. It is the CONTRACTOR’S responsibility to
use construction methods that will not damage the existing reservoir and structures or surface
features on surrounding properties.
B. The support system shall extend below the main excavation bottom elevation to a depth adequate
to prevent hydrostatic uplift, seepage and piping, and lateral movement and to adequately support
applied vertical loads. Damage to existing utilities during installation of excavation support
system shall be avoided. If damage occurs it shall be repaired at no cost to the OWNER and to the
satisfaction of the utility owner.
C. Water control measures shall be provided at all times in accordance with the requirements
specified in Section 02140, Dewatering.
3.2 Instrumentation and Monitoring
A. Prior to the beginning of construction activities, and until final completion of these activities as
determined by the ENGINEER, the CONTRACTOR shall implement and maintain its approved
Settlement Monitoring Plan.
B. CONTRACTOR shall provide the services of an independent, Oregonregistered Professional
Land Surveyor to install instrumentation and take readings as required for monitoring the stability
of the pump station and valve vault excavation support system. Monitoring of the reservoir and
the surrounding properties shall also be provided so that no damage occurs to the existing
reservoir and existing properties.
C. Shoring wall deflection shall be designed by the CONTRACTOR to maintain structural integrity
of the shoring wall elements and to eliminate excessive settlement of the ground surface adjacent
to the wall. The adjacent lateral movement shall be limited to protect the existing reservoir and
surrounding properties. In all cases, top of wall lateral deflection from vertical shall not exceed
the larger of either 1 inch or 0.005 H, where H is the height in feet of the shoring wall from the
deepest excavation at the toe of the wall to the adjacent ground surface at the same location. If
during measurements movements exceeding 0.10 inch are recorded, contact ENGINEER
immediately and provide additional readings as determined by the ENGINEER.
D. The settlement points shall have an identification number, elevation as appropriate and coordinate
location. The method of installing settlement points shall be as specified and approved by the
ENGINEER.
E. Monitoring points shall be established at a spacing not greater that 10 feet along the top of the
excavation support system. Reference points shall be established at least 100 feet from the
excavation support system. Monitoring locations for the existing reservoir and surrounding
properties will be as specified by ENGINEER.
F. The horizontal and vertical position of the monitoring points shall be surveyed in relation to the
reference points prior to excavation and then weekly to an accuracy of 0.01 foot. Readings shall
be taken at approximately the same time and ambient conditions. Results shall be submitted to the
ENGINEER within 24 hours of measurement.
G. These readings are intended to certify the actual movement, to verify that this movement does not
exceed the design allowances, to ensure that no significant soil movement occurred during the
pump station and valve vault installation, and ensure that no damage has occurred to the reservoir
and surrounding properties during installation of the pump station and valve vault. The reporting
of this information does not relieve the CONTRACTOR of its responsibility as stated in these
documents, nor does it place on the ENGINEER responsibility for control and protection of the
work.
H. The CONTRACTOR shall maintain logs and calculations of the survey data taken, which will be
made available upon request of the Engineer for review within 24 hours and provide copies to the
ENGINEER as requested.
I. The CONTRACTOR shall perform daily inspections of the worksite to identify any signs of any
settlement or movement. The results from visual inspections shall be recorded with the daily
survey log, including the name of the person performing the observations and the time of
observations. Any area that appears to be have moved shall immediately be brought to the
attention of the ENGINEER and an agreed upon course of action taken.
3.3 Protection of Existing Facilities
A. Temporary shoring is to be installed for protection of the existing reservoir and surrounding
properties. Care must be taken during the planning and construction of earth support systems to
minimize settlements and displacements of the shoring system itself, and to the existing reservoir
and surrounding properties.
B. Excess movements or settlements: Work shall be stopped immediately and the causes of excess or
detrimental movements ascertained if:
1. Damage is noted to existing reservoir or surrounding properties
2. Shoring wall movements exceed the limits specified herein
3.4 Contingency Plan Implementation
A. The CONTRACTOR shall implement the approved contingency plan to mitigate the effects of
settlement or movement if 100 percent of the allowable settlement or movement limits, with a
tolerance of +/- 0.05 inch, has occurred and after notifying and obtaining approval of the
ENGINEER.
3.5 Removal of Support Systems
A. Removal of excavation support systems shall be performed in a manner that does not disturb or
damage adjacent new or existing structures or utilities. Fill all voids immediately with specified
backfill material.
B. All damage to property resulting from removal shall be promptly repaired at no cost to the
OWNER. The ENGINEER shall be the sole judge as to the extent and determination of the
methods and materials for repair.
END OF SECTION
SECTION 02200
EARTHWORK
PART 1 GENERAL
1.1 Description
Work covered in this section includes general excavation, fill and backfill work. Earthwork shall meet
the specifications of this Section and Oregon Department of Transportation, Standard Specifications
for Highway Construction. In the case of conflict, the more stringent specification shall apply.
1.2 Submittals
A. Submit results of aggregate sieve analysis and standard proctor tests for all granular material.
B. Submit mix proportions for Controlled Low Strength Material (CLSM). The proposed mix design
shall be strength tested in accordance with ASTM D 4832 at 7, 14 and 28 days age and results
submitted to the ENGINEER. The CONTRACTOR shall submit to the ENGINEER batch
weights of each batch of CLSM used during construction.
C. See Section 01100 for CONTRACTOR submittals.
1.3 Reference Specifications, Codes and Standards
A. Commercial Standards
ASTM C 94 Specification for Ready-Mixed Concrete
ASTM C 403 Test Method for Time of Setting Concrete Mixtures by Penetration
Resistance
ASTM D 422 Method for Particle-Size Analysis of Soils
ASTM D 698 Standard Test Methods for Laboratory Compaction Characteristics of
Soil Using Standard Effort (12 400 ftlbf/ ft3 (600 kN-m/m3)) (AASHTO
T-99)
ASTM D 1557 Standard Test Methods for Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000 ftlbf/ ft3 (2,700 kN-m/m3))
(AASHTO T-180)
ASTM D 2487 Classification of Soils for Engineering Purposes
ASTM D 2922 Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth)
ASTM D 4253 Test Methods for Maximum Index Density of Soils Using a Vibratory
Table
ASTM D 4254 Test Methods for Minimum Index Density of Soils and Calculation of
Relative Density
ASTM D 4832 Preparation and Testing of Controlled Low Strength Material Test
Cylinders
B. Reference Standards
References herein to the “Standard Specifications for Highway Construction” shall mean The
Oregon Department of Transportation, Standard Specifications for Highway Construction.
References herein to “AASHTO” shall mean Association of American State Highway
Transportation Officials.
1.4 Classification of Excavation
A. Unclassified Excavation
Unclassified excavation is defined as all excavation, regardless of the type, character,
composition or condition of the material encountered and shall further include all debris, junk,
broken concrete, and all other material. All excavation shall be unclassified unless provided for
otherwise elsewhere in these specifications.
B. Classified Excavation
1. Common Excavation
Common excavation is defined, as the excavation of all material not classified as Rock Excavation.
2. Rock Excavation
Rock excavation is defined as the removal of rock by systematic and continuous drilling and
blasting, if allowed, and hammering, breaking, splitting or other approved methods. Rock is
defined as material including boulders, solid bedrock, or ledge rock, which, by actual
demonstration, cannot be reasonably excavated with suitable power excavation equipment.
Suitable machinery is defined as a trackmounted hydraulic excavator of the 52,800 to 72,500
pound class equipped with a single shank ripper. The ENGINEER may waive the demonstration
if the material encountered is well-defined rock. The term "rock excavation" shall be understood
to indicate a method of removal and not a geological formation.
If material which would be classified as rock by the above definition is mechanically removed
with equipment of a larger size than specified, it shall be understood that any added costs for the
removal of material by this method shall be included in the unit price for common excavation.
Before the removal of rock by the methods described above will be permitted, the
CONTRACTOR shall expose the material by removing the common material above it and then
notify the ENGINEER who, with the CONTRACTOR or his representative, will measure the
amount of material to be removed.
In trench excavations, boulders or pieces of concrete below grade larger than one half (1/2) cubic
yard will be classified as rock if blasting, hammering, breaking or splitting actually required and
used for their removal from the trench. If material, which would be classified as rock by the
definition above and elsewhere within these specifications, is mechanically removed without
blasting, hammering, breaking or splitting, it will be considered common excavation. If
equipment larger than the “suitable machinery” as defined above is brought on the project site for
the sole purpose of rock removal without blasting, hammering, breaking or splitting, then such
removal will be considered rock excavation.
CONTRACTOR shall verify if the use of explosives for excavation of rock is allowed on this
project.
3. Transitional Rock Excavation
Transitional rock material is defined as material which, by actual demonstration, cannot be
reasonably excavated with standard equipment and shall be consider where 50 percent or less of
the cross08- sectional face requires removal as described above. The above term shall be
understood to indicate a method of removal and not a geological formation.
1.5 Quality Assurance
A. Soil Testing -- Soil sampling and testing to be by an independent laboratory approved by the
ENGINEER. The frequency of testing to be determined by the ENGINEER. Initial testing will be
paid for by the OWNER. Subsequent testing after failure of initial acceptance testing will be paid
for by the CONTRACTOR.
B. Compaction Tests -- Maximum density of optimum moisture content by ASTM D698 (AASHTO
T-99). In-place density in accordance with Nuclear Testing Method ASTM D2922 and D3017.
C. Soil Classification -- All imported materials, classification in accordance with ASTM D2487.
D. Allowable Tolerances -- Final grades shall be plus or minus 0.04 foot.
E. In Place Testing of CLSM -- CLSM shall be tested in accordance with ASTM C 403.
F. Compressive Tests of CLSM -- CLSM shall be compressive tested in accordance with ASTM D
4832.
1.6 Site Conditions
A. Quantity Survey -- CONTRACTOR shall be responsible for calculations of quantities of cut and
fill from existing site grades to finish grades established under this contract as indicated on the
plans or specified and shall include the cost for all earthwork in the total basic bid.
B. Dust Control -- Must meet Oregon State DEQ, Clatsop County and City of Warrenton
requirements. Protect persons and property from damage and discomfort caused by dust. Water as
necessary and when directed by ENGINEER to quell dust.
C. Soil Control -- Soil shall not be permitted to accumulate on surrounding streets or sidewalks nor
to be washed into sewers. See provisions for erosion control.
D. Existing Underground Utilities -- Protect active utilities encountered and notify persons or
agencies owning same. Remove inactive or abandoned utilities from within the project grading
limits to a depth at least twelve (12) inches below subgrade established under this contract. All
abandoned piping to be plugged as approved by ENGINEER.
PART 2 PRODUCTS
2.1 Crushed Rock
Crushed rock with 3/4 inch-0, 1 inch-0, and 1 1/2 inch-0 gradation as shown on the plans shall meet
the gradation and other requirements of the Standard Specifications for Highway Construction for
Base Aggregates.
2.2 Granular Drain Backfill Material
Granular drain backfill material shall be crushed rock or as shown on the plans and shall be clean and
free-draining. Granular drain backfill material shall be the size as shown on the plans and shall meet
the gradation and other requirements of the Standard Specifications for Highway Construction for
such material.
2.3 Controlled Low Strength Material (CLSM)
CLSM shall be composed of cement, pozzolans, fine aggregate, water, and admixtures. CLSM shall
have a low cement content, be non-segregating, self consolidating, free-flowing and excavatable
material which will result in a hardened, dense, non-settling fill and a compressive strength at 28 days
of 100 to 200 psi if not otherwise shown or specified.
2.4 Select Native Fill
Select native fill shall consist of approved earth obtained from on-site excavations, free of peat,
humus, vegetative matter, organic matter, and rocks greater than 4 inches in diameter, processed as
required to be placed in the thicknesses prescribed and at the optimum moisture content to obtain the
level of compaction required by these specifications.
2.5 Imported Fill
Imported fill material shall consist of approved imported earth substantially free of organic material
and foreign debris. Imported fill material shall meet the requirements for select native fill as defined
above and shall be approved by the ENGINEER.
2.6 Topsoil
Top 6-12 inches of existing soil containing organic matter. ENGINEER's decision shall be final as to
determination of what is of topsoil quality. Topsoil shall be stockpiled on site for later use in
landscaping. Care shall be taken in collection of topsoil so as to preserve native seed stocks, which
are valuable to restoring native species as part of finish landscaping.
2.7 Spoils
All excess material not suitable or not required for backfill and grading shall be hauled off site (and
disposed of at a location approved by the ENGINEER). The CONTRACTOR shall make
arrangements for disposal of the material at no additional cost to the OWNER. Landfill permit to be
obtained by the CONTRACTOR and provided to ENGINEER.
PART 3 EXECUTION
3.1 General
A. Prior to work in this section, become familiar with site conditions. In the event discrepancies are
found, notify the ENGINEER as to the nature and extent of the differing conditions.
B. Do not allow or cause any work performed or installed to be covered up or enclosed prior to
required tests and approvals. Should any work be enclosed or covered up, uncover at
CONTRACTOR's expense.
3.2 Topsoil Stripping and Stockpiling
A. Site within clearing limits shall be stripped of topsoil to depths approved by the ENGINEER, as
required to obtain additional topsoil necessary to complete work indicated on plans or specified.
B. Topsoil shall be free of sticks, large rocks, clods, and subsoils.
C. Stockpile topsoil at locations approved by ENGINEER for redistribution as specified. Grade
surface of stockpiles remaining over winter months to prevent ponding of water. Cover stockpile
to minimize the infiltration of water. See other provisions for erosion control.
3.3 Excavation
A. Excavate material of every nature and description to the lines and grades as indicated on the
drawings and/or as required for construction of the facility.
B. Provide and maintain equipment to remove and dispose of water during the course of the work of
this section and keep excavations dry and free of frost or ice.
C. Project dewatering is specified elsewhere. Coordinate drainage requirements with this work.
Provide temporary drainage ditches as required and regrade as indicated at completion of project.
D. Excavated material not approved for use in the embankments or in excess of that needed to
complete the work shall be hauled off site and disposed of at no expense to the OWNER.
3.4 Rock Excavation
A. Where the bottom of the excavation encounters ledge rock and/or boulders and large stones which
meet the definition of “rock” as described herein, said rock shall be removed to provide 12 inches
of clearance on each side and below all structures, pipe and appurtenances.
B. Excavations below subgrade in rock shall be backfilled to subgrade with approved bedding
material and thoroughly compacted.
C. If explosives are allowed on this project, the CONTRACTOR shall comply with the requirements
for the use and security of explosives as specified in the special provisions.
D. Wherever the use of explosives is required during the course of the work, and if the use of
explosives are allowed on this project, the CONTRACTOR shall conform to the
recommendations of the Manual of Accident Prevention in Construction, published by AGC, in
regard to Section 5, Explosives. Prior to commencing use of explosives, the CONTRACTOR
shall submit a certificate of insurance showing coverage of blasting operating and blasting
product liability to the limits required by the General Conditions. Coverage for this extra hazard
shall be maintained during all blasting operations.
E. The CONTRACTOR shall provide all necessary approved types of tools and devices required for
loading and using explosives, blasting caps and accessories, and conform to and obey all federal,
state, and local laws that may be imposed by any public authority.
F. When blasting rock, cover the area to be shot with blasting mats or other approved types of
protective material that will prevent the scattering of rock fragments outside the excavation. The
CONTRACTOR shall give ample warning to all persons within the vicinity before blasting,
station people and provide signals of danger in suitable places to warn people and vehicles before
firing any blasts. Fire all blasts with an electric blasting machine which shall be connected to the
circuit immediately prior to the time for firing, and only then by the person who will operate the
blasting machine.
G. The CONTRACTOR shall assume all liability and responsibility connected with or accruing from
blasting, or the use of explosives or dangerous material of any kind whatsoever. Such liability
shall extend to include, but not be limited to, damage to work or adjacent property, injuries,
lawsuits, complaints and all other adverse results, whether actual, alleged, inferred or implied.
3.5 Grading and Filling
A. General -- Grading and filling operations shall not take place when weather conditions and
moisture content of fill materials prevent the attainment of specified density. Vertical curves or
roundings at abrupt changes in slope shall be established as approved by ENGINEER. Bring all
graded areas to a relatively smooth, even grade and slope by blading or dragging. Remove high
spots and fill depressions.
B. For areas receiving surface structures or existing paved areas to be constructed or replaced by the
CONTRACTOR or by others, such as railways, roadways, driveways, parking lots, and
sidewalks, place clean well-graded gravel fill material (3/4 inch – 0 inch) in 6-inch lifts and
compact with vibratory equipment to 95 percent maximum density unless otherwise specified.
C. Embankment Construction -- Place fill material shown or specified in 8-inch loose lifts and
compact with approved equipment. All fill material within 3 feet of top of fill elevations shall be
compacted with vibratory equipment to 95 percent maximum density unless otherwise specified.
All fill material below the 3-foot limit shall be compacted with vibratory equipment to 90 percent
maximum density unless otherwise specified.
3.6 Topsoil Fill
A. Scarify prepared subgrade to depth of four inches immediately prior to placing topsoil.
B. Place topsoil in areas to be seeded to depths indicated, minimum depth of six inches. Place loose;
do not compact, do not place in wet or muddy conditions.
3.7 Controlled Low Strength Material (CLSM)
A. At time of placement, the CLSM must be at least 40 degrees F and ambient air temperature must
be at least 34 degrees F and rising. Subgrade on which CLSM is to be placed shall be free of
disturbed or soft material, debris and water.
B. After CLSM is placed, further construction proceeding upon it will be permitted only after initial
set is attained, as measured by ASTM C 403. No traffic or construction equipment shall be
allowed on CLSM for at least 24 hours after placement.
END OF SECTION
SECTION 02205
EXISTING TREE PROTECTION
PART 1 GENERAL
1.1 Instructions
A. Provide temporary fencing, barricades, and guards as necessary or required to protect trees
designated on plan, to remain, from damage above and below grade.
B. Protect root systems from smothering and compaction. Do not store construction materials or
permit vehicles to drive or park within the drip line area of any tree to remain.
C. Protect all plant growth, including root systems of trees, from dumping refuse, chemically
injurious material or liquids, and continual puddling or running of water.
D. This specification shall be applied concurrently and in conjunction with other plant material
protection measures herein described and specified.
PART 2 MATERIALS
Not Used
PART 3 EXECUTION
3.1 Inspection
A. Inspect all trees specified on plan for protection, prior to construction. Document with written
memorandum and photograph any unusual conditions. Submit copies of documentation to
ENGINEER prior to beginning work. Verify all conditions regarding tree protection prior to any
site disturbance.
B. The OWNER’s Representative must be present during demolition of existing conditions
occurring within the dripline of trees designated to remain.
C. Notify OWNER’s Representative twenty-four (24) hours prior to inspections and / or tagging of
protected trees.
3.2 General
A. Install specified barricades at driplines of trees designated to remain prior to the commencement
of construction. Clearly designate protected trees to be clear of any material storage, personnel, or
vehicular movement.
B. Protect root systems of trees to remain from damage due to noxious materials in solution caused
by runoff or spillage during mixing and placement of construction materials.
C. Protect root systems of trees to remain from flooding, erosion, or excessive wetting resulting from
dewatering operations and compaction.
D. Protect all existing trees to remain against unauthorized cutting, breaking, skinning roots and
branches, or bruising bark. Refer to Site Preparation specification for damages caused by
construction activity.
E. No burning on the site will be permitted.
F. Where cutting is necessary, review conditions with the OWNER’s Representative before
proceeding, and comply with directives of OWNER’s Representative.
3.3 Excavation Around Trees
A. Excavate within drip lines of trees only where indicated on plans or as directed by OWNER.
B. Where trenching for utilities is required within driplines, tunnel under or around roots by hand
excavating. Do not cut main lateral roots or tap roots over one inch in diameter. Where possible
trench toward trunk of tree and tunnel under central root mass to avoid severing all lateral roots
on side of trench. Temporarily support and protect from damage until permanently covered with
approved backfill.
C. Do not allow exposed roots to dry out before backfill is placed. Provide temporary earth or burlap
cover. Water roots daily when exposed and maintain in a moist condition.
D. Only backfill roots upon inspection approval from the OWNER. Backfill around root excavations
only with clean imported topsoil free from materials deleterious to root growth. Backfill to
eliminate voids and to compact only by means of manual tamping at root areas. Water sufficient
to settle topsoil and eliminate voids or air pockets around roots. Allow for natural settlement of
soil surface, and furnish and apply topsoil sufficient to bring to original finish grade after backfill
settlement.
E. If during excavation, any condition arises that threatens the survivability of the protected tree, or
an unknown condition arises that affects the stability or integrity of the root system, notify the
OWNER immediately.
3.4 Repair and Replacement of Damaged Trees
A. In the event of damage to existing trees, the CONTRACTOR shall immediately prune limbs
smaller than 3-inch caliper, or roots smaller than 2-inch caliper to repair trees damaged by
construction operations. Make repairs promptly after damage occurs to prevent progressive
deterioration of damaged trees. Any such pruning and/or repairs shall be approved in advance and
at completion by ENGINEER. The ENGINEER shall reserve the right, at cost of the
CONTRACTOR, to obtain the services of a certified Arborist to determine the severity of
damage. The CONTRACTOR is responsible for cost of repair caused by their actions or by the
actions of subcontractors engaged by the CONTRACTOR.
B. The CONTRACTOR shall remove and replace dead or damaged trees which are determined by
the OWNER to be incapable of restoration to normal growth patterns.
C. The CONTRACTOR shall provide new trees of same species as those removed or damaged, with
size and/or quantity to be determined by OWNER. Furnish to the site, plant, maintain, and
warranty as directed by the OWNER. If trees are not replaceable with the same species, and size,
compensate the OWNER the replacement cost of the tree based on the evaluation of a Certified
Consulting Arborist, with current membership in the American Society of Consulting Arborists.
CONTRACTOR is responsible for additional costs of removing damaged trees and labor for
planting new specimens. The size of replacement trees shall not be less than 1-inch diameter nor
less than 6 feet in height.
3.5 Designated Tree Removal Procedures
A. If designated tree removal is specified by ENGINEER, furnish labor, material, and equipment
necessary for removing and/or salvaging existing trees, if necessary, as designated on the
drawings for removal. Verify location and species with ENGINEER prior to removal.
B. Salable logs, or timber, may be sold to CONTRACTOR's benefit, upon notification and prior
approval of OWNER. Upon approval, remove promptly from site.
3.7 Designated Tree Transplanting Procedures
A. If designated tree transplanting is specified by ENGINEER, verify and identify existing trees to
be transplanted.
B. All work shall be in accordance with the standards and practices outlined in the following: Tree
and Shrub Transplanting Manual, E.B. Himelick, 1981 Ed., International Society of
Arboriculture.
C. Prior to commencement of work, submit a coordination schedule, method of transplanting, traffic
control, routing, etc., to ENGINEER, for review and approval.
D. Warranty for transplanted trees shall be determined and directed on a case by case basis by the
ENGINEER, upon contracting of specified transplanting work.
E. Review and verify location of utilities in area of operation. Obtain location and jurisdictional
approval from utilities prior to transplanting activities. Protect utilities and the public at all times.
F. Prior to transplanting, spray trees with two (2) separate applications allowing 48 hours apart of an
anti-desiccant emulsion-type film forming agent, "Dowax" by Dow Chemical Company, "Wilt-
Pruf" by Nursery Specialty Products Inc., "DWax", by Plant Products Inc., or approved equal.
Use a power sprayer to provide an adequate film over trunks, branches, stems, twigs, and foliage.
Anti- desiccant must be dry prior to relocation.
G. Dig, ball and burlap, and move designated trees for relocation to the new planting location shown
on plan. In the event the new planting area is not prepared, place tree in a storage area approved
by the ENGINEER solely designated for healingin of plant materials until final planting may
occur. Brace in a vertical position, provide shade, wind protection, and irrigation at plant storage
area. Utilize all horticulturally proper methods for plant storage. Plants shall be maintained by
CONTRACTOR while in storage.
3.8 Grading and Filling Around Trees
Maintain existing grade within drip line of trees unless otherwise indicated on the drawings or
directed by the OWNER’s Representative.
3.9 Maintenance of Protective Measures
A. Maintain protective measures throughout the construction process. Immediately repair any
alteration to protection measures throughout construction process. Repair or reinstall protective
measures immediately upon alteration. Monitor protective measures daily.
B. Remove and clear area of debris and fencing, barricades, etc., upon final written approval of
OWNER’s Representative.
END OF SECTION
SECTION 02221
EXCAVATING, BACKFILLING AND COMPACTING FOR STRUCTURES
PART 1 GENERAL
1.1 Description
A. Scope -- The work described in this section consists of excavating material, fill material,
stockpiling, blending, material handling, dewatering, structural excavation including rock
excavation, protection of excavated surfaces, base aggregate under slabs and footings, and testing
necessary to construct this project as shown on the Plans and as specified.
B. Definitions
1. Rock Excavation -- As defined in Section 02200
2. Common Excavation -- As defined in Section 02200
3. Unclassified Excavation -- As defined in Section 02200
1.2 Quality Assurance
A. Compaction Requirements -- In-place dry density of compacted material shall be at least 95
percent of maximum dry density at optimum moisture content determined on the basis of ASTM
Method D-698 (AASHTO T-99).
B. Testing Requirements
1. All testing to be by an independent laboratory approved by the ENGINEER and paid for by
the CONTRACTOR.
2. In-place compaction tests shall be performed at 2-foot elevation increments in the fill material
with a minimum of one test for each 2500 square feet of material placed. The ENGINEER
shall be provided with the results of each compaction test at the time of testing.
PART 2 PRODUCTS
2.1 Crushed Rock
Crushed rock with 3/4 inch-0, 1 inch-0, and 1 1/2 inch-0 gradation as shown on the plans shall meet
the gradation and other requirements of the Standard Specifications for Highway Construction for
Base Aggregates.
2.2 Granular Drain Backfill Material
Granular drain backfill material shall be crushed rock or as shown on the plans and shall be clean and
free-draining. Granular drain backfill material shall be the size as shown on the plans and shall meet
the gradation and other requirements of the Standard Specifications for Highway Construction.
2.3 Select Native Fill
Select native fill shall consist of approved earth obtained from on-site excavations, free of peat,
humus, vegetative matter, organic matter, and rocks greater than 4 inches in diameter, processed as
required to be placed in the thicknesses prescribed and at the optimum moisture content to obtain the
level of compaction required by these specifications.
2.4 Rounded Rock
Rounded rock with gradation as shown on the plans shall have at least one mechanically fractured
face and shall meet the gradation and other requirements of the Oregon State Highway Division
Standard Specifications for Highway Construction for base aggregates.
PART 3 EXECUTION
3.1 General
A. Prior to work in this Section, become familiar with site conditions. In the event discrepancies are
found, notify the ENGINEER as to the nature and extent of the differing conditions.
B. Do not allow or cause any work performed or installed to be covered up or enclosed prior to
required tests and approvals. Should any work be enclosed or covered up, uncover at
CONTRACTOR’s expense.
3.2 Control of Water
Excavated areas shall be kept free of water and frost. Bearing surfaces that become softened by water
or frost must be re-excavated to solid bearing at CONTRACTOR’s expense and backfilled with
compacted crushed rock at CONTRACTOR’s expense. See specifications found elsewhere in this
document for dewatering requirements.
3.3 Excavation
A. General
General excavation consists of removal of all materials of any nature, including rock, required for the
construction of various structures. The method of excavation shall be the CONTRACTOR’s option,
but care shall be exercised as final grade is approached to leave it in undisturbed condition. This may
include the use of backhoe equipment using a level edged bucket or blasting for rock if allowed. If the
final grade is disturbed, it shall be restored to requirements and satisfaction of the ENGINEER.
1. Soil conditions -- If the final grade for supporting structures is disturbed during the course of
construction, the CONTRACTOR shall remove and replace the material as indicated in this
section at no cost to the OWNER. The CONTRACTOR is advised that footings should be poured
as soon as possible to minimize these conditions.
2. Frozen ground -- Frost protection shall be provided for all structural excavation work. Foundation
work shall not be placed on frozen ground.
3. Shoring -- Where shoring, sheet piling, sheeting, bracing, lagging, or other supports are necessary
to prevent cave-ins or damage to existing structures, it shall be the responsibility of the
CONTRACTOR to design, furnish, place, maintain and remove such supports in accordance with
applicable ordinances and safety requirements. The design, planning, installation and removal of
all sheeting, accomplished in such a manner as to maintain the undisturbed state of the soil below
and adjacent to the excavation.
4. Removal of unsuitable material -- Cross-sectional dimensions and depths shown shall be subject
to such changes as may be found necessary by the ENGINEER to secure foundations free from
soft, weathered, shattered and loose material or other objectionable materials. The unsuitable
materials encountered shall be removed and replace with materials as indicated in this section.
5. Disposal of excavated material -- Suitable excavated material shall be used in fills, backfills or
removed from site. Unsuitable material as determined by the ENGINEER shall be disposed of off
site at an approved disposal site. The CONTRACTOR shall make arrangements for disposal of
the material at no additional cost to the OWNER. Landfill permit to be obtained by the
CONTRACTOR and provided to ENGINEER.
6. Stockpiling of excavated materials -- Construction areas and spoils areas will be available to the
CONTRACTOR on the site. When work is completed, the CONTRACTOR shall leave the
premises in its original condition and acceptable to the ENGINEER and OWNER. The
CONTRACTOR may not have sufficient area on site to stockpile excavated material that will be
required for fill later in the project. If additional stockpile area is required to complete the project
on schedule, the CONTRACTOR shall arrange off site stockpile areas. No additional payments
will be made for stockpiling excavated materials off site. Stripping and stockpiling of reusable
materials shall be carefully segregated into well defined stockpiles in the area designated and
adequately protected against deterioration (i.e. erosion, water, etc.)
3.4 Subgrade Preparation
A. General
Excavate to firm undisturbed soil or rock as shown on the Drawings. Excavation shall be
conducted so that equipment traffic is kept off the exposed excavation at all times. Temporary cut
slopes shall be constructed no greater than 1H:1V. Do not place any material when weather
conditions and/or moisture content prevent attainment of specified density.
B. Overexcavation of Soft Areas
Replace all soft areas by overexcavation and backfill as directed by the ENGINEER. All material
placed shall be compacted to 95 percent of maximum dry density.
3.5 Fill for Structures
A. General
Bring to required subgrade with compactedfill as shown on the Drawings. Place fill in maximum
12” layers and compact to 95 percent maximum dry density established in accordance with
ASTM D1557. Mechanical tampers permitted in confined areas. Do not place when weather
conditions and/or moisture content prevent attainment of specified density. Place fill to required
grade under all concrete footings and concrete slabs. All material placed shall be compacted to 95
percent of the maximum dry density established in accordance with ASTM D1557.
3.6 Backfill for Structures
A. General
Prior to placing backfill, remove forms, temporary construction and debris below grade. Backfill
shall not be placed against poured concrete until 28 days have passed from completion of original
concrete pour. Heavy compactors and large pieces of construction equipment shall be kept away
from any embedded wall a distance of a least 5 feet in order to avoid the build-up of excessive
lateral pressures. Compaction within 5 feet of the walls shall be accomplished using hand
operated vibratory plate compactors or tamping units. Particular care must be taken to avoid
damage to the pipe connections to the structure.
B. Buried Structures
Structural fill backfill material shall be brought up on all sides of the wall footing in such a
manner as to avoid adverse differential lateral earth pressures on the wall. Each 8-inch (measured
loose) lift shall be uniformly compacted with a suitable compactor to at least 95 percent of the
maximum dry density established in accordance with ASTM D1557.
C. Trench backfill within 10 feet of all structural perimeters shall meet the requirements for
structural fill.
D. Granular fill around perimeter of tank shall be placed in 12 inch layers and compacted to at least
90 percent of the maximum dry density established in accordance with ASTM D1557.
E. To avoid inducing large lateral forces, heavy grading and compaction equipment shall not operate
within about 5 feet of the reservoir walls.
3.7 Structural Fill Under Slabs and Footings
A. General
Structural fill backfill material shall be placed and compacted under cement concrete slabs,
footings, pavement, and walks.
1. Minimum depth of base course below footings, walks, slabs and retaining walls shall be 6 inches.
2. Minimum depth of base course below equipment pads shall be 12 inches.
END OF SECTION
SECTION 02222
EXCAVATING, BACKFILLING AND COMPACTING FOR UTILITIES
PART 1 GENERAL
1.1 Description
A. Work covered in this Section includes trench excavation for pipe, utility vaults and other utilities,
pipe bedding, trench and utility vault backfill. All work shall conform to City of Warrenton
Standards, Clatsop County Standards and Oregon Department of Transportation Standard
Specifications for Highway Construction except as modified herein. In the case of discrepancy
the more stringent provisions shall apply.
B. Excavation for Utilities Includes
1. Work of making all necessary excavations for the construction of all contract work.
2. Furnishing, placing and use of sheeting, shoring, and sheet piling necessary in excavating for and
protecting the work and workmen
3. Performing all pumping and work necessary to keep the trenches free from water
4. Providing for uninterrupted flow of existing rivers, treatment plant processes, drains, and sewers
and the temporary disposal of water from other sources during the progress of the work
5. Damming and cofferdamming where necessary
6. Supporting and protecting all structures, pipes, conduits, culverts, railroad tracks, posts, poles,
wires, fences, buildings, and other public and private property adjacent to the work
7. Removing and replacing existing sewers, culverts, pipelines, and bulkheads where necessary
8. Removing after completion of the work all sheeting and shoring not necessary to support the
sides of excavations
9. Removing all surplus excavated material
10. Performing all backfilling and rough grading of compacted backfill to limits specified or ordered
by the ENGINEER.
11. Restoring all property damaged as a result of the work involved in this contract
C. The work includes obtaining and transporting suitable fill material from offsite when suitable on-
site material is not available.
D. The work includes transporting surplus excavated material not needed for backfill at the location
where the excavation is made, to other parts of the work where filling is required, or disposal of
all surplus on other sites provided by the CONTRACTOR.
E. Backfill and Fill Compaction: Test consolidated backfill material in trenches around pipes and
structures in conformance with “Compaction Tests” specified herein. Where tests indicate
insufficient values, perform additional tests as required by the ENGINEER. Testing shall
continue until specified values have been attained by additional compaction effort.
1.2 Submittals
A. Submit results of aggregate sieve analysis and standard proctor tests for all granular material.
B. See Section 01300 for CONTRACTOR submittals.
1.3 Protection
A. Test Pits -- The CONTRACTOR shall dig such exploratory test pits as may be necessary in
advance of excavation to determine the exact location and elevation of subsurface structures,
pipelines, and conduits which are likely to be encountered or need to be connected to and shall
make acceptable provision for their protection, support, and maintenance in operation.
B. Sheeting, Shoring and Bracing
1. The CONTRACTOR shall furnish and install adequate sheeting, shoring, and bracing to
maintain safe working conditions, and to protect newly built work and all adjacent and
neighboring structures from damage by settlement.
2. Bracing shall be arranged so as not to place a strain on portions of completed work until the
construction has proceeded far enough to provide ample strength. Sheeting and bracing may
be withdrawn and removed at the time of backfilling, but the CONTRACTOR shall be
responsible for all damage to newly built work and adjacent and neighboring structures.
C. Construction Sheeting Left in Place
1. The CONTRACTOR shall furnish, install, and leave in place, construction sheeting and
bracing when specified or when indicated or shown on the drawings.
2. Construction sheeting and bracing, placed by the CONTRACTOR to protect adjacent and
neighboring structures, may be left in place if desired by the CONTRACTOR. All such
sheeting and bracing left in place shall be included in the cost for excavation.
3. Any construction sheeting and bracing which the CONTRACTOR has placed to facilitate his
work may be ordered in writing by the ENGINEER to be left in place. The right of the
ENGINEER to order sheeting and bracing left in place shall not be construed as creating an
obligation on his part to issue such orders. Failure of the ENGINEER to order sheeting and
bracing left in place shall not relieve the CONTRACTOR of his responsibility under the
contract.
D. Removal of Water
1. The CONTRACTOR shall at all times during construction provide and maintain ample
means and devices with which to remove promptly and dispose of properly all water entering
the excavations or other parts of the work and shall keep said excavations dry until the
pipelines to be placed therein are completed. In water bearing sand, well points and/or
sheeting shall be supplied, together with pumps and other appurtenances of ample capacity to
keep the excavation dry as specified.
2. The CONTRACTOR shall dispose of water from the work in a suitable legal manner without
damage to adjacent property or structures.
1.4 Definitions
A. Bedding and Pipe Zone Backfill
Bedding and pipe zone backfill is defined as the furnishing, placing and compacting of material
below, around and above the top of the pipe barrel to the dimensions shown on the trench detail.
The minimum depth for pipe bedding shall be 4 inches. The compaction requirement for the pipe
bedding and pipe zone shall not be less than that required for the trench backfill above the pipe
zone
B. Trench Backfill Zone
Trench backfill is defined as the furnishing, placing and compacting of material in the trench
above the pipe zone, up to bottom of the pavement base rock, ground surface or surface material.
C. Bedding, Pipe Zone and Backfill Classification
Class A: Backfill with suitable native excavated material. Place the material in lifts with
mechanical compaction sufficient to insure that no bridging occurs. Mound the excess material
over the trench.
Class B: Backfill with suitable native excavated material. Place the material in lifts and
mechanically compact to a relative density as shown on the plans or specified herein. Remove
and dispose of excess material.
Class C: Backfill with suitable native excavated material. Place the material in the trench and
water settle to a relative density as shown on the plans or specified herein. Remove and dispose of
excess material.
Class D: Backfill with approved imported granular material. Place the material in lifts and
mechanically compact to a relative density as shown on the plans or specified herein. Remove
and dispose of excess material.
Class E: Backfill with Controlled Low Strength Material (CLSM). See Section 2200, Earthwork
D. Classification of Excavated Material
Excavated materials are defined within Section 02200, Earthwork.
1.5 Quality Assurance
A. Compaction Requirements
In place dry density of compacted material shall be at the percent of maximum dry density
specified or shown at optimum moisture content determined on the basis of AASHTO T-180.
B. Testing Requirements
An independent laboratory approved by the ENGINEER and paid for by the CONTRACTOR
will perform all soil sampling and testing. Testing location and frequency to be determined by the
ENGINEER.
1.6 References
A. Standard Specifications for Public Works, APWA, current manual, hereinafter called “APWA
Standard Specifications”.
B. Oregon Department of Transportation, Standard Specifications for Highway Construction current
manual, hereinafter called “Standard Specifications for Highway Construction”.
PART 2 MATERIALS
2.1 Native Backfill Material
Native backfill material shall be select excavated native material free from roots or other organic
material, trash, mud, muck, frozen material and large stones and shall comply with the select native
fill specification within Section 02200, Earthwork. When native excavated material is used for
backfill around the pipe, it shall be free of rocks, cobbles, stones or other debris having a dimension
greater than 1 1/2 inches.
2.2 Granular Backfill Material
Unless otherwise shown on the plans or specified herein, granular backfill material shall be well
graded crushed rock with a maximum aggregate size of 3/4-inch in the bedding and pipe zone, and a
maximum aggregate size of 1 1/2- inch in the trench backfill zone. All gradations of crushed rock
shall comply with Section 02200, Earthwork.
2.3 Foundation Stabilization Material
Foundation stabilization material shall be 6 inch - 2 inch or 4 inch - 2 inch gravel free from clay balls and
organic debris, well crushed gravel or crushed rock graded with less than 8 percent by weight passing the
1/4-inch sieve, as approved by the ENGINEER.
PART 3 EXECUTION
3.1 Preparation
A. The site of an open cut excavation shall be first cleared of all obstructions preparatory to
excavation. Wherever paved or surfaced streets are cut, saw wheel or approved cutting devices
shall be used. Width of pavement cut shall not be less than 12 inches greater than trench width.
Any cut or broken pavement shall be removed from site during excavation.
B. The CONTRACTOR shall maintain street traffic at all times and erect and maintain barricades,
warning signs, traffic cones, and other safety devices during construction in accordance with the
Manual of Uniform Traffic Control Devices (MUTCD), Part VI, to protect the traveling public in
any area applicable. Provide flagmen as required during active work in roadway areas.
C. Intent of specifications is that all streets, structure, and utilities be left in condition equal to or
better than original condition. Where damage occurs and cannot be repaired or replaced,
CONTRACTOR shall purchase and install new material, which is satisfactory to OWNER. Plans
and/or specifications cover and govern replacement and restoration of foreseeable damage.
D. The operations shall be confined to right-of-way and easements provided. Avoid encroachment
on, or damage to, private property or existing utilities unless prior arrangements have been made
with copy of said arrangement submitted to ENGINEER.
3.2 Obstructions
This item refers to obstructions, which may be encountered and do not require replacement.
Obstructions to the construction of the trench such as tree roots, stumps, abandoned piling, abandoned
buildings and concrete structures, logs, rubbish, and debris of all types shall be removed without
additional compensation from the OWNER. The ENGINEER may, if requested, make changes in the
trench alignment to avoid major obstructions, if such alignment changes can be made within the
perpetual easement and right-of-way and without adversely affecting the intended function of the
facility or increase costs to the OWNER.
3.3 Interfering Structures or Roadways
A. The CONTRACTOR shall remove, replace and/or repair any damage done by the
CONTRACTOR during construction to fences, buildings, cultivated fields, drainage crossings,
and any other properties at his own expense without additional compensation from the OWNER.
The CONTRACTOR shall replace or repair these structures to a condition as good or better than
their preconstruction condition prior to commencing work in the area.
B. Where paved roadways are cut, backfill will be Granular as defined herein. New pavement shall
be equal to or better than the existing paved surface, and shall not deviate by more than 1/4-inch
from the existing finish elevation.
C. If the CONTRACTOR encounters existing structures, which will prevent construction and are not
adequately shown on the plans, he shall notify the ENGINEER before continuing with the work
in order that the ENGINEER may make such field revisions as necessary to avoid conflict with
the existing conditions. The cost of waiting or “down time” during such field revisions shall be
borne by the CONTRACTOR without additional cost to the OWNER or liability to the
ENGINEER. If the CONTRACTOR fails to so notify the ENGINEER when a conflict of this
nature is encountered, but proceeds with construction despite this interference, he shall do so at
his own risk with no additional payment.
3.4 Easements
A. Where portions of the work are located on private property, easements and permits will be
obtained by the OWNER. Easements shall provide for the use of property for construction
purposes to the extent indicated on the easements. Copies of these easements and permits will be
available from the OWNER for inspection by the CONTRACTOR. It shall be the
CONTRACTOR’s responsibility to determine the adequacy of the easement obtained in every
case. The CONTRACTOR shall confine his construction operations to within the easement limits
or street right-of-way limits, or make special arrangements with the property owners for the
additional area required and notify the ENGINEER of any such conditions.
B. Any damage to private property, either inside or outside the limits of the easements provided by
the OWNER, shall be the responsibility of the CONTRACTOR. Before the ENGINEER will
authorize final payment, the CONTRACTOR will be required to furnish the OWNER with
written releases from the property owners, where the CONTRACTOR has obtained special
agreements or easements or where the CONTRACTOR’s operations, for any reason, have not
been kept within the construction right-of-way obtained by the OWNER. Any such special
agreements must be in written form and shall not involve the OWNER or ENGINEER as to
liabilities in any way.
3.5 Trench and Utility Vault Excavation
A. Excavation for trenches in which pipelines and sewers are to be installed shall provide adequate
space for workmen to place and joint the pipe properly and safely, but in every case the trench
shall be kept to a minimum width. The width of trench at the top of the pipe shall not exceed the
limits specified or as shown on the drawings. Excavation for manholes and other structures shall
be wide enough to provide a minimum of 12 inches between the structure surface and the sides of
the excavation.
B. Unless otherwise permitted by the ENGINEER, trenching operations shall not be performed
beyond the distance which will be backfilled and compacted the same day.
C. In general, backfilling shall begin as soon as the pipe or conduit is in approved condition to
receive it and shall be carried to completion as rapidly as possible. New trenching shall not be
started when earlier trenches need backfilling or the surfaces of streets or other areas need to be
restored to a safe and proper condition.
D. Where the excavation activities require the removal of portions of an abandoned pipeline,
masonry plugs shall be installed in the open ends of the pipe, unless otherwise noted on the plans
or by the ENGINEER. Coordinate with ENGINEER prior to plugging. For plugs less than 36
inches in diameter, 8-inch deep masonry units shall be used. For plugs in larger pipelines, 12-inch
deep masonry units shall be used.
E. Excavated material shall be placed at locations and in such a manner that it does not created a
hazard to pedestrian or vehicular traffic, or interfere with the function of existing drainage
facilities or system operation. The CONTRACTOR shall make arrangements for and dispose of
all excess material not required elsewhere on the project at no cost to the OWNER.
F. The CONTRACTOR shall provide the materials, labor and equipment necessary to protect
trenches at all times. The trench protection shall provide safe working conditions in the trench
and protect the work, existing property, utilities, pavement, etc. The method of protection shall be
according to the CONTRACTOR’s design. The CONTRACTOR may elect to use a combination
of shoring, overbreak, tunneling, boring, sliding trench shields, or other methods of
accomplishing the work provided the method meets the approval of all applicable local, state and
federal safety codes. Damages resulting from improper shoring, improper removal of shoring or
from failure to shore shall be the sole responsibility of the CONTRACTOR.
G. The CONTRACTOR shall remove and dispose of existing abandoned sewer pipe, structures, and
other facilities as necessary to construct the improvements. The cost of such removal will be
considered incidental to trench excavation and backfill.
H. Trench excavation for piping, utility vaults and other utilities shall be performed to the alignment
and grade as indicated on the plans or as required by the ENGINEER. Where grades are not
shown, pipe or other utilities shall be laid to grade between control elevations shown on the plans.
Water mains shall be installed with a minimum cover of 36 inches. Changes in the grade and
horizontal alignment of the pipeline as shown on the plans or as provided elsewhere in the
specifications may be necessary due to unanticipated interferences or other reasons. No additional
compensation will be allowed the CONTRACTOR for changes in horizontal alignment unless
otherwise provided for within these specifications. No additional compensation will be allowed
for changes in grade, which require additional depth of trench excavation and backfill up to 2 feet
from those shown on the plans unless provided for within these specifications.
I. The trench at all times shall be kept free from water to facilitate fine grading, the proper laying
and joining of pipe, and prevention of damage to completed joints. Adequate pumping equipment
shall be provided to handle and dispose of the water without damage to adjacent property. Water
in the trench shall not be allowed to flow through the pipe while construction work is in progress
unless special permission to do so has been given by the ENGINEER. An adequate screen shall
be provided to prevent the entrance of objectionable material into the pipe.
J. For pipe or utility vault to have bedding material, excavate to a depth of 6 inches minimum below
the bottom of the pipe or utility vault. Care shall be taken not to excavate below depths required.
If over digging occurs, the trench bottom shall be filled to grade with compacted bedding
material. The width of the pipe trench at and below the top of the pipe shall be such that the clear
space between the barrel of the pipe and the trench shall not exceed 12 inches on either side of the
pipe. The width of the trench above that level may be as wide as necessary for sheeting and
bracing and the proper performance of the work.
3.6 Excavation Below Grade
If the trench bottom is unsuitable below the depth required for bedding, the ENGINEER might
require additional excavation. This extra excavation shall be backfilled with compacted foundation
stabilization material. This backfill shall be placed in lifts not to exceed 8 inches and compacted to 95
percent of the maximum density at optimum moisture content.
3.7 Tunneling
The CONTRACTOR may utilize tunnel methods for installation of pipe where ground conditions are
favorable and such methods will not disturb foundations under curbs, sidewalks and other structures.
The ENGINEER must approve tunneling methods. Where tunneling is used, payment for trench
excavation and backfill, pavement, curb, sidewalk and surface restoration shall be made as if the open
cut method was used.
3.8 Pipe Bedding
All pipe 4-inch nominal diameter and over, all steel pipe, all concrete sewer pipe, all plastic pipe, all
pipe under existing or future structures or roadways, and all pipe at a depth greater than 6 feet shall be
laid in pipe bedding material. Unless otherwise noted on the plans, pipe or conduit of less than 4-inch
diameter, outside structure lines and at a depth of less than 6 feet shall be bedded in native material
properly shaped as specified below, all as detailed on the drawings. Following the excavation of the
trench, compacted pipe bedding material shall be placed the full width of the excavated trench to a
depth as shown on the trench detail. In lieu of a detail, the depth shall be 6 inches. The bottom of the
trench shall be accurately graded and rounded to fit the bottom quadrant of the pipe to provide
uniform bearing and support for each section of pipe. Depressions for jointing shall be only of such
length, depth and width necessary for the proper making of the joint.
3.9 Pipe Zone and Trench Backfill
A. All backfill except CLSM shall be placed and compacted in 6 to 8-inch lifts. Backfill shall be
carefully placed around the pipe and thoroughly compacted in 6 to 8-inch lifts or in a manner
satisfactory to the ENGINEER so as to achieve the specified compaction requirements. When
placing pipe zone backfill, the CONTRACTOR shall prevent pipe from moving either
horizontally or vertically during placement and compaction of pipe zone material.
B. Backfill Immediately: All trenches and excavations shall be backfilled immediately after pipe is
laid therein and necessary testing is complete, unless otherwise directed by the ENGINEER.
Under no circumstances shall water be permitted to rise in unbackfilled trenches after pipe has
been placed.
C. For all trenches for water pipe, or where designated on the plans or specified elsewhere in these
specifications, the trench backfill shall be Class D or Class E and pipe zone backfill shall be Class
D. Class D backfill shall be compacted to 95 percent of maximum density at optimum moisture
content.
D. Where trenches are outside existing or future structures, paved areas, road shoulders, driveways
or sidewalks, or where designated on plans or specified elsewhere, the trench backfill shall be
Class B or Class D and pipe zone backfill in these areas shall be Class D. For these locations,
compaction of Class B backfill shall be to not less than 90 percent of maximum density at
optimum moisture content. Class D backfill shall be compacted to not less than 95 percent of
maximum density at optimum moisture content.
3.10 Compaction Testing
A. Compaction tests will be required to show that specified densities of compacted backfill are being
achieved by the CONTRACTOR’s compaction methods.
B. Tests of pipeline fill materials shall be made on each lift of fill for every 200 feet of pipeline
trench as measured along the pipe centerline. After the ENGINEER is satisfied that the
CONTRACTOR’s method of compaction consistently meets specified compaction requirements,
the testing frequency may be reduced to not less than one test per lift of fill for every 1,500 feet of
pipeline trench. The ENGINEER may direct testing at a higher frequency at no additional cost to
the OWNER upon failure to obtain specified densities or if the CONTRACTOR changes
compaction equipment or methods of compaction. The ENGINEER shall determine all test
locations.
3.11 Utility Crossings
A. Vertical clearance between the new pipe and existing utilities shall be 12 inches minimum unless
otherwise noted on the plans or specified. Where existing utility lines are damaged or broken, the
utility shall be repaired or replaced, care being taken to insure a smooth flow line and absolutely
no leakage at the new joints. Unless otherwise specified herein, all expenses involved in the
repair or replacement of leaking or broken utility lines that have occurred due to the
CONTRACTOR’s operations shall be borne by the CONTRACTOR and the amount thereof shall
be absorbed in the unit prices of his bid.
B. Water Lines Crossing Sewer Lines -- Whenever water lines cross sewer lines, CONTRACTOR
shall comply with Health Department requirements. Wherever possible, the bottom of the water
line shall be 1.5 feet or more above the top of sewer pipe and one full length of the water line pipe
shall be centered at the crossing. For clearances less than 1.5 feet, the CONTRACTOR shall
replace the existing sewer pipe with ductile iron or PVC of equal size, or shall encase existing
sewer pipe with concrete for a minimum of 10 feet on both sides of crossing, as directed by the
ENGINEER, at no additional cost to the OWNER.
3.12 Disposal of Unsuitable and Surplus Material
A. All excavated materials which are unsuitable for use in backfilling trenches or around structures,
and excavated materials that are in excess of that required for backfilling and for constructing fills
and embankments as shown on the drawings, shall be disposed of by the CONTRACTOR at his
own expense. And at disposal sites provided by the CONTRACTOR as may be required; except
that the OWNER reserves the right to require the CONTRACTOR to deposit such surplus at
locations designated by the OWNER within a 2-mile radius.
B. Surplus excavated material shall be disposed of at designated spoil sites in a legal manner, in full
compliance with applicable codes and ordinances.
3.13 Surface Restoration and Clean-Up
A. At the end of each work day, all open trenches shall be backfilled and all trenches within streets
shall be temporarily paved or covered to the satisfaction of the ENGINEER. Temporary paving
shall be replaced with permanent street paving, at completion of construction within street right
of way or sooner if deemed necessary by the ENGINEER. No gravel-filled trenches shall be left
open within the street right-of-way at the end of the workday.
B. Where trenches cross lawns, garden areas, pastures, cultivated fields, or other areas on which
reasonable topsoil conditions exist, the CONTRACTOR shall remove the topsoil to the specified
depth and place the material in a stockpile. The CONTRACTOR shall not mix the topsoil with
other excavated material. After the trench has been backfilled, the topsoil shall be replaced.
C. CONTRACTOR shall clean up and remove all excess materials, construction materials, debris
from construction, etc. CONTRACTOR shall replace or repair any fences, mailboxes, signs,
landscaping, or other facilities removed or damaged during construction. CONTRACTOR shall
replace all lawns, topsoil, shrubbery, flowers, etc., damaged or removed during construction.
CONTRACTOR to be responsible for seeing that lawns, shrubs, etc. remain alive and leave
premises in condition equal to original condition before construction.
END OF SECTION
SECTION 02371
RIPRAP AND ROCK LINING
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Riprap placed loose.
2. Riprap placed in bags.
1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Riprap:
1. Basis of Measurement: By square yard of riprap area; summing areas of individual layers, of
riprap [sacks].
2. Basis of Payment: Includes supply and placing riprap [mix in sacks, moist cured].
1.3 SUBMITTALS
A. Section 01300 - Submittals: Requirements for submittals.
B. Product Data: Submit data for riprap bags, binder and geotextile fabric.
1.4 QUALITY ASSURANCE
A. Furnish each aggregate material from single source throughout the Work.
B. Perform Work in accordance with ODOT, Clatsop County and City of Warrenton standards.
PART 2 PRODUCTS
2.1 MATERIALS
A. Furnish materials in accordance with ODOT, Clatsop County and City of Warrenton Public
Work's standards.]
PART 3 EXECUTION
1.1 EXAMINATION
A. Section 01300 - Submittals: Verification of existing conditions before starting work.
B. Do not place riprap bags over frozen or spongy subgrade surfaces.
1.2 PLACEMENT
A. Place geotextile fabric over substrate, lap edges and ends.
B. Place riprap at pipe outfall and as indicated on Drawings.
C. Installed Thickness: As scheduled in this section.
1.3 SCHEDULES
A. Storm Pipe End: Individual riprap units placed one layer thick, 6 inch average thickness.
B. In Planter: Individual riprap units, as shown in plans.
C. Around Storm Pipe above Planter: as shown in plans.
END OF SECTION
SECTION 02483
PLANTING
PART 1 GENERAL
1.1 Description
A. This section covers the work necessary for the planting and establishment of plant materials,
complete, including furnishing, delivery, planting, and maintenance of all trees, shrubs, and
ground covers.
B. See CONDITIONS OF THE CONTRACT and Division I, GENERAL REQUIREMENTS, which
contain information and requirements that apply to the work specified herein and are mandatory
for this project.
1.2 Submittals
The following submittals are required as part of this work:
A. Proof of procurement and contract for delivery of plant material.
B. Schedule for delivery of plant material for inspection prior to planting.
C. Sources of plant materials, and identification tags visible for each plant.
D. Color-coded tagging system for all plant material species. (Flag all plant materials prior to
installation.)
PART 2 MATERIALS
2.1 Topsoil
Topsoil is available from stockpiles on the site. Verify quantity prior to commencing work. If more
topsoil is needed than has been stockpiled, notify ENGINEER.
2.2 Imported Topsoil
Imported topsoil shall be a natural, friable soil, representative of productive soils in the vicinity. It
shall be obtained from well-drained areas, free from admixture of subsoil and foreign matter and
objects larger than 2 inches in diameter, toxic substances, and any other deleterious material which
may be harmful to plant growth or be a hindrance to grading, planting and maintenance operations.
Imported topsoil supply shall be approved by the ENGINEER.
2.3 Soil Conditioners
A. Organic Material
1. Peat - A natural material formed by the decomposition of reeds, sedges, or mosses from
freshwater sites. Peat shall be free from lumps, roots, or stones, and organic matter shall be
not less than 90 percent on a dry weight basis.
2. Rotted Sawdust - Nitrogen stabilized, 1/4-inch minus, clean sawdust or shavings, free from
weed seed, and containing no chemicals or materials harmful to plant life.
3. Manure - Well-rotted stable or cattle manure, reasonably free from weed seed and refuse,
containing no chemicals or materials harmful to plant life. Manure shall be no less than 2
months or more than 1 year old. Sawdust and shavings shall not exceed 50 percent content of
manure.
4. Mushroom Compost - Spent mushroom growing compost.
B. Sand - Clean, coarse, ungraded sand, meeting the requirements of ASTM C 33 for fine aggregate.
2.4 Fertilizer
A. Commercial Fertilizer: A complete plant food containing 22% nitrogen, 16% phosphorous, 8%
soluble potash, and a minimum 2% sulfur, conforming to applicable State fertilizer laws.
Fertilizer shall be uniform in composition, dry, free-flowing, and delivered in original, unopened
containers bearing manufacturer's guaranteed analysis.
B. Plant Tablets: Plant tablets shall consist of compressed urea-formaldehyde containing added
phosphorous and potassium to yield a 20:10:5 ratio of N-P-K plus 1.4 percent sulfur.
2.5 Garden Mulch
An approved, commercially manufactured, garden mulch made from composted yard debris and
amended with inorganic materials. Mulch shall be free from noxious weed seed and all chemicals or
materials harmful to plant life. Bark mulch or nuggets are unacceptable.
2.6 Anti-desiccant
A transpiration retarding material to be used where any plant material is moved during the normal
growing season. Anti-desiccant may be composed of an acrylic polymer or vinyl latex compound
such as Foliguard and Wiltpruf, respectively.
2.7 Plant Materials
A. The Plant List is shown on the Drawings. Names of some species and varieties not included
therein conform to names generally accepted in the native grown nursery trade. Information on
sources for native plant material species can be obtained through the publication titled “Hortus
Northwest.”
B. Nursery grown plant material shall be grown with a quality and habit of growth that is sound,
healthy, vigorous, and free from insects, diseases, and injuries. Size shall be equal to or exceeding
measurements indicated in the Plant List and measured before pruning with branches in normal
position. Sizes and methods for handling shall be according to the American Standard for Nursery
Stock recommended by the AAN.
PART 3 EXECUTION
3.1 Inspections and Reports
All plant materials shall be inspected prior to installation. Notify the ENGINEER 10 days prior to
delivery date for inspection at the site. Each individual species shall bear a tag indicating species and
source. Material not inspected prior to planting will be rejected at the ENGINEER’s sole discretion.
3.2 Time of Planting
Conduct planting operations under favorable weather conditions during seasons which are normal for
such work, generally during the periods of April 1 to June 1, and from September 1 to November 1.
Planting operations outside these time periods may be conducted with approval of the ENGINEER.
3.3 Delivery
A. Supply plants designated B&B (balled and burlapped) in the Plant List with firm, natural balls of
earth, or diameter and depth sufficient to encompass the fibrous and feeding root system
necessary for vital plant growth. Rootball shall be firmly wrapped with burlap and bound with
twine, cord or wire mesh. Manufactured rootballs or rootballs less than the diameter indicated for
the caliper or size of plant material (American Standard for Nursery Stock) will be rejected.
B. Furnish plants designated CG or “gallon” (container grown) in the Plant List with self-established
root systems sufficient to hold earth together after removal from the container but not root-bound,
in a container of specified size.
3.4 Protection during Delivery and Storage
A. Small Plant Material
1. If plants are not in a dormant state, spray with anti-desiccant to cover foliage as recommended by
manufacturer. During shipment, protect plants with a tarpaulin or other covering to prevent
excessive drying from sun and wind.
2. Cover balls of B&B plants and containers of CG plants which cannot be planted immediately
upon delivery with moist mulch to protect from drying.
B. Trees
1. Spray trees with anti-desiccant immediately prior to digging or transporting. Protect the top of the
tree by wrapping with burlap. Pad all parts of the tree to be cabled or roped. Keep soil balls and
exposed roots moist during all digging and transporting operations.
2. Transport trees during favorable weather conditions. Trees damaged by exposure during transport
will be rejected at the site. Damaged trees, as a result of improper or haphazard moving or
planting techniques will be rejected. Right of rejection shall be at the sole discretion of the
ENGINEER.
3.5 Location of Plants
A. Locate new planting where shown on the Drawings except where obstructions below ground are
encountered or where changes have been made in the construction. Review necessary adjustments
with the ENGINEER and begin planting only after approval from the ENGINEER.
B. All plant material species to be flagged prior to planting (see Part 1, paragraph 1.03 Submittals,
item 4).
C. Plant trees in locations shown. Plant shrubs and ground cover plants in triangular or random
patterns within designated areas with the quantities indicated in the plant list.
3.6 Planting Procedures
A. Planting Soil Mix: Prepare planting soil mix for plant pits and beds using stockpiled or imported
topsoil, soil conditioners, and fertilizer. Thoroughly mix in the following proportions with rotary
mixer or other method. Store and protect mixture from excessive leaching by covering with
tarpaulin.
Material Parts by Volume
Topsoil 2
Sand 1
Organic Material 1
B. Plant Pits: Excavate circular pits with vertical sides for all plants as shown in the details. Dispose
of excavated subsoils. The diameter of the pits shall be a minimum of twice the diameter of the
rootball. Compact planting soil mix at the bottom of plant pit.
C. Setting Small Plants: Remove the top 2/3 of burlap and all twine or cord from the top and sides of
balled and burlapped plant material. Cut containers or water and lift plant material out of
containers. Set base of all plants 2 inches above finish grade and backfill with planting soil mix
and water to fill voids. When hole is 2/3 filled place planting tablets evenly around ball, (see
below). Form a shallow saucer around plant at the edge of the pit.
D. Setting Trees: Prepare pits to receive trees prior to digging trees in situ. Break up side surfaces of
tree pits with a pick or spade. Do not disturb the bottom of pit to ensure a solid base of support for
the tree.
1. Lower tree into hole and stabilize in three locations before watering and backfilling with
planting soil mix. All trees shall be properly aligned to be vertical after lowering rootball into
hole. Take care when moving soil ball to avoid cracking and damaging roots.
2. Backfill tree pit with planting soil mix. Use hand spades and work soil into the hole, watering
to ensure all air pockets are eliminated. Tamp backfill after the tree pit is 1/2 full to stabilize
the lower half of the rootball. Place plant tablets as indicated below.
3. Do not plant trees deeper than the level at which they originally grew. Do not plant in frozen
ground or in freezing weather. All trees shall be planted in an upright, vertical position.
Lopsided trees will be rejected.
E. Planting Tablets: Planting tablets shall be placed evenly in the following indicated quantities:
4" pots one 5 gram tablet
1 and 2 GC Shrub one 10 gram tablet
3 and 5 GC Shrub/tree three 10 gram tablets
Evergreen Trees two 21 gram tablets
Deciduous Trees 1”- 2” cal two 21 gram tablets
Deciduous Trees 2”+ cal three 21 gram tablets
F. Mulching: Mulch all tree pits and shrub layer areas with a 3-inch layer of garden mulch within 2
days of planting. Mulch to entirely cover area around saucer of trees.
3.7 Inspection, Guarantee, and Maintenance
See Section 02486
END OF SECTION
SECTION 02485
FINISH GRADING, EROSION CONTROL AND SEEDING
PART 1 GENERAL
1.1 Description
A. This section covers the work necessary for the finish grading, erosion control on planted slopes,
and establishment of seeding, complete, including furnishing and delivery of labor, materials and
equipment.
B. See GENERAL CONDITIONS and Division I, GENERAL REQUIREMENTS, which contain
information and requirements that apply to the work specified herein and are mandatory for this
project.
1.2 Submittals
The following submittals are required as part of this work:
A. Project Schedule indicating dates for delivery of materials, completion of rough grading,
preparation of seedbed, lawn and lawn alternative seeding, installation of erosion control matting
on planted slopes.
B. Alternate erosion control matting materials and/or techniques other than specified herein.
PART 2 MATERIALS
2.1 Topsoil
Topsoil is available from stockpiles on the site. Verify quantity prior to commencing work. If more
topsoil is needed than has been stockpiled, notify ENGINEER.
2.2 Imported Topsoil
Imported topsoil shall be a natural, friable soil, representative of productive soils in the vicinity. It
shall be obtained from well-drained areas, free from admixture of subsoil and foreign matter and
objects larger than 2-inches in diameter, toxic substances, and any other deleterious material which
may be harmful to plant growth or be a hindrance to grading, planting and maintenance. Imported
topsoil supply shall be approved by the ENGINEER.
2.3 Soil Conditioners
A. Organic Material
1. Peat - A natural material formed by the decomposition of reeds, sedges, or mosses from
freshwater sites. Peat shall be free from lumps, roots, or stones, and organic matter shall be
not less than 90 percent on a dry weight basis.
2. Rotted Sawdust - Nitrogen stabilized, 1/4-inch minus, clean sawdust or shavings, free from
weed seed, and containing no chemicals or materials harmful to plant life.
3. Manure - Well-rotted stable or cattle manure, reasonably free from weed seed and refuse,
containing no chemicals or materials harmful to plant life. Manure shall be no less than 2
months or more than 1 year old. Sawdust and shavings shall not exceed 50 percent content of
manure.
4. Mushroom Compost - Spent mushroom growing compost.
B. Sand - Clean, coarse, ungraded sand, meeting the requirements of ASTM C 33 for fine aggregate.
2.4 Fertilizer
Slo-Release Fertilizer: Slow release fertilizer for use in seeding containing 22% nitrogen, 16%
available phosphoric acid, and 8% potash, including a minimum of 2% sulfur. The fertilizer shall
contain not less than 30% available water-insoluble nitrogen derived by incorporating urea
formaldehyde.
2.5 Seed Mix “A” for Lawns
A. Seed shall be certified, blue tag, clean, delivered in original, unopened packages bearing an
analysis of the contents, guaranteed 95% pure and to have a minimum germination rate of 95% in
one year.
B. Seed mix for all irrigated lawn areas shall be an equal mix by weight of 3 types of perennial rye
grass. Choose 3 of the following types: Barry, Elka, Palmer, Derby, Blazer, Gator, Prelude,
Omega, Citation, Loretta, Regal, Diplomat.
2.6 Seed Mix “B” for Fragrant Lawn Alternative
(not used)
2.7 Erosion Control Matting
A. Jute Matting: Jute matting shall consist of a uniform, open, plain weave of single jute yarn. The
yarn shall be of loosely-twisted construction and shall not vary in thickness by more than one-half
of its normal diameter. The weave shall provide openings of about 2-square inches.
1. Furnish the matting in widths of 45 inches or more, continuous lengths of not less than 150
feet, and weigh not less than 0.9 pounds per square yard.
2. Use staples of 12 gauge or heavier steel wire which is bent to a U-shape 2 inches wide.
Staples shall not be less than 10 inches long unless the ENGINEER allows a shorter length
for hardpan soil conditions.
B. Alternate Matting Material: Submit proposed alternate erosion control matting material with
specifications, costs, and manufacturer’s literature to the ENGINEER for consideration and
approval. Alternate materials may be used only if approved after review of submittals.
2.8 Hydroseeding Mulch
Wood or straw mulch processed so that the fibers are uniformly suspended under agitation in water.
Blend the mulch with seed, fertilizer, and other typical additives in a hydroseeding mixture to form
homogeneous slurry. The processed mulch shall have the ability to hold grass seed in contact with
soil. Fibers shall have moisture absorption and percolation properties to form a blotter-like cover on
the ground. Ship in packages of uniform weight (+/- 5%) and labeled with manufacturer's name and
air-dry weight.
2.9 Tackifier
Emulsion designed to retain moisture and heat in the soil. Mulch shall be chemically inert, nontoxic
to plants, humans, and animals. Tackifier shall be J-Tac, Sentinnel Tackifier additive, or equal.
PART 3 EXECUTION
3.1 Finish Grading Procedures
A. Verify existing ground conditions prior to finish grading. Notify ENGINEER of any site
conditions that would be a hindrance to completing finish grading. Tag vegetation designated for
removal. Protect trees designated on plan to remain as specified in Section 02205, Existing Tree
Protection.
B. Finish Grading: Spread fill/topsoil material and rake the area to a uniform grade so that all areas
drain, as indicated on the Drawings. Mix topsoil with rough grade fill material and mix
thoroughly to a depth of 6-inches with soil amendments in the following proportions:
Topsoil 4-inches
Sand 1-inch
Organic Material 1-inch
C. Preparation of Seedbed: Remove all trash and stones exceeding 2-inches prior to seeding. Lightly
water dry soils, allowing time for free surface water to dissipate prior to receiving seed.
D. Provide and maintain positive drainage patterns, throughout the construction process, and as
directed by the ENGINEER. If weather or construction activity creates drainage conflicts
detrimental to construction process, notify ENGINEER immediately.
3.2 Time of Seeding
A. Conduct seeding operations under favorable weather conditions during seasons which are normal
for such work generally from April 1 to June 1, and September 1 to October 15.
B. Guarantee germination of seeding by October 15 at the latest.
3.3 Erosion Control Matting
A. Erosion control matting shall be placed on all slopes with a slope ratio of 2:1 and greater, or as
directed by the ENGINEER. Matting shall be laid flat in single thickness strips paralleling the
direction of probable water flow. Multiple strips of matting shall overlap in shingle fashion.
1. Adjacent strips of matting shall be overlapped a minimum of 1-foot, or as recommended by
the manufacturer. The erosion matting shall be in contact with the soil at all points and shall
be held in place with wire staples, or as recommended by the manufacturer.
2. Anchor the matting in ditches at the top of the slope to ensure it will stay in place. The
installation and minimum spacing of wire staples shall be as per manufacturer's
specifications.
3.4 Seeding Operations
A. Hydroseeding operations shall occur in two applications. The first application shall include seed,
fertilizer, and mulch. The second application shall consist of tackifier and mulch only and be
applied immediately after the first seeding. A second application of fertilizer shall be made two
months after initial seeding at the rate indicated below.
B. Apply seed, mulch, fertilizer and tackifier at manufacturer’s recommended rates for each product.
Apply materials uniformly using standard hydroseeding methods, equipment and labor practices.
Protect surfaces not to receive seed by barriers and sheeting.
C. Mechanical Seeding: Sow seed evenly with a mechanical spreader and suspension material such
as sawdust, in two directions over entire area to be seeded. Roll with a cultipacker after spreading
to cover seed, or drag to incorporate seed into soil. Water with a fine spray.
D. Method of seeding may be varied at discretion of CONTRACTOR on his own responsibility to
establish a smooth, uniformly seeded area.
3.5 Inspection, Guarantee, and Maintenance
See Section 02486.
END OF SECTION
SECTION 02486
PLANT MATERIAL AND SEEDING
GUARANTEE AND MAINTENANCE
PART 1 GENERAL
1.1 Description
A. This section covers the work necessary for the plant guarantee and maintenance, complete,
including trees, shrubs, ground covers, and all seeded areas.
B. See GENERAL REQUIREMENTS which contain information and requirements that apply to the
work specified herein and are mandatory for this project.
1.2 Submittals
The CONTRACTOR will submit the irrigation schedule for watering of plant material and seeded
areas and identify maintenance operations for the duration of the two year guarantee and maintenance
period, or through two growing seasons. The irrigation schedule shall provide for the following:
1. Watering during dry spells, or generally between the months of June through October.
2. Water sufficiently to maintain soil moisture depth between 6"-8" of the finish grade.
3. Watering operations that do not cause erosion or surface runoff in landscaped areas and there
should be minimal overspray onto paved surfaces or buildings.
PART 2 MATERIALS
2.1 Materials and Execution are specified under the following sections:
Earthwork 02200
Existing Tree Protection 02205
Planting 02483
Finish Grading, Erosion Control, and Seeding 02485
PART 3 EXECUTION
3.1 Maintenance
A. The CONTRACTOR shall perform the following maintenance operations during the two year
guarantee period.
1. Water as often as required to meet the requirements of the watering schedule as outlined above.
2. Remove all noxious weeds from plant beds and tree saucers by hand.
3. Removal of weeds seeded lawn and grass areas in accordance with OWNER standards and
practices for weed removal, noxious weed control, and herbicide applications.
4. Mulch to maintain 3-inch garden mulch depth.
5. Reset plants to finish grade and restoration of plant saucers, as necessary.
6. Seasonally spray for insects and diseases, as necessary in accordance with Section 02205,
Existing Tree Protection.
7. Repair damaged or washed out slope surfaces and erosion control matting.
8. Repair and re-seeding of seeded lawn areas as stated in Section 02485, Finish Grading, Erosion
Control, and Seeding.
B. CONTRACTOR to report any problems that may be a hindrance to completing and fulfilling the
conditions of the plant guarantee within 7 days to the OWNER.
3.2 Guarantee
A. Guarantee all trees, shrubs, and seeded areas for a minimum of 2 years to be alive and in vigorous
growing condition at the end of the guarantee period or through two growing seasons. Perform
plant replacements and reseeding operations at the first opportunity during a season favorable for
planting as defined in SECTIONS 02483, PLANTING, and 02485 FINISH GRADING,
EROSION CONTROL, AND SEEDING.
B. Plant Materials: Remove and replace any unsatisfactory plants and replace with plants of the
same kind, quality and size as specified in the Plant List. Furnish and plant replacements as
specified under SECTION 02483, PLANTING. Replacements shall be at the CONTRACTOR's
sole expense.
C. Seeded Areas: Repair any damage to seeded areas by filling with topsoil, fertilizing, and seeding
as specified. Reseed as specified under SECTION 02485, FINISH GRADING, EROSION
CONTROL, AND SEEDING. Reseeding shall be at the CONTRACTOR's sole expense.
3.3 Inspections
A. Start of the Maintenance and Guarantee Period: The CONTRACTOR shall notify the
ENGINEER two weeks in advance of anticipated substantial completion of planting and seeding
operations. An inspection will be performed prior to the start of the formal guarantee and
maintenance period.
B. Quarterly Inspections: OWNER, or the OWNER's representative will make quarterly inspections
of the site for compliance with the maintenance requirements. Unsatisfactory conditions will be
noted and forwarded in writing to the CONTRACTOR for correction.
C. Final Acceptance: The CONTRACTOR shall notify the OWNER within 15 days of the date for
final inspection. Before final acceptance, the terms of the planting and seeding guarantee must be
met. The duration of the guarantee and maintenance periods may be extended in order that the
CONTRACTOR may fulfill obligations required under the guarantee.
END OF SECTION
SECTION 02505
PAVEMENT AND SURFACE RESTORATION
PART 1 GENERAL
1.1 Scope
This section covers the work necessary to replace all pavements, pavement base, curbs, sidewalks and
other surface features damaged directly or indirectly during construction.
1.2 Reference Standards
A. References herein to “AASHTO” shall mean Association of American State Highway
Transportation Officials.
B. Standard Specifications: Where the term “Standard Specifications” is used, such reference shall
mean the current edition of the Oregon Department of Transportation Standard Specifications for
Highway Construction. Where reference is made to a specific part of the Standard Specifications,
such applicable part shall be considered as part of this section of the Specifications. In case of a
conflict in the requirements of the Standard Specifications and the requirements stated herein, the
requirements herein shall prevail.
1.3 Quality Assurance
A. All testing to determine compliance with the specifications shall be performed by an independent
testing laboratory approved by the ENGINEER. All testing costs shall be borne by the
CONTRACTOR.
B. The surface smoothness of the replaced pavement shall be such that when a 10- foot straightedge
is laid longitudinally across the patched area between the edges of the old surfacing and surface
of the new pavement, the new pavement shall not deviate from the straightedge more than 1/8
inch and surface drainage shall be maintained. Additionally, paving must conform to the grade
and crown of the adjacent pavement and contain no abrupt edges, low or high areas or any other
imperfections as determined by the ENGINEER. Pavement trench construction not meeting these
requirements will be repaired by grinding the existing pavement to a 1 1/2 inch depth and
replacing with a Level 3, ½-inch dense graded, PG 64-22 Hot Mix Asphaltic Concrete (HMAC)
the full width of the previous trench patch plus 4 inches on each side at no cost to OWNER.
PART 2 PRODUCTS
2.1 Aggregate Material
Base Course and Leveling Course: The aggregate material shall be a clean, wellgraded crushed base
aggregate conforming to the Standard Specifications. Base course shall be 1-1/2 inches minus
aggregate and leveling course shall be 3/4” minus aggregate.
2.2 Asphalt Concrete Pavement
A. Hot Mix Asphalt Concrete
Use Level 3, ½-inch dense graded, PG 64-22 HMAC. Conform to the requirements as specified
in Section 00744 of the Standard Specification.
B. Cold Mix Asphalt Concrete
Use cold mix asphalt concrete and 1/2-inch-0-inch gradation with either MC 250 liquid asphalt,
CMS-2, CMS-2S or CSS-1.
C. Asphalt Prime Coat
Liquid asphalt for use as a prime coat under asphalt concrete shall be MC 250 liquid asphalt,
CMS-2S or CSS-1.
D. Seal and Cover Coat
Asphalt material shall be CRS-2 cationic emulsified asphalt. Cover stone shall conform to size
1/4-inch - #10 aggregate in Standard Construction Specifications.
2.3 Topsoil
Topsoil shall be imported from approved sources, and shall be approved by the ENGINEER. The
topsoil shall be a sandy loam free of subsoil, grass, noxious weeds and any material deleterious to
plant health.
PART 3 EXECUTION
3.1 Surface Restoration, General
A. All areas disturbed as a result of construction shall be restored to their original condition as nearly
as possible, or surfaced as shown on the Plans. All excess material shall be removed from the site.
Any damaged concrete walks or driveways shall be restored. All dirt and debris that accumulates
from the CONTRACTOR’S operations shall be removed from inlets, catch basins, connecting
pipelines and similar structures. Any material entering manholes or ditch culverts from street
resurfacing and trenching work shall be removed. Daily clean up of all visible mud and debris is
required.
B. All open fields, unpaved public rights-of-way or easements, and other areas not used as
driveways, as shown on the Plans or as directed by the ENGINEER, shall be restored by
placement of 12 inches of topsoil, fine grading and hydroseeding.
1. Seeding shall be completed as specified in these Specifications.
2. Settlement of 2 inches or more within 1 year of substantial completion shall require repairs and
re-seeding as directed by the ENGINEER and at the CONTRACTOR’S expense.
3. Restorations occurring on private property shall be seeded to match existing conditions.
3.2 Aggregate Pavement Base
A. Place pavement base to the depth shown on the plans or as specified in all cases, pavement base
shall be compacted to a minimum depth of 6 inches. Bring the top of the pavement base to a
smooth, even grade at a distance below finished grade equivalent to the required pavement depth.
B. Compact the pavement base with mechanical vibratory or impact tampers to a density of not less
than 95 percent of the maximum density, as determined by AASHTO T-99.
3.3 Temporary Pavement
Where pavement is to be replaced, a temporary cold asphalt patch shall be applied within 24 hours of
trench backfill. Before replacement of the permanent pavement, the CONTRACTOR shall
continuously maintain the trenches in a condition acceptable to the OWNER, ENGINEER and/or
responsible roadway agency at no additional cost to the OWNER.
3.4 Asphalt Concrete Pavement
A. CONTRACTOR shall conform to the requirements for prime coat and tack coat in Standard
Specifications. Tack coat all edges of existing pavement, manhole and clean out frames, inlet
boxes and like items. When rate is not specified, asphalt will be applied at the rate of 0.1 gallon
per square yard.
B. Asphalt Concrete Placement
1. Except as specifically modified herein, conform to the requirements for construction in
Standard Construction Specifications. All trench cuts shall be kept in a smooth condition
throughout the duration of the project.
2. The limits of the restoration shall include all damaged or undermined surfacing.
3. Provide a smooth tee cut by sawcutting the existing pavement parallel to the trench and
beyond the sides of the trench excavation as shown on the plans. Remove any pavement
which has been damaged or which is broken and unsound outside this area by making
alternating traverse and parallel sawcuts. Parallel cuts must be a minimum of 25 feet long,
unless otherwise directed by ENGINEER. Provide a smooth, sound edge for joining the new
pavement.
4. Place the asphalt concrete to the specified depth on the prepared subgrade over the trench.
When depth is not specified, place asphalt concrete to the depth of the adjacent pavement, up
to a maximum of 6 inches, at the direction of the ENGINEER. Minimum depth of pavement
shall be 3 inches. When a prime coat is specified, place asphalt concrete after the prime coat
has set. Maximum thickness for any one lift of pavement shall not exceed 3 inches. Spread
and level the asphalt concrete with hand tools or by use of a mechanical spreader.
5. When the utility trench is placed closer than 3 feet inside the edge of existing pavement, the
remaining pavement must be removed and replaced with the trench repair. When the trench is
under the existing edge of pavement, additional pavement shall be removed to allow a three
foot minimum width of repair and to maintain the original street width.
6. Settlement of 1/4-inch or greater for asphalt concrete patches, occurring within one year of
substantial completion, shall require repair or replacement as directed by the ENGINEER at
the CONTRACTOR’S expense.
3.5 Concrete
A. Replace concrete driveways, sidewalks and curbs to the same section, width, depth, line and
grade as that removed or damaged. Saw broken or jagged ends of existing concrete on a straight
line and to a vertical plane. Place new concrete only on approved compacted trench.
B. Replace concrete driveways and sidewalks between scored joints and make replacement to
prevent a patched appearance. Unless otherwise shown, provide a minimum 2-inch thick
compacted leveling course of clean 3/4-inch minus crushed aggregate.
C. All replaced concrete driveways, sidewalks and curbs shall be constructed in accordance with
Clatsop County and City of Warrenton Public Works Standards.
3.6 Rock Surfacing
Place rock surfacing only where shown on plans or directed on streets, driveways, parking areas,
street shoulders, and other areas disturbed by the construction. Rock surfacing shall be 1 ½ inches – 0
inches, or ¾ inch – 0 inches crushed aggregate, as directed. Spread the rock surfacing to conform to
adjacent existing grades and surfaces as directed. Compact as directed with mechanical vibratory or
impact tamper.
3.7 Landscaping Restoration -- Restore all landscaped areas, yards and areas specifically identified on the
drawings damaged as a result of construction as follows:
A. Place 12 inches of topsoil.
B. Removed landscaped material shall be replaced in-kind.
C. Yard areas shall be restored and replanted immediately upon completion of backfilling.
3.8 Dust Control
When the weather is dry and when, in the estimation of the ENGINEER, the dust becomes a nuisance, the
CONTRACTOR shall sprinkle water on surface streets twice a day in order to keep the dust down. This
sprinkling shall be maintained until the project is accepted. On paved streets when the backfilling has
been completed, the streets shall be washed to remove all dirt and debris. If the dust becomes a nuisance
before backfilling is completed the CONTRACTOR shall wash the streets to the satisfaction of the
ENGINEER.
END OF SECTION
SECTION 02510
ASPHALT CONCRETE PAVEMENT
PART 1 GENERAL
1.1 Scope
This section covers the construction of asphalt concrete pavement.
1.2 Reference Standards
A. References herein to “AASHTO” shall mean Association of American State Highway
Transportation Officials.
B. Standard Specifications: Where the term “Standard Specifications” is used, such reference shall
mean the current edition of the Oregon Department of Transportation Standard Specifications for
Highway Construction. Where reference is made to a specific part of the Standard Specifications,
such applicable part shall be considered as part of this section of the Specifications. In case of a
conflict in the requirements of the Standard Specifications and the requirements stated herein, the
requirements herein shall prevail.
1.3 Quality Assurance
A. All testing to determine compliance with the specifications shall be performed by an independent
testing laboratory approved by the ENGINEER. All testing costs shall be borne by the
CONTRACTOR.
B. The surface smoothness of the new asphalt concrete pavement shall be such that when a 10-foot
straightedge is laid longitudinally across the paved area in any direction, the new pavement shall
not deviate from the straightedge more than 1/8 inch. Surface drainage shall be maintained.
Additionally, paving must conform to the design grade and crown and contain no abrupt edges,
low or high areas or any other imperfections as determined by the ENGINEER. Pavement
construction not meeting these requirements will be repaired by grinding the existing pavement to
a 1 1/2 inch depth and replacing with Level 3, ½-inch dense graded, PG 64-22 Hot Mix Asphaltic
Concrete (HMAC) the full width at no cost to OWNER.
PART 2 PRODUCTS
2.1 Aggregate Material
Base Course and Leveling Course: The aggregate material shall be a clean, wellgraded crushed base
aggregate conforming to the Standard Specifications. Base course shall be 1-1/2 inches minus
aggregate and leveling course shall be 3/4” minus aggregate.
2.2 Asphalt Concrete Pavement
A. Hot Mix Asphalt Concrete
Use Level 3, ½-inch dense graded, PG 64-22 HMAC. Conform to the requirements as specified
in Section 00744 of the Standard Specification.
B. Cold Mix Asphalt Concrete
Use cold mix asphalt concrete and 1/2-inch-0-inch gradation with either MC 250 liquid asphalt,
CMS-2, CMS-2S or CSS-1.
C. Asphalt Prime Coat
Liquid asphalt for use as a prime coat under asphalt concrete shall be MC 250 liquid asphalt,
CMS-2S or CSS-1.
D. Seal and Cover Coat
Asphalt material shall be CRS-2 cationic emulsified asphalt. Cover stone shall conform to size
1/4-inch - #10 aggregate in Standard Construction Specifications.
PART 3 EXECUTION
3.1 Aggregate Pavement Base
A. Place pavement base to the depth shown on the plans or as specified in all cases, pavement base
shall be compacted to a minimum depth of 6 inches. Bring the top of the pavement base to a
smooth, even grade at a distance below finished grade equivalent to the required pavement depth.
B. Compact the pavement base with mechanical vibratory or impact tampers to a density of not less
than 95 percent of the maximum density, as determined by AASHTO T-99.
3.2 Asphalt Concrete Pavement
A. CONTRACTOR shall conform to the requirements for prime coat and tack coat in Standard
Specifications. Tack coat all edges of existing pavement, manhole and clean out frames, inlet
boxes and like items. When rate is not specified, asphalt will be applied at the rate of 0.1 gallon
per square yard.
B. Asphalt concrete shall be constructed as follows:
1. Except as specifically modified herein, conform to the requirements for construction in Standard
Construction Specifications.
2. Place the asphalt concrete to the specified depth on the prepared subgrade. Minimum depth of
pavement shall be 3 inches. When a prime coat is specified, place asphalt concrete after the prime
coat has set. Maximum thickness for any one lift of pavement shall not exceed 2 inches. Spread
and level the asphalt concrete with hand tools or by use of a mechanical spreader.
3. Settlement of 1/4-inch or greater for asphalt concrete, occurring within one year of substantial
completion, shall require repair or replacement as directed by the ENGINEER at the
CONTRACTOR’S expense.
END OF SECTION
SECTION 02620
DUCTILE IRON PIPE, FITTINGS AND SPECIAL ITEMS
PART 1 GENERAL
1.1 Description
Work under this Section applies to the furnishing and installation of ductile iron pipe, fittings and
special items for buried potable water service. The CONTRACTOR shall furnish and install
ductile iron pipe, fittings, valves, special items and all appurtenant work, complete in place, all in
accordance with the requirements of the Contract Documents.
1.2 Reference Specifications, Codes, and Standards
A. Commercial Standards
ANSI B16.1 Cast Iron Pipe Flanges and Flanged
Fittings, Class 25, 125, 250, and 800
ANSI/NSF Standard 61 Listed Drinking Water System
Components - Health Effects
ASTM A 126 Specification for Gray Iron Castings for
Valves, Flanges, and Pipe Fittings
ANSI/AWWA C104/A21.4 Cement-Mortar Lining for Ductile-Iron
Pipe and Fittings for Water
AWWA C105 Polyethylene Encasement for Ductile- Iron
Pipe Systems
ANSI/AWWA C110/21.10 Ductile-Iron and Gray-Iron Fittings, 3
Inch Through 48-inch for Water and Other
Liquids
ANSI/AWWA C111/A21.11 Rubber-Gasket Joints for Ductile-Iron
Pressure Pipe and Fittings
ANSI/AWWA C115/A21.15 Flanged Ductile-Iron Pipe with Threaded
Flanges
ANSI/AWWA C150/A21.50 Thickness Design of Ductile-Iron Pipe
ANSI/AWWA C151/A21.51 Ductile-Iron Pipe, Centrifugally Cast, for
Water and Other Liquids
ANSI/AWWA C153/A21.53 Ductile-Iron Compact Fittings, 3-inch
Through 16-inch, for Water and Other
Liquids
AWWA C600 Installation of Ductile-Iron Water Mains
and Their Appurtenances
AWWA C651 Disinfecting Water Mains
1.3 Related Work Specified Elsewhere
A. Section 01650: Pipeline Testing and Disinfection
B. Section 02222: Excavating, Backfilling and Compacting for Utilities
C. Section 13010: Prestressed Concrete Tank – Type I
D. Section 13020: Prestressed Concrete Tank – Type III
1.4 Submittals
A. See Section 01300 - Submittals.
B. Product technical data and material data; including all pipe, fitting, restrained joint
system, lining and appurtenance information.
C. Lining and coating data.
D. All applicable material certifications and testing certificates.
E. Manufacturer's handling delivery storage and installation requirements.
1.4 Quality Assurance
A. Unless otherwise noted, all water works materials provided for the project shall be new,
of first class quality and shall be made by reputable manufacturers. All material of a like
kind shall be provided from a single manufacturer unless otherwise approved by the
ENGINEER. All material shall be carefully handled and installed in good working order
free from defect in manufacture, storage and handling. Where an item is to be used but
does not have its quality specified herein, it shall be equal to that specified in the
appropriate American Water Works Association (AWWA) Standard Specification.
B. All references to standards of AWWA or other organizations shall be the latest version of
those standards.
PART 2 PRODUCTS
2.1 General
A. Ductile iron piping materials and specials shall meet the specifications of this Section and
of the appropriate AWWA Standard Specifications. In the case of conflict, the more
stringent specifications shall apply.
B. Unless otherwise specified herein or shown on the plans, the minimum working
pressure rating of all water works material specified herein shall be
1.5 times the operating pressure, 150 psi minimum.
C. All coatings and materials specified herein that come in contact with potable water
shall be National Sanitation Foundation (NSF) approved.
2.2 Ductile Iron Pipe
A. Ductile iron pipe shall conform to AWWA Standard C151 and shall be the standard push-
on joint type or restrained joint type as identified on the drawings. Push-on joints shall
be “TYTON” type or “Fas-Tite” type without exception. Unless otherwise specified
herein or shown on the plans, mechanical joint and flanged joint ductile iron pipe shall be
pressure class 150 minimum. Polyethylene encasement shall conform to AWWA
Standard C105..
B. Ductile iron pipe and fittings shall be cement mortar lined in accordance with AWWA
C104 with double thickness lining.
C. Push-on or mechanical type pipe joints shall conform to AWWA Standard C111.
Flanged ductile iron pipe shall conform to AWWA Standard C115.
D. Restrained Joint Ductile Iron Pipe
1 Restrained joint ductile iron pipe and fittings shall be provided as identified on
the drawings and required for the application. Joint restraint for pipe may be
accomplished with an integral lock mechanism or as may be otherwise specified.
Any such system shall be the pipe manufacturer's standard proprietary design,
shall be as recommended by the manufacturer for the application, and shall be
performance proven.
2 Restraining components for pipe shall be ductile iron in accordance with
applicable requirements of ANSI/AWWA C110/A21.10 and/or C153/A21.53
with the exception of the manufacturer's proprietary design dimensions.
Push-on joints for such fittings shall be in accordance with ANSI/AWWA
C111/A21.11.
The following is the approved list of restrained joint systems:
a. “Thrust-Lock”, Pacific States Cast Iron Pipe Company.
b. “Fast Grip”, American Cast Iron Pipe Company.
c. “TR Flex”, United States Pipe and Foundry Company.
d. “Snap-Lok”, Griffin Pipe Products Company.
e. “Megalug”, EBAA Iron, Inc.
f. “Field-Lok”, United States Pipe and Foundry Company.
g. “Super Lock”, Clow
h. “Restrained Joint”, McWane
i. “MJ-TJ” pipe with “Megalugs”, Pacific States Cast Iron Pipe Company.
j. “Flex-Ring”, American Cast Iron Pipe Company
Where such a system may require "Mega-Lugs" for restraint, "Mega-Lugs" shall
be provided in quantities as may be required and shall be considered incidental to
the joint restraint system.
3 Restrained joints for pipe shall be provided as required to meet the restraint
length indicated by the project drawings.
4 Restrained joint for pipe shall be capable of being deflected after assembly as
follows:
Size Maximum Deflection
4 5.00o
6 5.00o
8 5.00o
10 5.00o
12 5.00o
14 3.25o
16 3.25o
18 3.00o
20 2.75o
24 2.25o
30 1.75o
36 1.50o
42 0.50o
48 0.50o
54 0.50o
2.3 Fittings and Specials
A. Fittings
1 Fittings used for joining ductile iron pipe shall be of the type, size and strength
designated on the plans, elsewhere in the specifications, or in the proposal and, to
the extent therein specified, shall conform to the appropriate specification in this
section. Fittings shall have a minimum pressure rating of 250 psi.
2 All ductile iron fittings shall be mortar lined and seal coated according to
ANSI/AWWA C104/A21.4. Mortar lining of fittings shall be factory installed
only, unless otherwise directed by ENGINEER. All fitting lining interior
surfaces shall be smooth finished. Interior lining shall be double thickness.
3 Pipe fittings and specials used with ductile iron pipe shall be ductile iron and
shall conform to AWWA Standard C110. Ductile iron (compact) fittings
conforming to AWWA Standard C153 may be substituted in lieu of AWWA
C110 fittings for fitting sizes 3 inches through 24 inches in diameter. Fittings
shall be mechanical joint, push-on type, flanged or plain-end as required and
shown on the plans. When fitting joints are to be restrained, pipe joint restraint
systems as specified herein shall be used.
4 Restrained joint fittings shall be provided at all tees, valves, crosses, bends, caps,
and plugs such that the pipe and fitting are fully restrained in any one given
direction as indicated in the plans. Concrete thrust blocks are not allowed unless
otherwise specified or authorized by the Engineer.
5 Mechanical joint restraint shall be utilized in conjunction with the installation of all
fittings. The use of concrete thrust blocks will not be allowed unless specifically
authorized in writing by the Engineer. Mechanical joint restrainers shall be
designed and manufactured specifically for the intended application, including
compatibility with the pipe material on which it is inserted. Flexibility of the joint
shall be maintained after burial. Glands shall be manufactured of ductile iron
conforming to ASTM A-536. Dimensions of the gland shall be such that it can be
used with the standardized mechanical joint bell and tee-head bolts conforming to
AWWA C-110, C-111 and/or C-153, as applicable. The mechanical joint restraint
shall have a working pressure of 250 psi with a minimum factor of safety of 2:1.
The mechanical joint restraints shall be installed in accordance with the
manufacturer's printed instructions.
6 Ductile iron retainers shall be used to restrain pipe joints adjacent to restrained joint
fittings as specified in section 130.6.1 or as otherwise specified in the Contract
Documents or shown on the Drawings. The retainer shall be designed and
manufactured specifically for the intended application and shall be fully compatible
with the pipe material on which it is inserted. The restrainer shall be manufactured
of ductile iron in accordance with ASTM A-536 and all bolts shall be corrosion
resistant, high strength and low alloy in accordance with AWWA C-111. Joint
restrainers shall be installed in accordance with the manufacturers printed
instructions.
B. Flanges
Flanged pipe shall be in accordance with AWWA/ANSI C115/A21.15 with bolt hole
drilling according to ASME/ANSI B16.1, Class 125. Flanges shall have flat faces and
shall be attached with bolt holes straddling the vertical axis of the pipe unless otherwise
shown. Fittings for flanged ductile iron pipe shall conform to AWWA/ANSI
C110/A21.10 or AWWA/ANSI C153/A21.53. All ductile iron pipe and fittings shall be
double thickness cement-lined and seal-coated according to ANSI/AWWA C104/A21.4.
The seal coat shall be coal tar. CONTRACTOR shall coordinate with pipe, valve and
fitting suppliers to make certain that pipe, valve and fitting flanges match in bolt pattern.
Threaded flanges shall meet the requirement of AWWA Standard C115 and shall be
installed only on pipe with a minimum Class 53 wall thickness. All flanged fittings
shall be provided with bolts and gaskets as specified herein. Unrestrained flange
adapters are not allowed.
C. Gaskets
Gaskets for ductile iron flanged joints shall be composed of synthetic rubber, full
faced and 1/8-inch thick conforming to AWWA/ANSI C111/A21.1. Gaskets shall be
Garlock 3000 Blue Guard with Nitrile binder or approved equal. Ring gaskets will be
permitted only where specifically noted in the plans and specifications.
D. Flange Bolts
Flange bolts and nuts shall be of low-carbon steel composition conforming to ASTM
A307, Grade B requirements per AWWA C115. Bolts shall have heavy hex head with
heavy hex nuts.
E. Flexible Couplings
1 All flexible couplings shall be cast or ductile iron in accordance with ASTM
Standard A536 and high strength alloy bolts and nuts conforming to
ANSI/AWWA C111.
2 CONTRACTOR is responsible for selecting sleeve lengths appropriate to
application, recognizing longer sleeves allow larger deflections and may ease
installation.
G. Flexible Expansion Joints
Flexible expansion joints shall be installed in the locations indicated on the drawings and
shall be manufactured of ductile iron conforming to the material requirements of ASTM
A536 and ANSI/AWWA C153/A21.53. Foundry certification of material shall be
submitted.
Each flexible expansion joint shall consist of an expansion joint designed and cast as an
integral part of a ball and socket type flexible joint, having a minimum per ball deflection
of: 20º, 2” - 12”; 15º, 14” - 36”; 12º, 48” and 4-inches minimum expansion. Additional
expansion sleeves shall be available and easily added or removed at the factory or in the
field. Both standardized mechanical joint and flange end connections shall be available.
All internal surfaces (wetted parts) shall be lined with a minimum of 15 mils of fusion
bonded epoxy conforming to the applicable requirements of ANSI/AWWA C213.
Sealing gaskets shall be constructed of EPDM. The coating and gaskets shall meet
ANSI/NSF-61.
Exterior surfaces shall be coated with a minimum of 6 mils of fusion bonded epoxy
conforming to the applicable requirements of ANSI/AWWA C116/A21.16.
Appropriately sized polyethylene sleeves, meeting ANSI/AWWA C105/A21.5, shall be
included for direct buried applications.
Manufacturer’s certification of compliance to the above standards and requirements shall
be submitted. The purchaser (or owner) shall reserve the right to inspect the
manufacturer’s facility for compliance. All flexible expansion joints shall be FLEX-
TEND as manufactured by EBAA Iron, Inc. or Engineer approved equal.
H. Tapping Sleeves
Tapping sleeves and valve shall be as identified by the project drawings.
PART 3 EXECUTION
3.1 General
A. All materials, workmanship and installation shall conform to referenced AWWA
Standards and other requirements of these specifications. The methods employed by
the CONTRACTOR in the storage, handling, and installation of pipe, fittings, valves,
hydrants, equipment and appurtenances shall be such as to insure that the material,
after it is placed, tested and permanently covered by backfilling is in as good a
condition as when it was shipped from the manufacturer's plant. Should any damage
occur to the material, repairs or replacement shall be made to the satisfaction of the
ENGINEER.
B. Ductile iron pipe shall be installed in accordance with AWWA Standard C600, except as
modified elsewhere in these specifications. Trench excavation and backfill of ductile
iron piping system shall conform with the requirements of Section 02222, Excavating,
Backfilling and Compacting for Utilities.
C. Sanitary Sewer Separation: CONTRACTOR shall furnish all labor, equipment and
materials required to replace sections of existing sanitary sewers or encase existing
sanitary sewers in reinforced concrete as required to comply with Oregon State Health
Division requirements for minimum separation of sanitary sewers.
3.2 Thrust Restraint
A. As shown on the plans or specified elsewhere in the Technical Specifications, the
CONTRACTOR shall provide joint restraint systems at the fittings and on all joints
within the specified distance on each side of the fitting or joint.
3.3 Testing and Disinfection of Ductile Iron Pipe Mains
A. Testing and disinfection of ductile iron pipe mains shall be done in accordance with
AWWA Standard 600, and AWWA Standard 651. Pipeline disinfection shall utilize a
modified version of AWWA C651 continuous feed method as further defined by Section
01650, Pipeline Testing and Disinfection.
B. All chlorinated water used in disinfection of the water main shall either be discharged
through an approved connection to a public sanitary sewer system or shall be
dechlorinated to limits acceptable by the Oregon State Department of Environmental
Quality (DEQ) prior to discharge into any storm drainage system or open drainageway.
No chlorinated water shall be discharged into storm drainage system or open
drainageway without a dechlorination plan meeting DEQ’s requirements.
END OF SECTION
SECTION 02642
HDPE PIPE FOR STORM DRAINAGE
PART 1 GENERAL
1.1 Scope
A. This Section covers high-density polyethylene (HDPE) pipe for gravity storm drainage systems.
HDPE pipe shall be furnished complete with all fittings, joint materials and appurtenances.
B. Materials to be furnished and installed includes, but is not limited to:
1. All pipe, fittings, bends, beveled pipe, adapters, bulkheads, stoppers, plugs, joints restraints,
joints and jointing materials and pipe supports
2. Make connections to all existing and/or new facilities and provide temporary services
3. Test and clean pipelines
1.2 Delivery, Storage and Handling
A. Comply with requirements of these Specifications
B. Protect the pipe from the sun and provide adequate ventilation.
1.3 Submittals
A. Submit shop drawings in accordance with these Specifications showing: layout plan and
dimensions, schedule of pipe fittings and specials, materials and class for each size and type of
pipe, joint details, pipe supports and any special provisions required for assembly.
B. Product Data -- Provide data on pipe, fittings and accessories.
C. Provide the pipe manufacturer’s certificate stating that the materials have been sampled and
tested in accordance with the provision for and meet the requirements of the designated
specification. An authorized agent of the manufacturer shall sign the certificate.
D. When requested by the ENGINEER, certified copies of physical and chemical test results shall be
submitted for the materials to be provided.
PART 2 PRODUCTS
2.1 Materials
A. Polyethylene Pipe
Solid pipe, perforated pipe, and fittings shall meet the requirements of AASHTO M-252 for pipe
3 inches to 10 inches in diameter, and AASHTO M- 294 for pipe 12 inches to 36 inches in
diameter. Pipe shall also meet the requirements of ASTM F-405 and F-667.
B. Joints -- Pipe joints shall be integral bell push-on type.
C. Pipe shall be ADS N-12 with Pro Link joints, or approved equal.
PART 3 EXECUTION
3.1 Product Handling
A. Care shall be taken in handling and transporting to avoid damaging pipes and their coatings.
Loading and unloading shall be accomplished with the pipe under control at all times and under
no circumstances shall the pipe be dropped. Pipe shall be securely wedged and restrained during
transportation and supported on blocks when stored in the shop or field.
B. Storage -- Store all pipe on a flat surface so as to support the barrel evenly. It is not recommended
that pipe be stacked higher than four feet. Plastic pipe, if stored outside, shall be covered with an
opaque material to protect it from the sunlight.
3.2 Inspection
A. All pipe sections, specials and jointing materials shall be carefully examined for defects and no
piece shall be laid that is known to be defective. Any defective piece installed shall be removed
and replaced with a new pipe section in a manner satisfactory to the ENGINEER at the
CONTRACTOR’s expense.
B. Defective material shall be marked with a lumber crayon and removed from the job site before
the end of the day.
3.3 Preparation
A. Excavate trenches and prepare and maintain subgrade as described in these Specifications and
shown on the Plans. Pipe base shall be inspected prior to placement of the pipe. Remove large
stones or other hard matter that could damage pipe or impede consistent backfilling or
compaction.
B. All pipe trenches shall be excavated below the proposed pipe invert as required to accommodate
the depths of pipe bedding material as scheduled on the drawings.
C. Remove dirt and foreign material, inside and outside, from pipe and fitting materials before
assembly.
D. Make straight-fired cuts without chipping or cracking pipe.
3.4 Installation
A. Install pipe and accessories in accordance with manufacturer’s instructions.
B. Lift or roll pipe into position. Do not drop or drag pipe over prepared bedding.
C. Install pipe and fittings to the line and grade specified on the Drawings with bell end upstream,
with joints centered, spigots home, pipe properly supported and restrained against movement, and
all valve stems plumb.
D. Lay pipe from the low end toward the high point. Provide a continuous, smooth invert. Bell holes
shall be dug where necessary and the pipe shall be placed and supported on bedding material the
full length of the barrel.
E. All loose dirt shall be removed from the bottom and the trench backfilled with specified bedding
material to pipe laying grade.
F. The maximum allowable tolerance for grade is 0.05 feet.
G. The open ends of all pipes and special castings shall be plugged or otherwise closed with a
watertight plug before leaving the work for the night, and at other times of interruption of the
work. All pipe ends, which are to be permanently closed, shall be plugged or capped and
restrained against internal pressure.
H. Joints -- Install per the manufacturer’s recommendations.
3.5 Pipeline Testing
A. General
Gravity pipelines shall be subject to acceptance tests. The CONTRACTOR shall provide
necessary utilities, labor and facilities for testing and shall dispose of waste, including water.
B. Testing
1. Obstructions -- After backfilling and restoration of surfaces, gravity pipelines shall be
inspected for obstructions and shall be cleaned. Pipes less than 24 inches in diameter shall be
cleaned using the sewer ball method. Flushing may clean lines larger than 36 inches in
diameter as long as it is first visually inspected to assure that no physical obstructions exist.
Flushing shall be such that velocities are at least 2.5 feet per second.
2. Lamping and final inspection -- Before the system will be accepted by the OWNER after
work is completed, but before flows are introduced into the new lines, after the
CONTRACTOR has specifically checked all manholes and lines for unfinished work, then
the CONTRACTOR may ask for final inspection and lamping of the lines. The
CONTRACTOR shall correct any failure in the lines, misalignment, or the presence of
problem causing foreign material. The lamping shall be done by using a bright portable light
at one manhole or catch basin and viewing the inside of the pipe from another manhole or
catch basin. The CONTRACTOR shall furnish staff and equipment to assist in this final
inspection and lamping.
C. Special Testing -- Deflection of HDPE Pipe
1. Vertical Ring Deflection -- Before final acceptance of lines constructed of these materials, all
sections of specified pipe eight inches and larger in diameter shall be measured for vertical
ring deflection by the CONTRACTOR and witnessed by the ENGINEER. Maximum
deflection under full load shall not exceed five percent of the average inside diameter as
determined by the laboratory for the specified piping.
2. Failures -- Should any pipe exceed the allowable deflection, the CONTRACTOR shall
replace those pipes and retest the section as directed by the ENGINEER.
3. Equipment -- Equipment used in testing shall be go/no go pull through gauges of a type
approved by the ENGINEER. Each gauge must be checked and approved by the laboratory
before using. A metal or plastic gauging ring of diameter equal to 95 percent of the specified
average pipe diameter shall be furnished with each gauge required.
4. Testing Equipment and Personnel -- The CONTRACTOR shall provide Testing equipment
and personnel to perform the required tests. The ENGINEER must witness the tests.
5. Use of mechanical pulling devices will not be permitted.
3.6 Pipe and Manhole Abandonment and Removal
Pipe to be removed shall be cut off at the berm intersection or where indicated on plans. Remaining
cut end and abandoned pipe shall be properly plugged watertight with fittings or masonry plug.
Manholes and structures to be abandoned shall be filled with suitable material as approved by
OWNER and ENGINEER. Any removed salvageable items shall remain the property of the OWNER,
and shall be stored as directed by the OWNER. The OWNER may refuse any items. The
CONTRACTOR must properly dispose of such items free of charge to OWNER.
3.7 Field Testing
A. All materials, process of manufacturing and finished pipe shall be subject to inspection and
approval.
B. The ENGINEER may select one sample of pipe on the job site of each production run of each
size and type of pipe to be tested by the laboratory. The CONTRACTOR shall furnish the first
test piece or pipe core and any additional samples required because of failures. Should the sample
fail to meet specifications, the laboratory in conformance with the specifications shall conduct
retest.
3.8 Protection
A. Protect finished Work under provisions of these Specifications.
B. Protect pipes and bedding from damage or displacement until backfilling operation is in progress.
END OF SECTION
SECTION 02700
STORM DRAINAGE FACILITIES
PART 1 GENERAL
1.1 Description of Work
Work under this Section includes all drainage related facilities shown on the plans.
1.2 Related Documents
ODOT/APWA Construction Standards shall apply except as modified herein. Standards for Sanitary
Sewer and Surface Water Management shall apply except as modified herein.
1.3 Submittals
A. See Section 01300 Submittals for submittal procedures.
B. Product technical data and material data; including all pipe, manholes, and couplings
appurtenance information.
C. Detailed drawings of each manhole shown on the drawings.
D. Applicable material certifications and testing certificates.
E. Manufacturer’s handling delivery storage and installation requirements.
1.4 Quality Assurance
Unless otherwise noted, all water works materials provided for the project shall be new, of first class
quality and shall be made by reputable manufacturers. All material of a like kind shall be provided
from a single manufacturer unless otherwise approved by the ENGINEER. All material shall be
carefully handled and installed in good working order free from defect in manufacture, storage and
handling. Where an item is to be used but does not have its quality specified herein, it shall be equal
to that specified in the appropriate ODOT/APWA construction Standards.
PART 2 MATERIALS
2.1 Sumps, Manholes, Area Drains, and Catch Basins
All sumps, manholes, area drains, and catch basins shall be provided per above referenced standards.
Connections of HDPE pipe to manholes and catch basins to be made with Kor-N-Seal Boot or PVC
sand collar and PVC and/or HDPE couplings as required per HDPE pipe manufacturer's
requirements.
2.2 PVC Drainage Pipe (Gravity) - Polyvinyl chloride (PVC) pipe shall conform to ASTM D 3034, SDR
35, for pipe diameter 4-15" and ASTMF-679, SDR35 for pipe diameter 18-24" and shall have rubber
gasket joints conforming to ASTM F477 and ASTM 3212.
2.3 High Density Polyethylene (HDPE) Double Wall, Ribbed Pipe With Smooth Interior- Double walled
ribbed HDPE pipe with a smooth interior shall conform to ASTM 3350, ASTM 405, ASTM 667,
AASHTO M252 and AASHTO M294 and shall have coupled joints with neoprene gaskets. The pipe
shall be installed and coupled according to manufacturer’s requirements for installation of culvert and
other heavy duty drainage applications. Pipe shall be N-12 as manufactured by ADS, Advanced
Drainage System, Inc. or approved equal.
2.4 HDPE Perforated Drainage Pipe -- Polyethylene (PE) drainage pipe and fittings shall be heavy duty
conforming to ASTM 405 and manufactured using virgin PE compounds. For perforated pipe
perforations shall be cleanly cut so as not to restrict the inflow of water, and uniformly spaced along
the length and circumference of the tubing. Circular perforations shall not exceed 3/16-inch diameter.
Slots shall not exceed 1/8-inch in width nor 10 percent of the nominal inside circumference for pipe 4
to 8 inches in diameter.
Slots shall be centered in the valleys of the corrugations. The water inlet area shall be minimum of 1
square inch per linear foot of tubing. Corrugated polyethylene drainage tubing and fittings shall be N-
12 as manufactured by Advance drainage Systems Inc., or approved equal. Where required by plans,
provide geotextile fabric pipe wrap, "ADS Drain Guard Sock Filler" or approved equal.
2.5 ABS Pipe – Use ABS single wall pipe conforming to ASTM D 2751 and ABS composite pipe
conforming to ASTM D 2680, with solvent-cemented or mechanicalseal joints as specified.
Perforated ABS pipe and fittings shall be virgin rigid ABS plastic and shall conform to ASTM D
2751, Type 1 and Type IV, except that the minimum heat deflection temperature (ASTM D 648) shall
be 180 F. Wall thickness shall be not less than 0.140 inches for 4 inch diameter and 0.200 inches for 6
inch diameter. In addition, the pipe shall be perforated with 3/8 inch holes, 3 inches on center along
the pipe. Four inch pipe shall have one row on each side approximately 45 degrees above bottom
centerline. Six inch pipe shall have two rows on each side approximately 45 degrees above bottom
centerline.
2.6 Concrete Pipe and Fittings: Concrete drain pipe under 18 inches in diameter shall conform to current
provisions of ASTM C14 and unless otherwise shown or specified shall be Class 3 and pipe 18 inches
in diameter and over shall conform to current provision of ASTM C76 and unless otherwise shown or
specified shall be Class V. Pipe and fittings shall have rubber gasketed joints. Rubber gaskets shall be
"O" ring or "D" ring conforming to current provisions of ASTM C443.
Fittings and specials for use with concrete pipe shall be of the same design as the pipe with which
they are used. Fittings shall have internal reinforcement as may be required.
2.7 HDPE Fittings
Connections of HDPE pipe to HDPE pipe to be made by means of couplings designed for joining
HDPE pipe, ADS N-12 coupler or approved equal. Lateral service connections to be made by ADS
N-12 Saddle Tee, or approved equal.
2.8 PVC Fittings
Connections of HDPE pipe to manholes and catch basins to be made with PVC sand collar and PVC
and/or HDPE couplings as required per HDPE pipe manufacturer's requirements.
PART 3 EXECUTION
3.1 All construction and installation procedures to conform to above referenced standards and other
related sections herein.
3.2 Field Testing
A. Testing of gravity storm sewers shall include video inspection and deflection test for plastic
pipes. Test equipment shall be furnished by the CONTRACTOR and tests shall be performed
according to Unified Sewerage Agency requirements.
END OF SECTION
SECTION 02721
AGGREGATE BASE COURSE
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Aggregate base course.
B. Related Sections:
1. Section 02371 - Riprap and Rock Lining
2. Section 02510 - Asphalt Concrete Pavement
3. Section 2700 - Storm Drainage Facilities
1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
C. Coarse Aggregate Fill:
1. Basis of Measurement: By cubic yard.
D. Fine Aggregate Fill Type:
1. Basis of Measurement: By the cubic yard.
1.4 REFERENCES
A. American Association of State Highway and Transportation Officials:
1. AASHTO T180 - Standard Specification for Moisture-Density Relations of Soils
Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop.
B. ASTM International:
1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics
of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
2. ASTM D1556 - Standard Test Method for Density of Soil in Place by the Sand-
Cone Method.
3. ASTM D1557 - Standard Test Method for Laboratory Compaction
Characteristics of Soil Using Modified Effort (6,000 ft-lbf/ft3 (2,700 kN-m/m3)).
4. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in
Place by the Rubber Balloon Method.
5. ASTM D2922 - Standard Test Method for Density of Soil and Soil-Aggregate in
Place by Nuclear Methods (Shallow Depth).
6. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in
Place by Nuclear Methods (Shallow Depth).
1.5 SUBMITTALS
A. Section 01330 - Submittal : Requirements for submittals.
B. Samples: Submit, in air-tight containers, 10 lb sample of each type of fill to testing
laboratory.
C. Materials Source: Submit name of imported materials suppliers.
D. Manufacturer's Certificate: Certify Products meet or exceed specified requirements.
1.6 QUALITY ASSURANCE
A. Furnish each aggregate material from single source throughout the Work.
B. Perform Work in accordance with Clatsop County Public Work’s standard.
PART 2 PRODUCTS
2.1 MATERIALS
A. Coarse Aggregate Fill as recommended and approved by Geotechnical Engineer.
Part 3 EXECUTION
1.1 EXAMINATION
A. Section 01300 - Submittals: Verification of existing conditions before starting work.
B. Verify substrate has been inspected, gradients and elevations are correct, and is dry.
1.2 PREPARATION
A. Correct irregularities in substrate gradient and elevation by scarifying, reshaping, and re-
compacting.
B. Do not place fill on soft, muddy, or frozen surfaces.
1.3 AGGREGATE PLACEMENT
A. Place aggregate in maximum 6 inch layers and compact to specified density.
B. Level and contour surfaces to elevations and gradients indicated.
C. Add small quantities of fine aggregate to coarse aggregate as appropriate to assist
compaction.
D. Maintain optimum moisture content of fill materials to attain required compaction
density.
E. Use mechanical tamping equipment in areas inaccessible to compaction equipment.
1.4 TOLERANCES
A. Maximum Variation From Flat Surface: ½ inch measured with 10 foot straight edge.
B. Maximum Variation From Thickness: 1/4inch.
C. Maximum Variation From Elevation: 1/2inch.
1.5 FIELD QUALITY CONTROL
A. Compaction testing will be performed in accordance with [ASTM D1556.] [ASTM
D1557.] [ASTM D698.] [AASHTO T180.] [ASTM D2167.] [ASTM D2922.] [ASTM
D3017.]
B. When tests indicate Work does not meet specified requirements, remove Work, replace
and retest.
C. Frequency of Tests: [________].
1.6 SCHEDULES
A. Under Asphalt Pavement:
1. Compact placed aggregate materials uniformly to achieve 95 percent of
maximum density.
B. Under Concrete Pavement:
1. Compact placed aggregate materials uniformly to achieve 95 percent of
maximum density.
C. Under Tank:
1. Compact placed aggregate materials uniformly to achieve 95 percent of
maximum density.
END OF SECTION
SECTION 02800
STEEL FENCES AND GATES
PART 1 GENERAL
1.1 Description
This Section covers all work necessary to construct new steel fencing and gates as shown on the Plans
or specified elsewhere. All fences and gates shall be furnished with top rails and knuckled periphery
edges.
1.2 Submittals
Submit shop drawings for steel fences and gates, including plan layout and details illustrating fence
height, location, and sizes of posts, rails, braces, gates and footings, appurtenances, hardware list and
erection procedures.
1.3 Reference Specifications, Codes and Standards
Comply with the standards of the Chain Link Fence Manufacturer’s Institute for “Galvanized Steel Chain
Link Fence Fabric”, and “Industrial Steel Specifications for Fence-Posts, Gates and Accessories”, and as
specified herein. Requirements stated herein take precedence. Provide each type of steel fence and gate as
a complete unit produced by a single manufacturer, including necessary erection accessories, fittings and
fastenings.
PART 2 PRODUCTS
2.1 Materials
A. Fabric
Fabric shall be continuous chain link fence, height as shown on the plans, having a 2-inch mesh,
#9 gauge copper bearing steel wire. Top and bottom selvage shall be knuckled finish. It shall be
galvanized after weaving and the zinc coating shall not be less than 1.2 ounces per square foot.
Where shown on plans, fabric shall be covered with a minimum 15 mils of PVC coating, colored
black. All mesh shall have knuckled periphery to eliminate sharp appendages.
B. Line Posts
Line posts shall be hot dipped galvanized 2.375” O.D. hot dipped galvanized pipe, weighing 3.65
pounds per lineal foot, and, where shown on plans, coated with 10 to 15 mils of PVC, colored
black. Line posts shall be spaced not further than 10-foot on-center.
C. Terminal Posts
End, corner and pull posts shall be hot dipped galvanized pipe 2.875 inches O.D. and weighing
not less than 5.79 pounds per lineal foot and, where shown on plans, coated with 10 to 15 mils of
PVC, colored black.
D. Top Rail
Top rail shall be hot dipped galvanized 1.660 inch O.D. pipe, weighing 1.806 pounds per lineal
foot and, where shown on plans, coated with 10 to 15 mils of PVC, colored black. Top rails shall
be furnished in random lengths of approximately 20 feet. They shall be jointed using a pressed
steel or malleable sleeve, not only allowing for expansion and contraction, but also providing a
continuous brace from end to end of each stretch of fence.
E. Tension Wire
Bottom tension wire shall be #7 gauge heavy galvanized high carbon steel coil spring wire,
securely fixed to the fabric, line posts and terminal posts.
F. Braces
All terminal posts shall be braced with 1.660 inch O.D. horizontal pipe bracing of the same
material as the top rail, securely attached to the terminal and first line post with malleable iron
fittings. They shall be truss braced from the first line post to the bottom of the terminal post, with
a 3/8-inch galvanized truss rod assembly. Corner posts shall be braced in both directions.
G. Fittings
Hot dip galvanized. All fittings to be malleable cast iron or pressed steel.
H. Fabric Ties
#11 gauge galvanized wire ties shall be used to tie the fabric to the line posts and rails. Space ties
at 14 inches on-center (O.C.).
I. Gates
Gate frames to be made of heavy galvanized 1.90 inch O.D. pipe, weighing 2.72 pounds per
lineal foot. Corner fittings, ball and socket hinges, catch stops and center rest to be heavy
galvanized malleable iron. Hinges as required. Provide diagonal cross-bracing. Gates shall have
3-inch clearance above ground surface and sized for the application shown.
J. Gate Posts
Posts shall be hot dipped galvanized pipe 2.875-inch O.D. weighing 5.79 pounds per lineal foot
and, where shown on plans, coated with 10 to 15 mils of PVC, colored black.
K. Framework Material
All posts, rails and braces to be heavy galvanized steel and, where shown on plans, coated with
10 to 15 mils of PVC, colored black.
L. Lock Assembly and Gate Stop
Provide for each gate one (1) double-hasp drive gate drop rod lock assembly set in concrete and
one (1) gate stop set in concrete. All lock assemblies and gate stops shall be fabricated from
heavy galvanized malleable iron. Provide one vandal-proof keyed lock and 3 keys for each gate
assembly.
PART 3 EXECUTION
3.1 Installation
A. All materials and workmanship shall be first class in all respects and shall be done in a neat and
workmanlike manner. Installation shall be conducted in accordance with the requirements of the
Chain Link Fence Manufacturers Institute and these plans and specifications.
B. All line, terminal, gate stops, gate drop, and gate posts shall be fixed with a minimum of 3-foot
embedment in concrete poured into a 1-foot diameter hole and plumb upon curing of the concrete.
END OF SECTION
SECTION 03100
CONCRETE WORK
PART 1 GENERAL
1.1 Description
A. The extent of concrete work is shown on the drawings. The work also includes providing
formwork and shoring for cast-in-place concrete and installation into formwork of items such as
reinforcing steel bar (rebar), anchor bolts, setting plates, bearing plates, anchorages, inserts,
reveals, frames, nosings, sleeves and other items to be embedded in concrete.
B. This Section does not apply to Concrete Tanks. Concrete Tanks are specified in Sections 13010,
and 13020.
1.2 Quality Assurance
A. Codes and Standards
Comply with the provisions of the following codes, specifications and standards, except
as otherwise shown or specified here:
ACI 301 “Specifications for Structural Concrete for Buildings”
ACI 311 “Recommended Practice for Concrete Inspection”
ACI 318 “Building Code Requirements for Reinforced Concrete”
ACI 347 “Recommended Practice for Concrete Formwork”
ACI 304 “Recommended Practice for Measuring, Mixing, Transporting
and Placing Concrete”
Concrete Reinforcing Steel Institute, “Manual of Standard Practice”
IBC – “International Building Code” - 2006
Comply with building code requirements which are more stringent than the
above and all OSHA requirements.
B. Workmanship
The CONTRACTOR is responsible for correction of concrete work that does not
conform to the specified requirements, including strength, tolerances and finishes.
Correct deficient concrete as directed by the ENGINEER. The CONTRACTOR shall
also be responsible for the cost of corrections to any other work affected by or resulting
from corrections to the concrete work.
C. Concrete Testing Service
Employ, at CONTRACTOR’s expense a testing laboratory acceptable to the
ENGINEER to perform material evaluation tests and to design concrete mixes.
See detailed requirements in Part 3.14 “Quality Control Testing during
Construction”.
D. Testing Requirements
Materials and installed work may require testing and retesting, as directed by the
ENGINEER, at anytime during the progress of the work. Allow free access to material
stockpiles and facilities at all times. All testing, including the retesting of rejected
materials and installed work shall be done at the CONTRACTOR’s expense.
E. Tests for Concrete Materials
1. Test aggregates by the methods of sampling and testing of ASTM C33.
2. For Portland cement, sample the cement and determine the properties by the methods of test of
ASTM C150.
3. Submit written reports to the ENGINEER, for each material sampled and tested prior to the start
of work. Provide the project identification name and number, date of report, name of
CONTRACTOR, name of concrete testing service, source of concrete aggregates, material
manufacturer and brand name for manufactured materials, values specified in the referenced
specification for each material, and test results. Indicate whether or not material is acceptable for
intended use.
4. Certificates of material properties and compliance with specified requirements may be submitted
in lieu of testing. The materials producer and the CONTRACTOR must sign certificates of
compliance.
F. Allowable Tolerances
1. Construct formwork to provide completed cast-in-place concrete surfaces
complying with the tolerances specified in ACI 347, and as follows:
a. Variation from plumb in lines and surfaces of columns, piers, walls and
rises; 1/4-inch per 10 feet, but not more than 1-inch. For exposed corner
columns, control joint grooves, and other conspicuous lines, 1/4-inch in
any bay or 20 feet maximum; 1/2inch maximum in 40 feet or more.
b. Variation from level or grade in slab soffits, ceilings, beam soffits, and
rises 1/4-inch in 10 feet, 3/8-inch in any bay or 20 feet maximum, and
3/4-inch in 40 feet or more. For exposed lintels, sills, parapets,
horizontal grooves and other conspicuous lines, 1/4-inch in any bay or 20
feet maximum and 1/2-inch in 40 feet or more.
c. Variation from position of the linear lines and related columns, walls,
and partitions, 1/2-inch in any bay or 20 feet maximum, and 1-inch in 40
feet or more.
d. Variation in sizes and locations of sleeves, floor openings, and wall
openings, 1/4-inch.
e. Variation in cross-sectional dimensions of columns and beams and
thickness of slabs and walls, minus 1/4-inch and plus 1/2-inch.
f. Variations in footing plan dimensions, minus 1/2-inch and plus two (2)
inches; misplacement or eccentricity, two (2) percent of the footing
width in direction of misplacement but not more than two (2) inches;
thickness reduction, minus five (5) percent.
g. Variation in steps - In a flight of stairs, 1/8-inch for rise and 1/4-inch for
treads; in consecutive steps, 1/16-inch for rise and 1/8-inch for treads.
h. Circular structures shall be constructed in a true circular form, with
maximum variation of 1/4-inch from the dimensions shown on the plans.
1. Before concrete placement check the lines and levels of erected formwork. Make
corrections and adjustments to ensure proper size and location of concrete
members and stability of forming systems.
2. During concrete placement check formwork and related supports to ensure that
forms are not displaced and that completed work will be within specified
tolerances.
G. Quality Control Testing During Construction
See Section 3 - Execution.
1.3 Submittals
A. For information only, submit six (6) copies of manufacturer’s data with application
and installation instructions for proprietary materials and items, including
reinforcement and forming accessories, admixtures, patching compounds, water
stops, joint systems, chemical floor hardeners, dry-shake finish materials, and others.
Bind and submit in one submittal.
B. Submit shop drawings for fabrication, bending and placement of concrete
reinforcement. Comply with the ACE 315 “Manual of Standard Practice for Detailing
Reinforced Concrete Structures” showing bar schedules, stirrup
spacing, diagrams of bent bars, and arrangements of concrete reinforcement. Include
special reinforcement required at openings through concrete structures.
C. Submit shop drawings for fabrication and erection of specific finished concrete surfaces
as shown or specified. Show the general construction of forms including jointing, special
formed joints or reveals, location and pattern of form tie placement, and other items
which affect the exposed concrete visually. Submit form drawings for building columns,
walls, fascias, and intersections, and concrete pan and joist system. Submit for typical
sections only. ENGINEER’s review is for general architectural applications and features
only. Design of formwork for structural stability and efficiency is the
CONTRACTOR’s responsibility.
D. Submit written reports to the ENGINEER of each proposed mix for each class of
concrete at least 15 days prior to start of work. Do not begin concrete production until
the ENGINEER has reviewed mixes.
E. Submit six (6) copies of laboratory test reports for concrete materials and mix design
tests as specified.
F. Material Certificates may be provided in lieu of materials laboratory test reports. The
material manufacturer and the CONTRACTOR, certifying that each material item
complies with, or exceeds, the specified requirements shall sign material certificates.
1.4 Concrete Mix Designs
A. All concrete materials shall be proportioned so as to produce a workable mixture in
which the water content will not exceed the maximum specified.
B. If the concrete mix designs specified herein have not been used previously by the ready-
mix supplier or if directed by the ENGINEER, mix proportions and concrete strength
curves for regular cylinder tests, based on the relationship of 7, 14 and 28 day strengths
versus slump values of two (2), four (4), and six (6) inches, all conforming to these
Specifications, shall be established by an approved ready-mix supplier or an independent
testing laboratory. A laboratory, independent of the ready-mix supplier, shall be required
to prepare and test all concrete cylinders.
C. The exact proportions by weight of all materials entering into the concrete delivered to
the jobsite shall conform to the approved mix design unless specifically approved by the
ENGINEER
D. The proportions of such mix design shall be based on a full cubic yard of
hardened concrete.
E. Ready-mix companies or jobsite batch plants shall furnish delivery tickets, signed by a
Certified Weighmaster, on which each shall state the weight of aggregates, sand,
cement, admixtures and water and the number of cubic yards of concrete furnished,
which will be compared against the approved mix design.
F. There shall be no variation in the weights and proportions of materials from the
approved mix design.
G. There shall be no variation in the quality and source of materials once they have been
approved for the specific mix design.
1.5 Ready-mixed Concrete
Ready-mixed concrete shall conform to the requirements of ACI 301 and ASTM C 94. In case
of conflict, ACI 301 shall govern.
1.7 Job Conditions
Maintain continuous traffic control and access for vehicular and pedestrian traffic as required for
other construction activities as well as to adjoining facilities for regular operation. Utilize
flagmen, barricades, warning signs and warning lights as required, to maintain a safe entrance
and passage on all roads or drives abutting the project.
PART 2 PRODUCTS
2.1 Wall Forms
A. Full Height Pours: The wall form design shall be such that wall sections can be poured
full height without creating horizontal cold joints and without causing snapping of form
ties which shall be of sufficient strength and number to prevent spreading of the forms
during the placement of concrete and which shall permit ready removal of the forms
without spalling or damaging the concrete.
B. Wall Form Ties
1. Form ties which remain in the wall of a subgrade water-retaining structure shall
have waterstops and a one inch minimum breakback or cone depth.
2. Snap ties, if used, shall not be broken until the concrete has reached the design
concrete strength. Snap ties, designed so that the ends must be broken off before
the forms can be removed, shall not be used. The use of tie wires as form ties will
not be permitted. Fully threaded stub bolts may be used in lieu of smooth ties
with waterstops.
3. Taper ties with plastic or rubber plugs of an approved and proven design may
also be used. The plugs must be driven into the hole with a steel rod, placed in a
cylindrical recess made therefore in the plug. At no time shall plugs be driven on
the flat area outside the cylindrical recess. Plugs shall be A-58 SURE PLUG as
manufactured by DAYTON SUPERIOR, Santa Fe Springs, CA; phone: (714)
522-3442.
4. Ties shall positively secure the wall to the required dimension and hold the wall
to that dimension prior to and during concrete placement.
C. Wall Form Stiffeners
1. Horizontal walers shall consist of structural steel channels, angles or tubing of adequate size to
retain the concrete without deflecting.
2. The walers shall be rolled or welded to the proper radii or offset brackets shall be used for
shaping the wall to the dimensions shown on the Drawings and shall be used both for inside and
outside wall forms in direct contact with the wall panels and at vertical spacings of no more than
96 inches on center.
3. There shall be at least one such waler within 24 inches of the top and bottom of the wall.
4. The largest dimension of the steel waler shall be in the radial direction.
5. Vertical structural steel or wood members shall be used at a minimum horizontal spacing of 74
inches and shall have sufficient rigidity and strength to insure the proper vertical alignments with
the aid of braces under all predictable stress conditions.
6. In lieu of the above, a different system and spacings may be used if it is satisfactorily
demonstrated to the ENGINEER that it will be equally effective.
2.2 Forms for Exposed Finish Concrete
Unless otherwise shown or specified, construct all formwork for exposed concrete surfaces with
plywood, metal, metal-framed plywood-faced or other acceptable panel-type materials, to provide
continuous, straight, smooth, exposed surfaces. Finish in largest practicable sizes to minimize
number of joints and to conform to joint system shown on drawings. Provide form material with
sufficient thickness to withstand pressure of newly-placed concrete without bow or deflection.
Use overlaid plywood complying with U.S. Product Standard PS-1 “B-B High Density Overlaid
Concrete Form”, Class I. Use flexible spring steel forms or laminated boards free of distortion
and defects to form radius bends as required.
2.3 Forms for Unexposed Finish Concrete
Form concrete surfaces which will be unexposed in finished structure with plywood, lumber,
metal or other acceptable material. Provide lumber dressed on at least two (2) edges and one (1)
side for tight fit.
2.4 Form Materials
A. Form Coatings
Provide commercial formulation form-coating compounds that will not bond with, stain
nor adversely affect concrete surfaces, and will not impair subsequent treatments of
concrete surfaces requiring bond or adhesion, nor impede wetting of surfaces to be
cured with water or curing compound. Petroleum based coatings shall not be used for
structures in creeks and waterways. Biodegradable coatings shall be used which will
not contaminate the creeks/waterways or an alternate method for stripping the form
shall be proposed.
B. Chamfers, Reveals, Drips
Provide preformed PVC or shaped wood or metal of size and profile as shown on
drawings.
C. Cylindrical Columns and Supports
Form round-section members with paper or fiber tubes, constructed of laminated
plies using water-resistant type adhesive with wax-impregnated exterior for weather
and moisture protection. Provide units with sufficient wall thickness to resist loads
imposed by wet concrete without deformation. Provide units having “seamless”
interior to minimize spiral gaps or seams.
D. Pan Forms
Provide forms for concrete pan-type construction complete with covers and end
enclosures to form a true, clean, smooth concrete surface. Design units for easy removal
without damaging placed concrete. Block adjoining pan units if required to avoid lateral
deflection of formwork during concrete placement and compaction. Provide standard or
tapered end forms, as shown.
If required, factory-fabricate pan form units to required sizes and shapes of the
following:
1. Steel - 16 gauge minimum, free of dents, irregularities, sag and rust, or
2. Glass-Fiber Reinforced Plastic - Molded under pressure with matched dies, 0.11 inches minimum
wall thickness.
E. Inserts
Provide metal inserts for anchorage of materials or equipment to concrete construction,
not supplied by other trades and as required for the work. Provide “Parabolt” by the
Molly Company, “Phillips Red-Head”, or “Burke” products.
2.5 Reinforcing Materials
A. Reinforcing Bar (rebar)
ASTM A615 and as follows:
Stirrups and Ties Grade 60 All other Uses Grade 60
B. Steel Wire
ASTM A82, plain, cold-drawn, steel.
C. Welded Wire Fabric (WWF)
ASTM A185, welded steel wire fabric.
D. Supports for Reinforcement
Provide supports for reinforcement including bolsters, chairs, spacers and other devices
for spacing, supporting and fastening reinforcing bars and welded wire fabric in place.
Use wire bar type supports complying with CRSI recommendations, unless otherwise
specified. Wood, brick, concrete blocks and other devices will not be acceptable. For
slabs-on-grade, use supports with sand plates or horizontal runners where wetted base
materials will not support chair legs. For exposed-to-view concrete surfaces, where legs
of supports are in contact with forms, provide supports with legs that are hot-dip
galvanized, after fabrication, or plastic protected or stainless steel protected.
2.6 Concrete Materials
A. Portland Cement
ASTM C150, Type I/II, unless otherwise acceptable to ENGINEER. Use only one (1)
brand of cement throughout the project, unless otherwise acceptable to the ENGINEER.
B. Aggregates
ASTM C33 and as herein specified. Provide aggregates from a single source for all
exposed concrete.
Local aggregates not complying with ASTM C33 but which have shown by special
test or actual service to produce concrete of adequate strength and durability may be
used when acceptable to the ENGINEER.
1. Fine Aggregate - Clean, sharp, natural sand free from loam, clay, lumps or other
deleterious substances. Dune sand, bank-run sand and manufactured sand are not
acceptable.
2. Coarse Aggregate - Clean, uncoated, processed aggregate containing no clay,
mud, loam or foreign matter, as follows:
a. Crushed stone processed from natural rock or stone.
b. Washed gravel, either natural or crushed. Use of pit or bank run gravel is
not permitted.
c. Maximum Aggregate Size - Not larger than one-fifth (1/5) of the
narrowest dimensions between sides of forms, one-third (1/3) of the
depth of slabs, nor three-fourths (3/4) of the minimum clear space
between individual reinforcing bars or bundles of bars.
3. These limitations may be waived if, in the judgment of the ENGINEER,
workability and methods of consolidation are such that concrete can be placed
without honeycomb or voids.
4. In general it is desired that normal commercial mixes using 1-1/2-inch or 3/4-
inch maximum aggregate size be used.
5. Aggregate for exposed aggregate concrete shall consist of selected aggregate of
washed clean river gravel in color range of medium to dark in browns and grays;
material uniformly sized 5/8-inch to 3/4inch.
C. Water - Clean, fresh, drinkable.
D. Air Entraining Admixture - ASTM C260.
E. Water-Reducing Admixture - ASTM C494, Type A.
F. Set-Control Admixtures -ASTM C494, as follows:
1. Type B, Retarding.
2. Type C, Accelerating.
3. Type D, Water-reducing and Retarding.
4. Type E, Water-reducing and Accelerating.
Calcium chloride will not be permitted in concrete, unless otherwise
authorized in writing by the ENGINEER.
2.7 Related Materials
A. Waterstops
Provide flat, dumbbell type or centerbulb type waterstops at construction joints and other
joints as shown. Size to suit joints or as shown. Provide PVC waterstops complying with
Corps of Engineer’s CRD-C 572. Waterstops to be Greenstreak 701 or approved equal.
Split face waterstops will not be acceptable under any circumstances.
B. Bituminous and Fiber Joint Filler
Provide resilient and non-extruding type premolded bituminous impregnated
fiberboard units complying with ASTM D1751, FS HH-F-341, Type 1 and AASHTO
M 213. Provide one of the following products:
1. Elastite; Philip Carey/Celotex
2. Flexcell; Celotex Corp.
3. Crane Fiber 1390; W.R. Grace & Co.
4. Fibre; W.R. Meadows, Inc.
5. Tex-Lite; J & P Petroleum Prod. Inc.
6. Sonoflex; Sonneborn/Contech, Inc.
E. Form Ties (for forms other than wall forms)
Factory-fabricated, adjustable-length, removable or snapoff metal form ties, designed to
prevent form deflection, and to prevent spalling concrete surfaces upon removal.
Unless otherwise shown, provide ties so portion remaining within concrete after
removal is at least 1-1/2 inches inside concrete. Unless otherwise shown, provide form
ties, which will not leave holes larger than 1inch in diameter in concrete surface.
F. Concrete Curing Materials
Acrylic curing and sealing compound - Water emulsion acrylic curing and sealing
compound formulated of acrylic polymers of water based carrier. W.R. Meadows, Inc.
VOCOMP-20 or approved equal.
G. Epoxy Adhesive
Provide Sikadur Hi-Mod (Sikastik 370) or Sikadur Hi-Mod Gel (Sikastix 390) for
application to wire-brushed and prepared existing concrete to be mated to new concrete.
Apply per manufacturer’s recommendations.
J. Nonshrink Grout
For patching and grouting, Master Builders Masterflow 713, Set Products
Company, or approved equal.
2.8 Proportioning Normal Concrete
A. As indicated in the Structural Drawings, concrete shall meet the following mix and
compressive strength requirements:
1.) Minimum Compressive Strength of 4,000 psi.
2.) Air Entrainment of 5% (±1%) by Volume.
3.) Slump between 1” to 3”
B. All measurements shall be by weight. However, CONTRACTOR, at his own expense,
may increase the cement content at a corresponding reduction in weight of aggregate and
sand, whenever he is concerned that the minimum strength and mix ratio requirements
under these specifications can not be met. The amount of water to be used shall be the
amount necessary to produce a plastic mixture of the specified slump.
C. The slump shall be between one inch and three inches when tested in accordance with
ASTM Specifications C 143. Variations in the slump range may be allowed by the
ENGINEER if admixtures, such as water reducers or superplasticizers, are utilized in the
concrete mix. Regardless of the measured slump, the maximum allowable water-cement
ratios as specified here-in, shall be strictly adhered to.
D. Retarding Densifiers
1. All concrete used for wall construction shall also contain DARATARD17, as manufactured by
Grace Const. Products, Cambridge, MA or MBL82, as manufactured by Master Builders,
Cleveland, OH in the amounts recommended by the additive manufacturer whenever the air
temperature during the pour exceeds 85 F.
2. To be considered as equal, any alternate product offered for consideration shall contain no
calcium chloride, and shall be compatible with air-entrained cements and air-entraining
admixtures conforming to the applicable ASTM, AASHTO, ANSI and Federal specifications.
3. CONTRACTOR shall certify that admixtures do not contain calcium chlorides or
other corrosive materials.
E. Air-Entraining Agents
1.
2. Air-entraining agents shall meet ASTM C 260, ASTM C 233 and ASTM C 457.
3. The maximum total volumetric air content of the concrete before placement shall be six (5)
percent plus or minus one percent as determined by ASTM C 173 or ASTM 231.
4. Subject to these Specifications, consideration will be given to the following products:
PROTEX “AES,” GRACE “DAREX AEA,” MASTER BUILDERS “MB-AE10,” or SIKA
CHEMICAL “AER.”
F. Water Reducing Admixtures
1. In addition to air-entrainment, approved water reducing additives, which do not affect the
ultimate performance of any steel in any way, may be added to maintain the maximum water
content below that specified herein. Water reducing additives shall conform to ASTM C 494,
Type A or D.
2. The use of water reducing additives shall not permit a reduction in the minimum specified cement
content or in the specified amount of air-entrainment.
3. Admixtures shall contain no calcium chloride, tri-ethanolamine or fly ash. All admixtures shall be
from the same manufacturer.
4. Superplasticizers, if allowed by the ENGINEER, shall conform to ASTM C 494, Type F or G,
batch plant added using second or third generation only.
5. Set control admixtures if allowed by the ENGINEER, shall conform to ASTM C 494, Type B
(retarding) or Type C (accelerating).
G. Submit written reports to the ENGINEER of each proposed mix for each class of
concrete at least 15 days prior to start of work. Do not begin concrete production until
the ENGINEER has reviewed mixes.
2.9 Concrete Mixing
Ready-Mix Concrete - Comply with the requirements of ASTM C94, and as herein specified.
During hot weather, or under conditions contributing to rapid setting of concrete, a shorter
mixing time than specified in ASTM C94 may be required. When the air temperature is between
85°F and 90°F, reduce the mixing and delivery time from 1-1/2 hours to 75 minutes, and when
the air temperature is above 90°F, reduce the mixing and delivery time to 60 minutes.
PART 3 EXECUTION
3.1 Forms
A. Design, erect, support, brace and maintain formwork to support vertical and lateral
loads that might be applied until such loads can be supported by the concrete structure.
Construct formworks so concrete members and structures are of correct size, shape,
alignment, elevation and position.
B. Design formworks to be readily removable without impact shock, or damage to cast-in-
place concrete surfaces and adjacent materials.
C. Construct forms complying with ACI 347, to sizes, shapes, lines and dimensions shown,
and to obtain accurate alignment, location, grades, level and plumb work in finished
structures. Provide for openings, offsets, sinkages, keyways, recesses, moldings,
rustications, reglets, chamfers, blocking, screeds, bulkheads, anchorages and inserts and
other features required in work. Use selected materials to obtain required finishes.
Solidly butt joints and provide backup at joints to prevent leakage of cement paste.
D. Fabricate forms for easy removal without hammering or prying against the concrete
surfaces. Provide crush plates or wrecking plates where stripping may damage cast
concrete surfaces. Provide top forms for inclined surfaces where slope is too steep to
place concrete with bottom forms only. Kerf wood inserts for forming keyways, reglets,
recesses, and the like, to prevent swelling and for easy removal.
E. Erect falsework and support; brace and maintain it to safely support vertical, lateral and
asymmetrical loads applied until such loads can be supported by in-place concrete
structures.
Provide shores and struts with positive means of adjustment capable of taking up
formwork settlement during concrete placing operations, using wedges or jacks or a
combination thereof. Provide trussed supports when adequate foundations for shores
and struts cannot be secured.
Support form facing materials by structural members spaced sufficiently close to
prevent deflection. Fit forms placed in successive units for continuous surfaces to
accurate alignment, free from irregularities and within allowable tolerances.
F. Forms for Exposed Concrete
Drill forms to suit ties used and to prevent leakage of concrete mortar around tie holes.
Do not splinter forms by driving ties through improperly prepared holes. Do not use
metal cover plates for patching holes or defects in forms. Provide sharp, clean corners at
intersecting planes, without visible edges or offsets. Back joints with extra studs or girts
to maintain true, square intersections. Use extra studs, walers and bracing to prevent
bowing of forms between studs and to avoid bowed appearance in concrete. Do not use
narrow strips of form material, which will produce bow. Assemble forms so they may be
readily removed without damage to exposed concrete surfaces. Form molding shapes,
recesses and projections with smooth-finish materials, and install in forms with sealed
joints to prevent displacement.
Corner Treatment - Form exposed corners of beams and columns to produce square,
smooth, solid, unbroken lines, except as otherwise indicated.
G. Provide temporary openings where interior area of formwork is inaccessible for
cleanout, for inspection before concrete placement, and for placement of concrete.
Securely brace temporary openings and set tightly to forms to prevent loss of concrete
mortar. Locate temporary openings of forms at inconspicuous locations.
H. Chamfer exposed corners and edges, reveals and drips as shown using wood, metal,
PVC or rubber strips fabricated to produce uniform smooth lines and tight edge joints.
I. Provisions for Other Trades - Provide openings in concrete formwork to accommodate
work of other trades. Determine size and location of openings, recesses and chases
from trades providing such ties. Accurately place and securely support items built into
forms.
J. Cleaning and Tightening - Thoroughly clean forms and adjacent surfaces to receive
concrete. Remove chips, wood, sawdust, dirt or other debris just before concrete is
placed. Retighten forms after concrete placement if required to eliminate mortar leaks.
3.2 Placing Reinforcement
Detail and place according to ACI Manual SP-66. Unless otherwise noted, minimum cover shall
be 1-1/2 inches for No. 5 and smaller bars, two (2) inches for No. 6 and larger bars and three (3)
inches when poured against earth. Unless otherwise noted, bend all horizontals reinforcing a
minimum of two (2) feet at corners and wall intersections.
A. Clean reinforcement of loose rust and mill scale, earth, ice and other materials which
reduce or destroy bond with concrete.
B. Accurately position, support and secure reinforcement against displacement by
formwork, construction, or concrete placement operations. Locate and support
reinforcing by metal chairs, runners, bolsters, spacers and hangers, as required.
C. Place reinforcement to obtain at least the minimum coverages for concrete protection.
Arrange, space and securely tie bars and bar supports to hold reinforcement in position
during concrete placement operations. Set wire ties so ends are directed into concrete,
not toward exposed concrete surfaces. Do not place reinforcing bars more than two
inches beyond the last leg of continuous bar support. Do not use supports as bases for
runways for concrete conveying equipment and similar construction loads.
D. Install welded wire fabric in as long lengths as practicable. Lap adjoining pieces at
least one full mesh plus two (2) inches, and lace splices with wire. Offset end laps in
adjacent widths to prevent continuous laps in either direction.
3.3 Joints
A. Construction Joints - Locate and install construction joints, which are not shown on the
drawings, so as not to impair the strength and appearance of the structure, as acceptable
to the ENGINEER.
B. Place construction joints perpendicular to the main reinforcement. Continue all
reinforcement across construction joints. Unless otherwise specified, reinforcement
shall be lapped in accordance with ACI Standards.
C. Waterstops - Provide waterstops in construction joints as shown on the drawings.
Install waterstops to form a continuous diaphragm in each joint. Make provisions to
support and protect waterstops during the progress of the work. Fabricate field joints in
waterstops in accordance with manufacturer’s printed instructions. Protect waterstop
material from damage where it protrudes from any joint.
D. Isolation Joints in Slabs-on-Ground - Construct isolation joints in slabs-on-ground at all
points of contact between slabs on ground and vertical surfaces, such as column
pedestals, foundation walls, grade beams and elsewhere as indicated.
E. Control Joints in Slabs-on-Ground - Construct control joints in slabs-onground to form
panels of patterns as shown. Use inserts 1/4-inch wide by one-fifth (1/5) to one-fourth
(1/4) of the slab depth, unless otherwise shown.
1. Form control joints by inserting a premolded hardboard or fiberboard strip into the fresh concrete
until the top surface of the strip is flush with the slab surface. After the concrete has cured,
remove inserts and clean groove of loose debris.
2. Joint sealant material shall be as specified above.
3.4 Installation of Embedded Items
A. General - Set and build into the work anchorage devices and other embedded items
required for other work that is attached to, or supported by, cast-in-place concrete. Use
setting drawings, diagrams, instructions and directions provided by suppliers of the items
to be attached thereto.
B. Edge Forms and Screed Strips for Slabs - Set edge forms or bulkheads and intermediate
screed strips for slabs to obtain the required elevations and contours in the finished slab
surface. Provide and secure units sufficiently strong to support the types of screed strips
by the use of strike-off templates or accepted compacting type screeds.
C. Cast in Place Reglets - Place in straight and continuous lines as detailed to enable
flashing to be applied continuously without deviation at reglet joints more than 1/8-
inch. Miter corners for continuous reglet joint where outside corners occur. At inside
corners extend one section 1-inch past corner. Adequately anchor or secure reglets
per manufacturer’s instructions prior to pouring and during construction to insure
dimensional tolerances and alignment. Vibrate concrete to insure concrete cover
adjacent to and around reglet. Visually inspect after pour and patch as required.
3.5 Preparation of Form Surfaces
Coat the contact surfaces of forms with a form-coating compound before reinforcement is placed.
Thin formcoating compounds only with thinning agent of type, and in amount, and under
conditions of the form-coating compound manufacturer’s directions. Use dissipating-type form
oil at surfaces to receive cement plaster finish. Do not allow excess form-coating material to
accumulate in the forms or to come into contact with concrete surfaces against which fresh
concrete will be placed. Apply in compliance with manufacturer’s instructions. Coat steel forms
with a non-staining, rust-preventative form oil or otherwise protect against rusting. Rust-stained
steel formwork is not acceptable.
3.6 Concrete Placement
A. Pre-Placement Inspection
1. Before placing concrete, inspect and complete the formwork installation, reinforcing steel, and
items to be embedded or cast in. Notify other crafts involved in ample time to permit the
installation of their work; cooperate with other trades in setting such work as required. Notify
ENGINEER in time for inspection prior to pouring.
2. Thoroughly wet wood forms immediately before placing concrete, as required where form
coatings are not used.
3. Coordinate the installation of joint materials and moisture barriers with placement of forms and
reinforcing steel.
4. Concrete Curbs and Paving - Do not place concrete until subbase is completed and approved by
the ENGINEER as required to provide uniform dampened condition at the time concrete is
placed. Moisten subbase as required to provide uniform dampened condition at the time concrete
is placed.
B. Place concrete in compliance with the practices and recommendations of ACI 304 and
as herein specified.
1. Deposit concrete continuously or in layers of such thickness that no concrete will be placed on
concrete which has hardened sufficiently to cause the formation of seams or planes of weakness
within the section. If a section cannot be placed continuously, provide construction joints as
herein specified. Perform concrete placing at such a rate that concrete, which is being integrated,
with fresh concrete is still plastic. Deposit concrete as nearly as practicable to its final location to
avoid segregation due to rehandling or flowing. Do not subject concrete to any procedure, which
will cause segregation.
2. Screed concrete which is to receive other construction to the proper level to avoid excessive
skimming or grouting.
3. Do not use concrete which becomes non-plastic and unworkable or does not meet the required
quality control limits or which has been contaminated by foreign materials. Do not use
retempered concrete. Remove rejected concrete from the project site and dispose of in an
acceptable location. Do not use concrete whose allowable mixing time has been exceeded.
C. Concrete Conveying
1. Handle concrete from the point of delivery and transfer to the concrete conveying
equipment and to the locations of final deposit as rapidly as practicable by
methods, which will prevent segregation and loss of concrete mix materials.
2. Provide mechanical equipment for conveying concrete to ensure a continuous
flow of concrete at the delivery end. Provide runways for wheeled concrete
conveying equipment from the concrete delivery point to the locations of final
deposit. Keep interior surfaces of conveying equipment, including chutes, free of
hardened concrete, debris, water, snow, ice and other deleterious materials.
3. The CONTRACTOR shall provide traffic control on the narrow access roads to
the work sites.
4. The CONTRACTOR shall not wash concrete trucks/chutes/equipment off at the
project site unless plastic tarps and hay bales are employed to contain the
concrete. The CONTRACTOR will be required to haul off-site all concrete
contaminated soil.
D. Placing Concrete into Forms
1. Deposit concrete in forms in horizontal layers not deeper than 24 inches and in a manner to avoid
inclined construction joints. Where placement consists of several layers, place each layer while
preceding layer is still plastic to avoid cold joints.
2. Do not interrupt successive placement; do not permit cold joints to occur.
3. Remove temporary spreaders in forms when concrete placing has reached the elevation of such
spreaders.
4. Consolidate concrete placed in forms by mechanical vibrating equipment supplemented by hand
spading, rodding or tamping. Use equipment and procedures for consolidation of concrete in
accordance with the recommended practices of ACI 309, to suit the type of concrete and project
conditions. Vibration of forms and reinforcing will not be permitted.
5. Do not use vibrators to transport concrete inside of forms. Insert and withdraw vibrators vertically at
uniformly spaced locations not farther than the visible effectiveness of the machine. Place vibrators
to rapidly penetrate the layer of concrete at least six (6) inches into the preceding layer. Do not insert
vibrators into lower layers of concrete that have begun to set. At each insertion, limit the duration of
vibration to the time necessary to consolidate the concrete and complete embedment of reinforcement
and other embedded items without causing segregation of the mix.
6. Do not place concrete in supporting elements until the concrete previously placed in columns and
walls is no longer plastic.
E. Wall, Wall Footing and Column Footing Forms
1. All vertical wall sides and wall footings shall be formed by methods acceptable
to the ENGINEER and to the correct elevations and location shown on the
Drawings.
2. Pouring Openings
a. Pouring of walls may be done only through pouring openings on one of
the wall sides, and may not be pumped or poured from the top through
the use of "elephant trunks" or tremies.
b. CONTRACTOR shall either erect the complete form on one side of the
wall and then erect the form panels on the other side of the wall while the
concrete pour is in progress or remove form panels from either the inside
or outside form assembly before concrete pouring starts.
c. The horizontal centerline distance between such openings shall not
exceed 96 inches nor shall the distance between the nearest opening and
the bulkhead for the vertical joint exceed 36 inches.
d. The vertical centerline distance between horizontal rows of openings
shall not exceed 96 inches.
e. The minimum pouring opening size shall be 18" x 18".
f. The bottom of the lower openings shall be no more than 48 inches from
the top of the wall-footing.
g. Under no circumstances shall forming be such that the drop of concrete
in the forms will exceed 8 feet in any one place.
h. Blockouts
There shall be no blockouts or other types of wall-openings other
than those shown on the Drawings.
F. Placing Concrete Slabs
1. Deposit and consolidate concrete slabs in a continuous operation, within the limits of construction
joints, until the placing of a panel or section is completed.
2. Consolidate concrete during placing operations using mechanical vibrating equipment so the
concrete is thoroughly worked around reinforcement and other embedded items and into corners.
3. Consolidate concrete placed in beams and girders of supported slabs and against bulkheads of
slabs on ground, as specified for formed concrete structures. Consolidate concrete in the
remainder of slabs by vibrating bridge screeds, roller pipe screeds, or other acceptable methods.
Limit the time of vibrating consolidation to prevent bringing an excess of fine aggregate to the
surface.
4. Bring slab surfaces to the correct level with a straight edge and strike off. Use bull floats or
darbies to smooth the surface, leaving it free of humps or hollows. Do not sprinkle water on the
plastic surface. Do not disturb the slab surfaces prior to beginning finishing operations.
5. Maintain reinforcing steel in the proper position continuously during concrete placement
operations.
G. Bonding
1. Roughen surfaces of set concrete at all joints except where bonding is obtained
by use of concrete bonding agent, and clean surfaces of laitance, coatings, loose
particles and foreign matter. Roughen surfaces in a manner to expose bonded
aggregate uniformly and not to leave laitance, loose particles of aggregate or
damaged concrete at the surface.
2. Prepare for bonding of fresh concrete to new concrete that has set but is not fully
cured, as follows:
a. At joints between footings and walls or columns, and between walls or
columns and beams or slabs they support, and elsewhere unless
otherwise specified herein, dampen, but do not saturate, the roughened
and cleaned surface of set concrete immediately before placing fresh
concrete.
b. At joints in exposed work; at vertical joints in walls; at joints in girders,
beams, supported slabs and other structural members; and at joints
designed to contain liquids; dampen, but do not saturate the roughened
and cleaned surface of set concrete and apply a liberal coating of neat
cement grout.
c. Use neat cement grout consisting of equal parts Portland cement and fine
aggregate by weight and not more than six (6) gallons of water per sack
of cement. Apply with a stiff broom or brush to a minimum thickness of
1/16-inch. Deposit fresh concrete before cement grout has attained its
initial set.
d. In lieu of neat cement grout, bonding grout may be a commercial
bonding agent. Apply to cleaned concrete surfaces in accordance with
the printed instructions of the bonding material manufacturer.
3. Prepare for bonding of fresh concrete to fully cured hardened concrete or existing
concrete by using an epoxy-resin-bonding agent as follows:
a. Handle and store epoxy-resin adhesive binder in compliance with the
manufacturer’s printed instructions, including safety precautions.
b. Mix the epoxy-resin adhesive binder in the proportions recommended by
the manufacturer, carefully following directions for safety of personnel.
c. Before depositing fresh concrete, thoroughly roughen and clean hardened
concrete surfaces and coat with epoxy-resin grout not less than 1/16-inch
thick. Place fresh concrete while the epoxy-resin material is still tacky,
without removing the in-place grout coat, and as directed by the epoxy-
resin manufacturer.
H. Cold Weather Placing
1. Protect all concrete work from physical damage or reduced strength which could
be caused by frost, freezing actions, or low temperatures, in compliance with the
requirements of ACI 306 and as herein specified.
2. When the air temperature has fallen to or is expected to fall below 40°F, provide
adequate means to maintain the temperature in the area where concrete is being
placed at either 70°F for three (3) days or 50°F for five (5) days after placing.
Provide temporary housing or coverings including tarpaulins or plastic film.
Keep protections in place and intact at least 24 hours after artificial heat is
discontinued. Keep concrete moist. Avoid rapid dry-out of concrete due to over-
heating and void thermal shock due to sudden cooling or heating.
3. When air temperature has fallen to or is expected to fall below 40°F, uniformly
heat all water and aggregates before mixing as required to obtain a concrete
mixture temperature of not less than 50°F, and not more than 80°F, at point of
placement.
4. Do not use frozen materials containing ice or snow. Do not place concrete on
frozen subgrade or on subgrade containing frozen materials. Ascertain that
forms, reinforcing steel and adjacent concrete surfaces are entirely free of frost,
snow and ice before placing concrete.
5. Do not use calcium chloride, salt and other materials containing antifreeze agents
or chemical accelerators unless otherwise accepted in mix design.s
I. Hot Weather Placing
1. When hot weather conditions exist that would seriously impair the quality and strength of
concrete, place concrete in compliance with ACI 305 and as herein specified.
2. Cool ingredients before mixing to maintain concrete temperature at time of placement below
90°F. Mixing water may be chilled, or chopped ice may be used to control the concrete
temperature provided the water equivalent of the ice is calculated to the total amount of mixing
water.
3. Cover reinforcing steel with water soaked burlap if it becomes too hot so that the steel
temperature will not exceed the ambient air temperature immediately before embedment in
concrete.
4. Wet forms thoroughly before placing concrete.
5. Do not use retarding admixtures unless otherwise accepted in mix designs.
3.7 Finish of Formed Surfaces
A. Rough Form Finish
For formed concrete surfaces not exposed to view in the finish work or covered by other
construction, unless otherwise shown or specified. This is the concrete surface having
the texture imparted by the form facing material used, with tie holes and defective areas
repaired and patched and fins and other projections exceeding 1/4-inch in height rubbed
down or chipped off.
B. Smooth Form Finish
Provide as-cast smooth form finish for formed concrete surfaces that are to be exposed
to view. Or that are to be covered with a coating material applied directly to the
concrete, or a covering material bonded to the concrete such as waterproofing, damp
proofing, painting or other similar system.
Produce smooth form finish by selecting form material to impart a smooth, hard,
uniform texture and arranging them orderly and symmetrically with a minimum of
seams. Repair and patch defective areas with all fins or other projections completely
removed and smoothed.
C. Curb Finishes
Curbs shall be screeded off accurately to true lines and planes or warped surfaces as
indicated or directed. Finish smooth. Arises shall be true and straight or properly
eased where curved and neatly rounded with approved tool. Smooth trowel finish
with corners rounded to 3/4-inch radius.
D. Grout Cleaned Finish (Sacked)
Provide grout cleaned finish to scheduled concrete surfaces which have received
smooth form finish treatment, and to all exposed to view interior and exterior building
surfaces, typical.
Combine one part Portland cement to 1-1/2 parts fine sand by volume, and mix with
water to the consistency of thick paint. Blend standard Portland cement and white
Portland cement, amounts determined by trial patches, so that final color of dry grout will
closely match adjacent surfaces.
Thoroughly wet concrete surfaces and apply grout immediately to coat surfaces and fill
small holes. Remove excess grout by scraping and rubbing with clean burlap. Keep
damp by fog spray for at least 36 hours after rubbing.
E. Related Unformed Surfaces
At tops of walls, horizontal offsets and similar unformed surfaces occurring adjacent to
formed surfaces, strike off smooth and finish with a texture matching the adjacent formed
surfaces. Continue the final surface treatment of formed surfaces uniformly across the
adjacent unformed surfaces, unless otherwise shown.
3.8 Monolithic Slab Finishes
A. Float Finish
1. Apply float finish to monolithic slab surfaces that are to receive trowel finish and other finishes as
hereinafter specified, and slab surfaces which are to be covered with membrane or elastic
waterproofing, membrane or elastic roofing or sand bed terrazzo, and as otherwise shown on
drawings or in schedules.
2. After placing concrete slabs, do not work the surface further until ready for floating. Begin
floating when the surface water has disappeared or when the concrete has stiffened sufficiently to
permit the operation of a power-driven float, or both. Consolidate the surface with power-driven
floats, or by hand floating if area is small or inaccessible to power units. Check and level the
surface plane to a tolerance not exceeding 1/4-inch in 10 feet when tested with a 10-foot
straightedge placed on the surface at not less than two different angles. Cut down high spots and
fill at low spots. Uniformly slope surfaces to drains. Immediately after leveling, refloat the
surface to a uniform, smooth, granular texture.
B. Trowel Finish
1. Apply trowel finish to monolithic slab surfaces that are to be exposed to view, unless otherwise
shown, and slab surfaces that are to be covered with resilient flooring, paint, or other thin-film
finish coating system.
2. After floating, begin the first trowel finish operation using a power-driven trowel. Begin final
troweling when the surface produces a ringing sound as the trowel is moved over the surface.
3. Consolidate the concrete surface by the final hand troweling operation, free of trowel marks,
uniform in texture and appearance, and with a surface plane tolerance not exceeding 1/8-inch in
10 feet when tested with a 10-foot straightedge. Grind smooth surface defects which would
telegraph through applied floor covering system.
C. Exposed Aggregate Finish
1. Screed to true plane, bullfloat surfaces, provide uniform double troweled finish. After troweling,
let set until hard enough to wash without disturbing coarse aggregates. Simultaneously brush and
spray with water to expose large aggregate and produce texture to match approved sample. Water
cure or keep wet for 25 hours.
2. Scrub surface after 24 hours with a one (1) part muriatic acid to10 part water solution. Rinse
thoroughly.
D. Broom Finish (Non-Slip)
1. Apply non-slip, broom finish to exterior concrete platforms, steps and ramps and elsewhere as shown
on the drawings or in schedules.
2. Immediately after trowel finish, slightly roughen the concrete surface by brooming in the direction
perpendicular to the main traffic route or in the direction of water flow. Use fiber-bristle broom
unless otherwise directed. Coordinate the required final finish with the ENGINEER before
application.
E. Chemical-Hardener Finish
1. Apply chemical curing-hardening compound or chemical-hardener to all interior concrete floors
which will not receive applied finish materials. Mask adjacent work and surfaces to avoid over
spray. Apply liquid chemical-hardener after complete curing and drying of the concrete surface.
2. Dilute the liquid hardener with water and apply in accordance with the manufacturer’s printed
directions. Evenly apply each coat and allow for drying between coats in accordance with
manufacturer’s printed directions.
3. After the final coat of chemical-hardener solution is applied and dried, remove surplus hardener
by scrubbing and mopping with water.
F. Non-slip Aggregate Finish
Apply non-slip aggregate finish to concrete stair treads, platforms, ramps, and elsewhere
as shown on the drawings or in schedules. After completion of float finishing and before
starting trowel finish, uniformly spread 25 pounds of dampened non-slip aggregate per
100 square feet of surface. Tamp aggregate flush with surface using steel trowel, but do
not force the non-slip aggregate particles below surface. After broadcasting and
tamping, apply trowel finish as herein specified. After curing, lightly work the surface
with a steel wire brush, or an abrasive stone, and water to expose the non-slip aggregate.
3.9 Schedule of Concrete Surface Finishes
Also see Section 09800 for protective coating requirements.
Surface Description Type Finish Requirement
A. Interior Horizontal Slabs Slab Trowel Finish then Chemical
Hardener per 2.4 (H).
B. Exterior Horizontal Slabs Slab Broom Finish (Non-slip)
C. Stair Treads, Platforms and Slab Broom Finish (Non-slip)
Ramps
D. Interior Vertical Surfaces Formed Grout Cleaned (Sacked)
Exposed to View
E. Exterior Vertical Surfaces Formed Smooth Form Exposed to View
3.10 Concrete Curing and Protection
A. General
1. Protect freshly placed concrete from premature drying and excessive cold or hot temperature and
maintain without drying at a relatively constant temperature for the period of time necessary for
hydration of the cement and proper hardening of the concrete.
2. Start initial curing as soon as free moisture has disappeared from the concrete surface after
placing and finishing. Weather permitting, keep continuously moist for not less than 72 hours.
3. Begin final curing procedures immediately following initial curing and before the concrete
has dried. Continue final curing for at least seven (7) days and in accordance with ACI 301
procedures. Avoid rapid drying at the end of the final curing period.
B. Curing Methods
Perform curing of concrete by moist curing, by moisture-retaining cover curing, by
membrane curing or by combinations thereof, as herein specified. Provide the curing
methods indicated as follows:
1. For concrete floor slabs provide moisture curing, moisture cover curing or liquid
membrane/chemical curing-hardening curing. If liquid membrane curing is used,
it must be compatible with concrete hardening compounds to be applied later.
2. For other concrete work, provide moisture curing or moisture cover curing. Do
not use liquid membrane or chemical curing-hardening curing on any concrete
work to receive any applied finishes.
3. For curing, use only water that is free of impurities, which could etch or discolor
exposed, natural concrete surfaces.
4. Provide moisture curing by any of the following methods:
a. Keeping the surface of the concrete continuously wet by covering with
water.
b. Continuous water-fog spray.
c. Covering the concrete surface with the specified absorptive cover
thoroughly saturated with water and keeping the absorptive cover
continuously wet. Place absorptive cover so as to provide coverage of
the concrete surfaces and edges with a 4-inch lap over adjacent
absorptive covers.
5. Provide moisture-cover curing as follows - Cover the concrete surfaces with the
specified moisture-retaining cover for curing concrete placed in the widest
practicable width with sides and ends lapped at least three (3) inches and sealed
by waterproof tape or adhesive. Immediately repair any holes or tears during the curing period using cover material and waterproof tape.
6. Provide liquid membrane curing as follows:
a. Apply the specified membrane-forming curing compound to damp
concrete surfaces as soon as the water film has disappeared. Apply
uniformly in a coat continuous operation by power spray equipment in
accordance with the manufacturer’s directions. Recoat areas, which are
subjected to heavy rainfall within three (3) hours after initial application.
Maintain the continuity of the coating and repair damage to the coat
during the entire curing period.
b. Do not use membrane-curing compounds on surfaces, which are to be
covered with a coating material applied directly to the concrete or with a
covering material bonded to the concrete. Such as other concrete, liquid
floor hardener, waterproofing, dampproofing, membrane roofing,
flooring, painting, and other coatings and finish materials, unless
otherwise acceptable to the ENGINEER.
7. Curing formed Surfaces -Cure formed concrete surfaces, including the undersides
of girders, beams, supported slabs and other similar surfaces by moist curing with
the forms in place for the full curing period or until forms are removed. If forms
are removed, continue curing by methods specified above, as applicable.
8. Curing Unformed Surfaces
a. Initially cure unformed surfaces, such as slabs, floor topping and other
flat surfaces by moist curing, whenever possible.
b. Final cure unformed surfaces, unless otherwise specified, by any of the
methods specified above, as applicable.
c. Final cure concrete surfaces to receive liquid floor hardener or finish
flooring by use of moisture-retaining cover, unless otherwise acceptable
to the ENGINEER.
9. Provide liquid curing-hardening compound as follows:
Apply to horizontal surfaces when concrete is dry to touch by means of power
spray, hand spray or hair broom in accordance with manufacturer’s directions.
C. Temperature of Concrete during Curing
1. When the atmospheric temperature is 40°F and below, maintain the concrete
temperature between 50°F and 70°F continuously throughout the curing period.
When necessary, make arrangements before concrete placing for heating,
covering, insulation or housing as required to maintain the specified temperature
and moisture conditions continuously for the concrete curing period. Provide
cold weather protections complying with the requirements of ACI 306.
2. When the atmospheric temperature is 80°F, and above, or during other climatic
conditions which will cause too rapid drying of the concrete, make arrangements
before the start of concrete placing for the installation wind breaks or shading,
and for fog spraying, wet sprinkling or moisture-retaining covering. Protect the
concrete continuously for the concrete curing period. Provide hot weather
protections complying with the requirements of ACI 305.
3. Maintain concrete temperature as uniformly as possible and protect from rapid
atmospheric temperature changes. Avoid temperature changes in concrete,
which exceed 5°F in any one hour and 50°F in any 24-hour period.
D. Protection from Mechanical Injury - During the curing period, protect concrete from
damaging mechanical disturbances including load stresses, heavy shock, excessive
vibration and from damage caused by rain or flowing water. Protect all finished concrete
surfaces from damage by subsequent construction operations.
3.11 Miscellaneous Concrete Items
A. Filling-In - Fill-in holes and openings in concrete structures for the passage of work by
other trades, unless otherwise shown or directed, after the work of other trades is in
place. Mix, place and cure concrete as herein specified, to blend with in-place
construction. Provide all other miscellaneous concrete filling shown or required to
complete the work.
B. Curbs - Provide monolithic finish to interior curbs by stripping forms while concrete is
still green and steel-troweling surfaces to a hard, dense finish with corners,
intersections, and terminations slightly rounded.
C. Equipment Bases and Foundations - Provide machine and equipment bases and
foundations as shown on the drawings. Set anchor bolts for machines and equipment to
template at correct elevations, complying with certified diagrams or templates of the
manufacturer furnishing the machines and equipment.
3.12 Removal of Shores and Forms
A. Remove shores and reshore in a planned sequence to avoid damage to partially cured
concrete. Locate and provide adequate reshoring to safely support the work without
excessive stress or deflection.
Keep reshores in place a minimum of 15 days after placing upper tier, and longer if
required, until the concrete has attained its required 28-day strength and heavy loads
due to construction operations have been removed.
B. Formwork not supporting weight of concrete, such as sides of beams, walls, columns
and similar parts of the work, may be removed after cumulative curing at not less than
50°F for 24 hours after placing concrete. Providing the concrete is sufficiently hard to
not be damaged by form removal operations and provided curing and protection
operations are maintained.
C. Formwork supporting weight of concrete, such as beam soffits, joints, slabs and other
structural elements, may not be removed in less than 14 days and until concrete has
attained design minimum compressive strength at 28 days. Determine potential
compressive strength of in place concrete by testing field-cured specimens
representative of concrete location or members.
D. Form facing material may be removed four (4) days after placement only if shores
and other vertical supports have been arranged to permit removal of form facing
material without loosening or disturbing shores and supports.
E. Re-Use of Forms
Clean and repair surfaces of forms to be re-used in the work. Split, frayed, delaminated
or otherwise damaged form facing material will not be acceptable. Apply new form
coating compound material to concrete contact surfaces as specified for new formwork.
When forms are extended for successive concrete placement, thoroughly clean surfaces,
remove fins and laitance, and tighten forms to close all joints. Align
and secure joints to avoid offsets. Do not use “patched” forms for exposed
concrete surfaces, except as acceptable to the Architect.
No forming material will be allowed to be built permanently into exposed visible
surfaces.
3.13 Concrete Surface Repairs
A. Patching Defective Areas
1. Repair and patch defective areas with cement mortar immediately after removal of forms but only
when directed by the ENGINEER.
2. Cut out honeycomb, rock pockets, voids over 1/2-inch diameter and holes left by tie rods and
bolts down to solid concrete but, in no case, to a depth of less than 1-inch. Make edges of cuts
perpendicular to the concrete surface. Before placing the cement mortar, thoroughly clean,
dampen with water and brush-coat the area to be patched with neat cement grout. Proprietary
patching compounds may be used when acceptable to the ENGINEER.
3. For exposed-to-view surfaces, blend white Portland cement and standard Portland cement so that,
when dry, the patching mortar will match the color of the surrounding concrete. Provide test
areas at inconspicuous location to verify mixture and color match before proceeding with the
patching. Compact mortar in place and strike off slightly higher than the surrounding surface.
4. Fill holes extending through concrete by means of a plunger type gun or other suitable device
from the least exposed face, using a flush stop held at the exposed face to ensure complete filling.
B. Repair of Formed Surfaces
1. Repair exposed-to-view formed concrete surfaces that contain defects, which adversely affect the
appearance of the finish. Remove and replace the concrete having defective surfaces if the
defects cannot be repaired to the satisfaction of the ENGINEER. Surface defects, as such,
include color and texture irregularities, cracks, spalls, air bubbles, honeycomb, rock pockets, and
holes left by the rods and bolt; fins and other projections on the surface; and stains and other
discolorations that cannot be removed by cleaning.
2. Repair concealed formed concrete surfaces that contain defects that adversely affect the
durability of the concrete. If defects cannot be repaired, remove and replace the concrete
having defective surfaces. Surface defects, as such, include cracks in excess of 0.01-inch
wide, cracks or any width and other surface deficiencies which penetrate to the reinforcement
or completely through non-reinforced sections, honeycomb, rock pockets, holes left by tie
rods and bolts, and spalls except minor breakage at corners.
C. Repair of Unformed Surfaces
1. Test unformed surfaces, such as monolithic slabs, for smoothness and to verify surface plane to
the tolerances specified for each surface and finish. Correct low and high areas as herein
specified.
2. Test unformed surfaces sloped to drain for trueness of slope, in addition to smoothness, using a
template having the required slope. Correct high and low areas as herein specified.
3. Repair finished unformed surfaces that contain defects, which adversely affect the durability of
the concrete. Surface defects, as such, include crazing, cracks in excess of 0.01-inch wide or
which penetrate to the reinforcement or completely through non-reinforced sections regardless of
width, spalling, popouts, honeycomb, rock pockets and other objectionable conditions.
4. Correct high areas in unformed surfaces by grinding, after the concrete has cured sufficiently so
those repairs can be made without damage to adjacent areas.
5. Correct low areas in unformed surfaces during or immediately after completion of surface
finishing operations by cutting out the low areas and replacing with fresh concrete. Finish
repaired areas to blend into adjacent concrete. Proprietary patching compounds may be used
when acceptable to the ENGINEER.
6. Repair defective areas, except random cracks and single holes not exceeding 1-inch diameter, by
cutting out and replacing with fresh concrete. Remove defective areas to sound concrete with
clean, square cuts, and expose reinforcing steel with at least 3/4-inch clearance all around.
Dampen all concrete surfaces in contact with patching concrete and brush with a neat cement
grout coating, or use concrete bonding agent. Place patching concrete before grout takes its
initial set. Mix patching concrete of the same material to provide concrete of the same type or
class as the original adjacent concrete. Place, compact and finish as required to blend with
adjacent finished concrete. Cure in the same manner as adjacent concrete.
7. Repair isolated random cracks and single holes not over 1 inch in diameter by the dry-pack
method. Groove the top of cracks and cut out holes to sound concrete and clean off dust, dirt and
loose particles. Dampen all cleaned concrete surfaces and brush with a neat cement grout
coating. Place dry-pack before the cement grout takes its initial set. Mix dry-pack, consisting of
one part Portland cement to 2-1/2 parts fine aggregate passing a No. 16 mesh sieve, using only
enough water as required for handling and placing. Compact dry-pack mixture in place and finish
to match adjacent concrete. Keep patched areas continuously moist for not less than 72 hours.
8. Repair methods not specified above may be used subject to the acceptance of the ENGINEER.
3.14 Quality Control Testing during Construction
A. The CONTRACTOR will employ an independent testing laboratory to perform all tests
and to submit test reports to the ENGINEER.
B. Concrete shall be sampled and tested for quality control during the placement of
concrete, as follows:
1. Sampling Fresh Concrete - ASTM C172, except modified for slump to comply
with ASTM C94.
2. Slump - ASTM 143; one (1) test for each concrete load at point of discharge; and
one (1) for each set of compressive strength test specimens.
3. Air Content - ASTM C231, pressure method; one (1) for each set of compressive
strength test specimens.
4. Compression Test Specimen - ASTM C31; one (1) set of four (4) standard
cylinders for each compressive strength test, unless otherwise directed. Mold
and store cylinders for laboratory cured test specimens except when field-cure
test specimens are required.
5. Concrete Temperature – Test hourly when air temperature is 40°F and below,
and when 80°F and above; and each time a set of compression test specimens is
made.
6. Compressive Strength Tests - ASTM C39; one (1) set for each 100 cubic yards or
fraction thereof, of each concrete class placed in any one (1) day or for each
5,000 square feet of surface area placed; one (1) specimen tested at seven (7)
days, two (2) specimens tested at 28 days, and one (1) specimen retained in
reserve for later testing if required.
a. When the frequency of testing will provide less than five (5) strength
tests for a given class of concrete, conduct testing from at least five (5)
randomly selected batches or from each batch if fewer than five (5) are
used.
b. When the total quantity of a given class of concrete is less than 50 cubic
yards, the strength tests may be waived by the ENGINEER if, in his
judgment, adequate evidence of satisfactory strength is provided.
c. If required by the building official, perform strength tests of cylinders
cured under field conditions. Field cured cylinders shall be taken and
molded at the same time and from the same samples as the laboratory
cured test cylinders. When the strength of field-cured cylinders is less
than 85 percent of companion laboratory-cured cylinders, evaluate
current operations and provide corrective procedures for protecting and
curing the in-place concrete.
C. Report test results in writing to the ENGINEER and the CONTRACTOR on the same
day that tests are made. Reports of compressive strength tests shall contain the project
identification name and number, date of concrete placement, name of CONTRACTOR,
name of concrete supplier and truck number, name of concrete testing service, concrete
type and class, location of concrete batch in the structure, design compressive strength at
28 days, concrete mix proportions and materials, compressive breaking strength and
type of break for both 7-day tests and 28-day tests.
D. Additional tests - The testing service will make additional tests of in-place concrete when
test results indicate the specified concrete strengths and other characteristics have not
been attained in the structure, as directed by the ENGINEER. The testing service shall
conduct tests to determine adequacy of concrete by cored cylinders complying with
ASTM C42, or by other methods as directed. CONTRACTOR shall pay for such tests
conducted, and any other additional testing as may be required, when unacceptable
concrete is verified.
END OF SECTION
SECTION 03251
EXPANSION AND CONSTRUCTION JOINTS
PART 1 GENERAL
1.1 Description
This section covers the work necessary to furnish, install and complete expansion and construction
joints.
1.2 Submittals
Furnish certified mill certificates showing that the material meets all of the requirements specified
herein. The ENGINEER, at his option, may take samples of any materials and have them tested by an
independent testing laboratory to verify their compliance with these Specifications. All such costs
shall be borne by the OWNER. If any materials should fail to meet these Specifications, all costs for
further testing of the replacement material shall be borne by the CONTRACTOR.
1.3 Obstructions
CONTRACTOR shall pay particular attention to removing all obstructions such as concrete, nails,
etc., from joints when movements of floor, wall and roof sections can be expected under prestressing,
temperature and other conditions.
PART 2 PRODUCTS
1.1 Waterstops
A. Waterstops shall be of an approved type, supplied by an approved manufacturer and shall be
plastic made of virgin polyvinylchloride compound, shall be ribbed, uniform in dimensions,
dense, homogeneous, free from porosity, and as detailed on the Drawings.
B. No reclaimed PVC shall be used in the compound.
C. The finished waterstop material shall meet the following minimum requirements:
1. Tensile strength 2,000 psi (ASTM D-412)
2. Ultimate elongation 350% (ASTM D-412)
3. Shore hardness 75 +_ 5 (ASTM D-2240)
4. Specific gravity 1.3 (ASTM D-792)
5. Stiffness in flexure 600 psi (ASTM D-747)
6. Cold brittleness -35o F (ASTM D-746)
7. Water absorption: 48 hrs 0.320% max. (ASTM D-570)
8. Tear resistance 290 lb./in. (ASTM D-624)
D. VINYLEX CORPORATION, 2636 Byington-Solway Road, Knoxville, TN 37921 (Phone 615-
690-2211) and GREENSTREAK PLASTIC PRODUCTS, Box 7139, St. Louis, MO 63177
(phone 314-225-9400) are two of several suppliers who can furnish waterstops meeting these
requirements. Approved equal materials may also be used.
1.2. Joint Sealers
A. Joints, not requiring waterstops or when so indicated on the Drawings, shall be sealed with a
mastic joint sealer material of uniform, stiff consistency that does not contain solvents.
B. The mastic shall tenaciously adhere to primed concrete surfaces, shall remain permanently mastic
and shall not contaminate potable water.
C. The material shall be of a type that will effectively and permanently seal joints subject to
movements in concrete.
D. The mastic joint sealer shall be an acceptable two-part, self-leveling (or gun grade), non-staining,
polyurethane elastomeric sealant which cures at ambient temperature. Acceptable sealants shall
conform to ASTM C-920 or Federal Specification TT-S-00227E.
E. For sloping joints, vertical joints and overhead horizontal joints, only "nonsag" compounds shall
be used; all such compounds shall conform to the requirements of ANSI/ASTM C 920 Class 12-
1/2, or Federal Specification TT-S-0027 E(3), Type II.
F. For plane horizontal joints, the self-leveling compounds which meet the requirements of
ANSI/ASTM C 920 Class 25, or Federal Specification TT-S- 0027 E(3), Type I shall be used. For
joints subject to either pedestrian or vehicular traffic, a compound providing non-tracking
characteristics, and having a Shore "A" hardness range of 25 to 35, shall be used.
G. Primer materials, if recommended by the sealant manufacturer, shall conform to the printed
recommendations of the sealant manufacturer.
H. Acceptable polyurethane materials are PSI-270 RESERVOIR SEALANT, as manufactured by
POLYMERIC SYSTEMS, INC., Phoenixville, PA (610-935- 1170), SIKAFLEX/2C
POLYURETHANE ELASTOMERIC SEALANT, as manufactured by SIKA CHEMICAL
CORP., Santa Fe Springs, CA (310-941- 0231) and SELECT SEAL U-227 RESERVOIR
GRADE, as manufactured by SPC, Upland, CA (7l4-985-577l), or approved equal.
1.2 Preformed Joint Filler
Preformed joint filler material shall be of the preformed non-extruding type joint filler constructed of
cellular neoprene sponge rubber or polyurethane of firm texture. Bituminous fiber type will not be
permitted. All non-extruding and resilient-type preformed expansion joint fillers shall conform to the
requirements and tests set forth in ASTM D 1752 for Type I, except as otherwise specified herein.
1.3 Backing Rod
Backing rod shall be an extruded closed-cell, polyethylene foam rod. The material shall be
compatible with the joint sealant material used and shall have a tensile strength of not less than 40 psi
and a compression deflection of approximately 25 percent at 8 psi. The rod shall be 1/8-inch larger in
diameter than the joint width except that a one-inch diameter rod shall be used for a 3/4-inch wide
joint.
1.4 Bond Breaker
Bond breaker shall be SUPER BOND BREAKER WATER BASE as manufactured by Burke
Company, San Mateo, California; SELECT EMULSION CURE 309, as distributed by Select
Products Co., Upland, CA (clear or white pigmented) or equivalent. Fugitive dye may be used in
bondbreakers if recommended by manufacturer.
PART 3 EXECUTION
1.1 Installation of Waterstops
A. The waterstop shall be correctly positioned in the forms so that the center of the waterstop is
centered on the joint.
B. In cases where preformed expansion joint material is used in conjunction with the waterstop,
allowance shall be made for equal waterstop embedment on each side in the concrete.
C. Waterstop shall be held in place in the forms by use of a split form or other approved method that
will positively hold the waterstop in the correct position and to the correct alignment.
D. Horizontal waterstops shall be bent up during placing of concrete until the concrete has been
brought to the level of the waterstop; additional concrete shall then be placed over the waterstop,
after which the concrete shall be thoroughly vibrated.
E. All horizontal and vertical waterstops, which are not accessible during pouring, shall be tied off
in two directions every 12 inches in such a manner that bending over one way or another is
prevented.
F. A hog-ring or nail may be driven through both ends of the waterstop to facilitate placing and
tying of waterstops to reinforcing steel forms or formties.
G. All waterstops shall be properly spliced and joints shall be checked for strength and pinholes after
splicing.
H. Splices shall be strong enough to develop a pulling force of 75 percent of the strength of the
waterstop, and shall be watertight.
I. Connect the ends of the radial waterstop in the wall footing joints to the circumferential waterstop
in the wall to wall-footing joint and to the circumferential waterstops in the floor to wall-footing
joints if they should exist.
1.2 Joint Sealers
A. Joint sealed areas shall be sandblasted or roughened and blown clean of dust and sand with
compressed air before the material may be applied.
B. Joints shall be primed (if required) and the sealant shall be applied in accordance with the
manufacturer's recommendations.
1.3 Construction Joints
A. Construction Joints - Locate and install construction joints, which are not shown on the drawings,
so as not to impair the strength and appearance of the structure, as acceptable to the ENGINEER.
B. Provide keyways at least 1-1/2 inches deep in all construction joints in walls, slabs and between
walls and footings; accepted bulkheads designed for this purposed may be used for slabs.
C. Place construction joints perpendicular to the main reinforcement. Continue all reinforcement
across construction joints.
D. Isolation Joints in Slabs-on-Ground - Construct isolation joints where shown on plans in slabs-on-
ground at all points of contact between slabs on ground and vertical surfaces, such as column
pedestals, foundation walls, grade beams and elsewhere as indicated.
E. Control Joints in Slab-on-Ground - Construct control joints in slabs-on-ground to form panels of
patterns as shown. Use inserts 1/4 inch wide x 1/5 to 1/4 of the slab depth, unless otherwise
shown. Form control joints by inserting a premolded hardboard or fiberboard strip into the fresh
concrete until the top surface of the strip is flush with the slab surface. After the concrete has
cured, remove inserts and clean groove of loose debris.
END OF SECTION
SECTION 03400
PRECAST CONCRETE
PART 1 GENERAL
1.1 Description
A. This section covers the furnishing and installation of precast vaults, manholes and wet wells.
B. The drawings identify precast vaults by manufacturer and model number. This information is
provided for dimensional information only; the CONTRACTOR shall provide precast items in
accordance with these specifications.
C. The CONTRACTOR shall construct all precast items as required in the Contract Documents,
including all appurtenances necessary to make a complete installation.
D. This section does not include prestressed or cast-in-place concrete items.
1.2 Codes and Standards
Comply with the provisions of the following codes, specifications and standards except as otherwise
shown or specified.
A. General -- The latest edition of all specifications, codes, and standards listed herein shall be used.
B. Codes -- All design and construction shall meet the requirements of the Uniform Building Code
except where local codes or the Contract Documents are more restrictive.
C. Commercial Standards
ACI 301 Specifications for Structural Concrete for Buildings
ACI 315 Details and Detailing of Concrete Reinforcement
ACI 318 Building Code Requirements for Reinforced Concrete
ASTM C150 Specification for Portland Cement
ASTM A 48 Specification for Gray Iron Castings
ASTM C 478 Precast Reinforced Concrete Manhole Sections
ASTM C 923 Resilient Connectors between Reinforced Concrete Manhole Structures
and Pipes
CRD-C 621 Corps of ENGINEERs Specification for Non-shrink Grout
1.3 Submittals
A. The CONTRACTOR shall submit design calculation and shop drawings for all precast concrete
items. Submitted drawings shall show all dimensions, location and type of lifting inserts, details
of reinforcement, connection embeds, joints, covers or hatches, ladders and grating in accordance
with the Contract requirements.
B. CONTRACTOR shall submit design calculations stamped by a registered professional engineer
for the wet well topslab design.
C. For all precast items which are manufactured, the CONTRACTOR shall also submit a list of the
design criteria used by the manufacturer.
1.4 Quality Assurance
Quality assurance shall be in accordance with the standards identified in 1.2 C of this section.
PART 2 PRODUCTS
1.1 General
The design and construction of all precast items shall be in accordance with the recommendations and
requirements of ACI 301, ACI 315 and ACI 318.
1.2 Precast Vaults
A. Vaults covered by this section include, but are not limited to, valve vaults, meter vaults, electrical
manholes and pull boxes.
B. Size -- Vault dimensions shall be as required by the Drawings.
C. Material -- Concrete used for manufactured vaults shall have a minimum 3000 psi compressive
strength at 28 days. Cement used shall be ASTM C150, Type II Concrete shall have a maximum
water-cement ratio of 0.50 and an air content of four (4) to six (6) percent.
D. Construction -- The vaults may be formed with separate top and bottom slabs. Walls shall be cast
so that all sides are continuous at corners and their full length with no blockouts or knockouts.
Horizontal joints may be provided so that walls can be placed in horizontal segments. All
horizontal joints shall be keyed to prevent offsets and shall be provided with a watertight gasket.
E. Finish -- Formed surfaces shall be smooth and uniform with no fins, bulges, or other
irregularities. Any void greater in width than 1/2-inch or deeper than 3/8-inch shall be repaired.
Unformed interior slab surfaces shall have a smooth steel trowel finish. Unformed exterior slab
surfaces shall have a light broom finish applied to a steel trowel finish.
F. Access Hatch and Lid -- Unless noted otherwise on the Contract Documents, vaults shall have
concrete top slabs with access openings as shown on the plans. The vault manufacturer shall
provide the access hatch per requirements in Section 05500. Lids shall have lifting holes. When
leveling bolts are used to set the vault top sections, the CONTRACTOR shall ensure that the load
from the top slab is transferred through grout to the vault walls, and will not be carried by the
leveling bolts.
G. Loading
1. Vertical -- Vaults shall be designed for H-20 traffic loading. Where the vault is below grade,
a dead load of 125PCF shall be added for the soil.
2. Lateral -- Lateral loads on all vault walls shall be as follows:
Static 105 x H (PSF) triangular equivalent fluid pressure plus a surcharge of an additional
three (3) feet of soil depth in areas designated for vehicular traffic. Where H = depth of fill
Seismic acceleration – Design to meet site requirements per IBC. Refer to Structural
Drawings of Contract Documents for design load characteristics. Seismic loading need not be
considered simultaneously with traffic surcharge.
H. Mechanical Details -- Piping, electrical, and other details shall be as required by the Contract
Documents. No blockouts or knockouts shall be cast into vault walls. All pipe penetrations shall
be preformed or core drilled at the required locations.
I. Accessories -- Accessories such as ladders, floor grates at sumps, etc. shall be provided as shown
on the drawings.
J. Precast concrete vaults shall be by Utility Vault Company or approved equal.
2.3 Precast Concrete Manholes
A. Precast concrete pipe manhole sections, transition sections, eccentric cones, flat slab tops, and
adjusting rings shall conform to ASTM C-478. Minimum wall thickness shall be four (4) inches.
Cones shall have the same wall thickness and reinforcement as riser sections. Reinforcing in
transition sections shall be equal to that specified for wall sections of the larger diameter.
B. Precast manhole sections shall consist of circular sections in standard nominal inside diameters of
42, 48, 54, 60, 72, 84 or 96 inches. Heights of sections shall be in multiples of 12 inches.
Diameter and type shall be as specified on the plans.
C. Openings for connecting pipes in riser sections, bottom riser sections, and integral base sections,
and for access in flat slabs shall be preformed or cored by the manufacturer. All rigid non-
reinforced pipe entering or leaving the manhole (new or existing manhole) shall be provided with
flexible joints within 1-foot of the manhole structure.
D. Precast integral base sections shall be of monolithic construction, conforming to ASTM C-478.
E. Specified manhole steps shall be factory installed to provide a continuous ladder of 12-inch C/C
rung spacing. Steps shall be placed in the forms and cast in pipe wall or placed immediately after
the pipe is removed from casting and carefully mortared in place with non-shrink mortar to
ensure a watertight joint. If the outer surface of the pipe wall is pierced, the patch shall be
completely covered with a bituminous sealer.
F. Where pressure tight manhole frames and covers are called for, threaded inserts shall be cast in
eccentric cones or flat slab tops and holes formed or cored in adjusting rings to match bolt size
and spacing specified for manhole casting.
G. Manhole Steps -- Manhole steps shall be of polypropylene plastic reinforced with a 1/2-inch No.
60 grade reinforcing rod as specified elsewhere in this document.
H. Manhole Frames and Covers
1. Manhole covers shall be designed so they may be secured to the frames. Matching surfaces of
covers and frames shall be flat to prevent any movement of covers within the frames. Covers
and frames shall be interchangeable.
2. Manhole cover and frame shall conform to ASTM A-48, Class 30B Cast Iron Construction,
machined flat bearing surface, removable lid with air vent, closed lid design. Rated for H20
loading and in accordance with manufacturer's specifications. The foundry shall certify as to
the tensile and transverse properties and the Brinell Hardness.
2.4 Precast Concrete Wet Wells
NOT USED
2.5 Joint Materials
A. Mortar used for the structures herein specified shall conform to ASTM C-387. Admixtures may
be used not exceeding the following percentages of weight of cement: hydrated lime, 10 percent;
diatomaceous earth or other inert materials, five (5) percent. The consistency of the mortar shall
be such that it will readily adhere to the precast concrete if using the standard tongue and groove
type joint. Mortar mixed for longer than 30 minutes shall not be used.
B. Non Shrinking Grout -- Non-shrink grout shall be Sika 212, Euco N-S, Five- Star, or approved
equal non-metallic cementitious commercial grout exhibiting zero shrinkage per ASTM C-827
and CRD-C-621. Grout shall not be amended with cement or sand and shall not be reconditioned
with water after initial mixing. Unused grout shall be discarded after 20 minutes and shall not be
used.
C. Non-shrink grout shall be placed or packed only with the use of an approved commercial concrete
bonding agent applied to all cured concrete surfaces being grouted. The bonding agent shall be
compatible with the brand of grout used. Water shall not be used as a substitute for the
commercial bonding agent.
D. Rubber gaskets shall conform to ASTM C 443.
E. Preformed mastic gaskets for vault, manhole and wet well joints shall meet Federal Specification
SS-S-00210 (210-A) and AASHTO M-198B.
F. Waterproof sealant for vault pipe penetrations shall be Vulkem 921 or approved equal.
PART 3 EXECUTION
1.1 General
A. The CONTRACTOR shall design the method of placement for all precast items and shall add all
reinforcing steel, embeds, bracing, and other items necessary for such placement. All portions of
embeds which remain embedded in the concrete shall be made of stainless steel.
B. The CONTRACTOR shall safely install all precast items with no damage to the precast item or
any other structure, piece of equipment, or appurtenance.
C. Precast structures shall be installed in accordance with the manufacturer’s recommendations,
unless otherwise required by the Contract Documents.
D. Subgrade Preparation -- Subgrade shall be compacted to 95 percent of maximum density and
covered with a minimum of six (6) inches of aggregate base which is also compacted to 95
percent of maximum density. The aggregate base shall be graded to a uniform, level surface to
fully support the structure and to an elevation that will assure proper positioning of the top slab or
lid.
E. Joints -- All joints for vaults, manholes and wet wells shall be sealed watertight by the use of
rubber gaskets or preformed sealant. All joints shall then be filled with non-shrink grout inside
and out to produce smooth interior and exterior surfaces.
1.2 Precast Vaults
Pipe Penetrations -- Pipe penetrations shall be located and sealed as shown on the drawings. All pipe
penetrations shall be preformed or core drilled to produce a smooth hole to allow for the installation
of the specified sealing device. Where specified, pipe penetrations shall be sealed with a Link Seal as
manufactured by Thunderline or approved equal. All such connections shall be watertight.
1.3 Precast Concrete Manholes
A. All rigid non-reinforced pipe entering or leaving the manhole (new or existing manhole) shall be
provided with flexible joints within one foot of the structure and shall be placed on compacted
bedding. Concrete pipe and ribbed HDPE pipe connections to manholes shall be grouted
watertight with non-shrink grout. PVC pipe shall be connected to manholes using an approved
adapter specifically manufactured for the intended service. Adapters shall be Fernco, Kor-N-Seal,
or approved equal
B. Concrete Base Installation
1. Bases shall be set at the proper grade to allow pipe openings to match the grades for
connecting pipes. The invert shall be constructed to a section identical with that of the sewer
pipe. Where the size of sewer pipe is changed at the manhole, the invert shall be constructed
to form a smooth transition without abrupt breaks or unevenness of the invert surfaces. Where
a full section of concrete sewer pipe is laid through the manhole, the top shall be broken out
to the spring line of the pipe for the full width of the manhole, and the exposed edge of the
pipe completely covered with mortar. During construction, the CONTRACTOR shall prevent
sewage or water from contacting the new concrete or mortar surfaces to prevent damage to
the fresh concrete or mortar until the initial set has been achieved.
2. Manhole bases shall be set level so that base gravel fully and uniformly supports them in true
alignment with uniform bearing throughout full circumference. Do not level the base sections
by wedging gravel under the edges.
3. Flexible connectors shall be installed in the base section to form a permanently watertight
seal.
C. Manhole Riser Sections
1. Precast manhole components may be used to construct standard, drop and carry-through
manholes. Manholes less than four (4) feet in depth measured from the springline of the pipe
to the bottom of the lower riser ring shall be flat-top manholes.
2. Install manhole riser sections at the location shown on the plans. All sanitary sewer and
pollution control manholes joints shall be watertight and shall use rubber gaskets or a
preformed sealant. All joints shall ten be filled with non-shrink grout inside and out so as to
produce smooth interior and exterior surfaces. All manhole penetrations shall be watertight.
Complete manholes shall be rigid. Compact backfill in accordance with the provisions stated
elsewhere in this document.
3. All lift holes shall be thoroughly wetted, completely filled with mortar, and smoothed and
pointed both inside and out to ensure watertightness.
4. The shortest length of riser section to be incorporated into the manhole shall be installed
immediately below the flat slab top or cone.
5. Properly locate and plumb each manhole riser section.
6. Install manhole extensions and top slabs in accordance with manufacturer's specifications and
as shown on the plans. Lay section risers with sides plumb and tops level. Make joints and
penetrations watertight.
D. Grates, Frames, and Covers
1. Manhole frames, grates and covers shall be installed in such a manner as to prevent
infiltration of surface or groundwater between the frame and the concrete of the manhole
section. Use preformed rubber ring to form a watertight seal.
2. Manhole frames and covers shall be installed to grades shown on the drawings or as directed.
3. Adjustment of manhole castings shall be made using specified precast grade rings and
approved rubber ring joints.
4. The maximum depth of adjustment below any manhole casting shall be 16 inches, and a
minimum depth of adjustment shall be four (4) inches.
E. Manhole Hydrostatic Test
The hydrostatic test shall consist of plugging all inlets and outlets and filling the manhole with
water. The manhole shall be filled to the rim at the start of the test. Leakage in the manhole shall
not exceed 0.2 gallons per foot of head above the invert after a one-hour test period. Leakage
shall be determined by refilling to the rim using a calibrated known-volume container. The
manhole may be filled 24 hours prior to the time of testing to permit normal absorption into the
walls.
END OF SECTION
SECTION 03600
GROUT
PART 1 GENERAL
1.1 Description
A. The CONTRACTOR shall furnish all materials for grout in accordance with the provisions of this
Section and shall form, mix, place, cure, repair, finish, and do all other work as required to
produce finished grout, in accordance with the requirements of the Contract Documents.
B. Work covered in this section includes:
1. Removal of loose and spalling grout and concrete.
2. Anchoring, patching, grouting, and sealing.
C. The following types of grout shall be covered in this section:
Non-shrink grout: This type of grout is to be used wherever grout is required in the Contract
Documents, unless another type is specifically referenced.
1.2 Reference Specifications, Codes, and Standards
A. Specifications, codes, and standards shall be as specified in Section 03100,“Concrete Work,” and
as referred to herein.
B. Commercial Standards
CRD-C 621 Corps of Engineers Specification for Non-Shrink Grout
ASTM C 109 Test Method for Compressive Strength of Hydraulic Cement Mortars
(Using 2-inch or 50-mm Cube Specimens)
ASTM C 531 Test Method for Linear Shrinkage and Coefficient of Thermal Expansion of
Chemical - Resistant Mortars, Grouts, and Monolithic Surfacing
ASTM C 579 Test Methods for Compressive Strength for Chemical – Resistant Mortars
and Monolithic Surfacing
ASTM C 827 Test Method for Early Volume Change of Cementitious Mixtures
1.3 Contractor Submittals
The CONTRACTOR shall submit certified test results verifying the compressive strength, shrinkage,
and expansion requirements specified herein; and manufacturer's literature containing instructions and
recommendations on the mixing, handling, placement and appropriate uses for each type of non-
shrink and epoxy grout used in the work.
1.4 Quality Assurance
Field Tests
A. Compression test specimens will be taken during construction from the first placement of each
type of grout, and at intervals thereafter as selected by the ENGINEER to insure continued
compliance with these specifications. The specimens will be made by the ENGINEER or its
representative.
B. Compression tests and fabrication of specimens for cement grout and nonshrink grout will be
performed as specified in ASTM C 109 at intervals during construction as selected by the
ENGINEER. A set of three specimens will be made for testing at seven (7) days, 28 days, and
each additional time period as appropriate.
C. All grout, already placed, which fails to meet the requirements of these specifications, is subject
to removal and replacement at the cost of the CONTRACTOR.
D. The cost of all laboratory tests on grout shall be borne by the CONTRACTOR and the
CONTRACTOR shall obtain the specimens for testing. The CONTRACTOR shall also be
charged for the cost of any additional tests and investigation on work performed which does not
meet the specifications. The CONTRACTOR shall supply all materials necessary for fabricating
the test specimens.
PART 2 PRODUCTS
2.1 Prepackaged Grouts
Non-Shrink Grouts
A. Non-shrink grout shall be a prepackaged, inorganic, non-gas- liberating, nonmetallic, cement-
based grout requiring only the addition of water. Non-shrink grout material shall not contain
chlorine. Manufacturer's instructions shall be printed on each bag or other container in which the
materials are packaged. The specific formulation of each class of non-shrink grout specified
herein shall be that recommended by the manufacturer for the particular application.
B. Class A non-shrink grouts shall have minimum 28 day compressive strength of 5000 psi; shall
have no shrinkage (0.0 percent) and a maximum 4.0 percent expansion in the plastic state when
tested in accordance with ASTM C-827; and shall have no shrinkage (0.0 percent) and a
maximum of 0.2 percent expansion in the hardened state when tested in accordance with CRDC
621.
C. Class B non-shrink grouts shall have minimum 28 day compressive strength of 5000 psi and shall
meet the requirements of CRD C621.
D. Application
1. Class A non-shrink grout shall be used for the repair of all holes and defects in concrete members
which are water bearing or in contact with soil or other fill material, grouting under all equipment
base plates, and at all locations where grout is specified in the contract documents; except, for
those applications for Class B non-shrink grout specified herein. Class A non-shrink grout may be
used in place of Class B nonshrink grout for all applications.
2. Class B non-shrink grout shall be used or the repair of all holes and defects in concrete members
which are not water-bearing and not in contact with soil or other fill material, grouting under all
base plates for structural steel members, and grouting railing posts in place.
2.2 Consistency
A. The consistency of grouts shall be that necessary to completely fill the space to be grouted for the
particular application. Dry pack consistency is such that the grout is plastic and moldable but will
not flow. Where “dry pack” is called for in the Contract Documents, it shall mean a grout of that
consistency; the type of grout to be used shall be as specified herein for the particular application.
B. The slump for topping grout and concrete fill shall be adjusted to match placement and finishing
conditions but shall not exceed four (4) inches.
2.3 Measurement of Ingredients
A. Measurements for cement grout shall be made accurately by volume using containers approved
by the ENGINEER. Shovel measurement shall not be allowed.
B. Prepackaged grouts shall have ingredients measured by means recommended by the
manufacturer.
PART 3 EXECUTION
3.1 General
A. All surface preparation, curing, and protection of cement grout shall be as specified by the
manufacturer. The finish of the grout surface shall match that of the adjacent concrete.
B. The manufacturer of Class A non-shrink grout shall provide on-site technical assistance upon
request.
C. Base concrete or masonry must have attained its design strength before grout is placed, unless
authorized by the ENGINEER.
3.2 Grouting Procedures
Prepackage Grouts: All mixing, surface preparation, handling, placing, consolidation, curing, and other
means of execution of prepackaged grouts shall be done according to the instructions and
recommendations of the manufacturer.
END OF SECTION
SECTION 04100
MORTAR AND GROUT
PART 1 GENERAL
1.1 Scope
Work under this section shall include all labor, materials and equipment required to complete work
required by contract documents.
1.2 Submittals
A. Submit grout design for review and approval by ENGINEER, indicating type and proportions of
the ingredients according to the proportion requirements herein and ASTM C 476, or submit the
mix designs and grout strength test performed in accordance with ASTM C 476.
B. Submit mortar design for review and approval by ENGINEER, indicating type and proportions of
ingredients in compliance with the proportion specification herein and ASTM C 270, or submit
the mix design and mortar tests performed in accordance with the property specification of
ASTM C 270.
C. Submit color samples for OWNER selection of mortar color.
D. Submit material certificates certifying that each material is in compliance for all Mortar and
Grout materials and admixtures.
E. Submit construction procedures for Cold Weather Construction and/or Hot Weather Construction
for review and approval by ENGINEER in compliance with the requirements herein prior to use
on the project.
1.3 Quality Assurance
A. Testing Service -- The OWNER or and agent of the OWNER will engage a testing laboratory
acceptable to the ENGINEER to perform material evaluation tests and to perform required
Special Inspections.
B. Materials and installed work may require testing and retesting, as directed by the ENGINEER, at
any time during the progress of the work. Allow free access to material stockpiles and facilities at
all times. All testing required by the contract documents shall be done at the OWNER’S expense.
Testing expenses for the retesting of rejected materials and installed work will be charged back to
the CONTRACTOR.
C. An independent testing agency or laboratory shall make test specimens of grout and mortar on job
site. One mortar test and one grout test shall be taken for each 2,000 square feet of wall area but
at least one set of tests shall be taken. The use of testing and inspection does not relieve the
CONTRACTOR of the responsibility to furnish materials and construction in full compliance
with the Contract Documents.
D. Masonry construction shall be inspected and evaluated in accordance with the requirements of
Chapter 17 of the International Building Code (IBC), and shall be governed by the classification
of the building or structure or nature of occupancy to either Level 1 inspection (IBC Table
1704.5.1 & 1708.1.2) or Level 2 inspection (IBC Table 1704.5.3 & Table 1708.1.4). The Contract
Documents shall dictate the required level of inspection per above reference, or provide a project
specific special inspection program. If the Contract Drawings do not specify the level of required
inspection the CONTRACTOR shall provide Level 2 inspection or obtain written direction from
the ENGINEER to the required level of inspection.
E. Where a Quality Assurance Plan is provided as part of the Contract Documents the
CONTRACTOR shall provide a written statement of responsibility to the building official and to
the OWNER prior to the commencement of work on the system(s) of component(s) so designated
within the Quality Assurance Plan. The CONTRACTOR shall acknowledge: awareness of the
special requirements contained in the quality assurance plan, control will be exercised to obtain
conformance with the construction documents approved by the building official. Also included
shall be procedures for exercising control within the CONTRACTOR’S organization, the method
and frequency of reporting and the distribution of reports and identification and qualifications of
the person(s) exercising such control and their position(s) in the organization.
F. Environmental – The cold weather construction provisions of ACI 530.1/ASCE6/TMS 602,
Article 1.8 C shall be implemented when the ambient temperature falls below 40 degrees F or the
temperature of the masonry units is below 40 degrees F. The hot weather construction provisions
of ACI 530.1/ASCE 6/TMS 602, Article 1.D shall be implemented when the ambient temperature
exceeds 100 degrees F or when the temperature exceeds 90 degrees F and the wind velocity is
greater than 8 mph. No salt, anti-freeze chemicals or related materials permitted. Store masonry
units and bagged materials off ground and protect from rain. Do not build on work having film of
water or frost on surfaces. Protect work by covering in rainy weather; protect green masonry from
freezing. Before stopping work for day, cover tops of walls at new work with non-staining
waterproof covering extended 2 feet minimum down both sides of wall and secured.
PART 2 PRODUCTS
2.1 Mortar and Grout Materials
A. Cement shall be Type I Portland cement conforming to ASTM C150.
B. Fine and coarse aggregate shall meet ASTM C404 for grout. Sand shall be clean, sharp, well
graded and free from salt, loam, clay and other foreign matter. Sand shall conform to ASTM
C144 for mortar. Sand shall be graded as follows:
Sieve Size Percent Passing
4 100
8 95 - 100
16 70 - 100
30 40 - 75
50 15 - 35
100 2 - 15
200 0
C. Lime shall be hydrated type conforming to ASTM C207, Type S.
D. Water shall be clean, fit for drinking (potable), and free from strong acids, alkalis, oils or organic
material.
E. Waterproofing admixture shall be powder. Type: Grace Hydratite Plus, CemMaster Hydrolox
400, BASF Rheomix, BASF Rheopel or approved equal.
F. Accelerator or retardant may be added when required by weather conditions. Type: Anti-Hydro,
Grace Dehydratine 80 or Dehydratine 80M, BASF Pozzolith, Sika Plastiment, Sonneborn
Sonotard, Trimex, or approved equal.
G. Intrusion (water-reducing) admixture for grout. Type: BASF Pozzolith, IntrusionAid or approved
equal.
H. Water-reducing admixture for mortar. Type: BASF Rheomix or approved equal.
I. Mortar Color. Pure natural finely milled inert water insoluble non-bleeding and free of deleterious
fillers or extenders. Color shall be as shown on the plans. Color shall be selected by OWNER
from manufacturer’s standard range of colors.
2.2 Proportion of Mixes
A. Mortar shall conform to ASTM C270 and be of the type and color specified. Mortar shall be Type
S and shall have a minimum 28-day compressive strength of 2,000 psi minimum. Mortar shall be
mixed by volume in ratio of 1-part Portland cement (6 sacks per cubic yard minimum), 1/4 to 1/2
part lime, 2-1/4 to three (3) parts (to cement-lime combined volume) sand. Pointing mortar shall
be one part cement, 1/4 lime, three (3) parts sand by volume. Add one (1) pound of water-
reducing admix for mortar per bag of cement and one pound per cubic foot of lime. Add
waterproofing in amounts recommended by manufacturer, 0.2 pounds of waterproofing per 100
pounds of cement minimum. Do not use admixtures containing more than 0.2 percent chloride
ions. Limit the maximum percentage of mineral oxide or carbon black job site pigments by
weight of cement as follows: For pigmented Portland cement-lime mortar; 10 percent maximum
mineral oxide pigment or 2 percent maximum carbon black pigment.
B. Masonry grout shall conform to ASTM C476. It shall have a minimum 28 days compressive
strength greater than or equal to f’m, but not less than 2,000 psi, seven (7) sacks of cement
minimum per cubic yard, and include waterproofing admix and intrusion admix in amounts
recommended by manufacturer, 0.2 lb. of waterproofing per 100 pounds of cement minimum.
C. Grout for pouring shall be of fluid consistency, seven (7) to eight (8) inches slump. Accurately
mix by volume 1-part Portland cement: two (2) parts minimum to three (3) parts maximum of
damp loose sand: two (2) parts maximum of 3/8-inch minus aggregate. For grout spaces less then
three (3) inches in any dimension, omit 3/8-inch minus aggregate. Grout for pumping shall be
without segregation of the constituent parts and shall be mixed to a consistency that has a slump
between eight (8) to eleven (11) inches.
D. Empty bags for waterproofing and intrusion admixes shall be retained for verification by
ENGINEER prior to their disposal. Use accelerator or retardant in strict accordance with
manufacturer’s printed instructions.
2.3 Masonry Cleaner
Sure Kleen #101 Lime Solvent, or approved equal.
PART 3 EXECUTION
3.1 Mixing
A. Grout shall be plant batched.
B. All tools and equipment used in mixing of mortar shall be clean and free of contaminants.
Measure materials by volume or equivalent weight, not by shovel. Supply only as much water as
necessary to obtain desired workability; required compressive strength must be met. Mix by
placing 1/2 of the water and sand in the operating mixer. Then add the cement, lime and the
remainder of the sand and water. After all ingredients are in the batch mixer they shall be
mechanically mixed for not less than three (3) minutes. Hand mixing shall not be employed. Heat
aggregates when air temperature is below 32 degrees F to maintain mortar at 70 to 120 degrees F
until used.
C. Maintain workability of mortar by retempering. Retemper by adding only as much water as
required to maintain high plasticity. Retempering shall only be done by adding water within a
basin formed from mortar on a mortar board and working mortar into water. Discard all mortar
which has begun to stiffen, or which is unused after 2-1/2 hours from the initial mixing.
3.2 Installation
A. See Section 04210 for brick masonry units and 04220 for concrete masonry units.
B. All masonry shall be laid true straight level, plumb and neatly in accordance with the drawings;
lay out in advance so that no concrete unit less than eight (8) inches in length occur except where
necessary as in reveals, etc.
C. All units shall be saw cut accurately to fit all openings, and for electrical and plumbing work. No
plumbing or electrical boxes or conduit shall be placed in any cell or course that contains
reinforcing. All cutting shall be done with masonry saw and produce neat and true surface. All
units shall be sound, dry, clean and free from cracks and chips.
D. No construction supports shall be attached to the wall except where specifically permitted by the
ENGINEER.
E. Units shall be “air” dry at time of laying.
3.3 Reinforcement (See also Section 03100)
The following minimum requirements shall be met unless shown otherwise:
A. Provide #4 verticals at four (4) feet maximum on center. Locate two #4 at each jamb of door,
window, louver, and other openings and end of walls; run full height of wall. Reinforcement
adjacent to openings need not be provided for openings smaller than 16-inches in either the
horizontal or vertical direction, unless the spacing of distributed reinforcing is interrupted by such
openings. Position one #4 vertical at each wall corner and each wall intersection; run full height
of wall. Dowel verticals to foundation with one #4 dowel four (4) feet long minimum per vertical;
embed dowel two (2) feet in foundation unless otherwise shown on drawings.
B. Horizontal reinforcement, unless shown otherwise, shall be two #4 rebars in the bond beams
which are located at four (4) feet maximum on center and at all floor and roof levels. Bend rebar
at corners and intersections, or supply two (2) feet by two (2) feet rebar of same size and number
as horizontal reinforcement. Horizontal reinforcement shall be anchored around vertical
reinforcing bars with a standard hook at all wall ends, corners, and intersections that are not
continuous around the corner or through the intersection. For openings, minimum lintel size and
reinforcement shall be two (2) #4 rebars in bottom of 8-inch lintel for less than four (4) feet span,
and two (2) #5 rebars in bottom of 16 inches lintel for four (4) feet to 10 feet span. Lintel
reinforcement to extend two (2) feet beyond each side of jamb.
C. Before placing reinforcement remove mud, oil, mills scale, loose rust, ice and any other coatings
from it. Position reinforcement accurately; center in cells unless noted otherwise. Secure against
displacement, holding vertical reinforcement firmly in place by means of frames, rebar spacers, or
other suitable devices, and place horizontal reinforcement as laying progresses. Vertical bars shall
be held in position at the top and bottom and at intervals not exceeding 192 diameters of the
reinforcement.
D. Minimum clear distance between longitudinal bars shall be nominal diameter of bar or 1-inch,
whichever is larger. Minimum thickness of mortar or grout between masonry and reinforcement
shall be 1/4-inch for fine grout and 1/2- inch for coarse grout. Unless noted otherwise, reinforcing
bars and dowels shall be lapped 40 bar diameters or 2-foot six (6) inches minimum, where spliced
end shall be separated by 1 bar diameter or wired together.
E. Splice reinforcement only at points shown on drawings or reviewed shop drawings; any other
locations must be specifically reviewed by ENGINEER. Splices in adjacent bars shall be
staggered; in horizontal reinforcement of walls separate at least 10 feet longitudinally for bars of
same tier.
F. When a foundation dowel does not line up with a vertical core, it shall not be sloped more than
one horizontal in six vertical. Dowel shall be grouted into a core in vertical alignment, even
though it may be in cell adjacent to cell holding vertical wall reinforcing.
G. Bond beam reinforcement shall be laid continuously on webs of bond beam units. Intersecting
masonry walls shall be tied to one another by horizontal reinforcement, unless noted otherwise;
where masonry walls intersect with concrete walls, connect with 1/2-inch diameter by 15-inch
mechanical bolts in flush shells at bond beams.
H. To allow bonding masonry, clean laitance from top of concrete foundation before proceeding.
The stating joint on foundations or slabs shall be laid with full mortar coverage except at the area
where grout occurs, which shall be kept free of mortar so that grout is in contact with the
foundation slabs.
I. Lay units in regular running bond except where soldier or other coursing is shown on drawings;
maintain even module. Corners shall have same masonry bond by overlapping units. Joints shall
be uniform throughout all work having same type of masonry units.
J. At running bond, thread vertical reinforcing through alternately overlapping cells. Lay units
according to “face and shell” method; provide full mortar coverage on all face shells, and on
faces and webs surrounding vertical and horizontal cells to be filled with grout.
K. Do not furrow bed joints. Shove tightly each new unit against existing unit so that mortar bonds
well to both.
L. Rock closures into place. Do not pound corners and jambs to fit stretcher units after they are set
in position. Remove all excess grout and mortar spilled on masonry units during construction.
M. Dry brush all masonry surfaces at end of each day’s work. Stop off horizontal run of masonry by
racking back one half length of unit in each course at end of day’s work. Toothing is not
permitted. Where fresh masonry joins partially set masonry, remove loose units and mortar clean
and then lightly wet exposed surface of set masonry before starting new work.
N. Joints of walls to be covered or furred may be left flush, without tooling. Joints of all walls which
are to be exposed shall be tooled when “thumb right” hard mortar is partially set but still
sufficiently plastic to bond) with round jointer or bar to produce a dense, slightly concave surface,
well bonded at edges. All tooling shall be done with a tool which compacts the excess mortar out
of joint rather than dragging it out. Joints which are not tight at the time of tooling shall be raked
out, pointed, then tooled. If it is necessary to move to a unit after it has been once set in place, the
unit shall be removed from wall, cleaned and set in fresh mortar. Remove any mortar fins from
joint junctions.
O. Unless shown otherwise on drawings, provide 8-inch lintel for concrete masonry openings four
(4) feet wide or less and 16-inch lintel for openings greater than four (4) feet wide. Forms and
shores for lintels shall be substantial. Brace or tie forms to maintain position and shape. Forms
shall be tight with no leakage of mortar or grout. Do no remove forms and shores until masonry
has hardened sufficiently to carry its own weight and other temporary loads that may be placed on
it during construction, 10 days minimum.
3.4 Grouting
A. Grouting shall be by low lift method.
B. Cells containing reinforcement or embedded items shall be solidly filled with grout. Before
grouting starts, reinforcing steel shall be secured in a place and inspected by both ENGINEER
and Building Inspector from governmental unit having authority.
C. Vertical cells to be filled shall have vertical alignment to maintain continuous unobstructed cell
area. To confine grout to horizontal masonry beams, the tops of unfilled cell cavities or cores in
masonry units under beams shall be covered with metal lath, or special bond beam or lintel units
shall be used, or another method may be employed if approved by ENGINEER, building paper
shall not be permitted.
D. All bolts, anchors, etc., inserted in walls shall be fully and solidly grouted in place. Embedment
shall not be less than 3/4 of the wall thickness, unless otherwise noted.
E. Masonry shall cure at least 24 hours before grouting. Keep clean of mortar and drippings those
cavities and cores which are to be grouted. Mortar projections and droppings shall be washed out
of spaces and off reinforcing with a jet stream of water.
F. Grout shall be poured in lifts not exceeding five (5) feet. All masonry shall be laid using the Low-
Lift grouting method with maximum grout pour heights not to exceed five (5) feet unless
otherwise allowed in writing by the ENGINEER. In addition, grout pour heights shall not exceed
the maximum grout pour height limits of Table 7 of ACI 530.1/ASCE6/TMS 602, based upon the
minimum grout space dimensions for grouting of cells of hollow units. Lay masonry until
location of a bond beam or horizontal lintel beam is reached, but not to exceed the limits of Table
7 of ACI 530.1/ASCE6/TMS 602, and then grout full the vertical cells required to be grouted and
fill the beam or lintel without pause.
G. To insure complete filling of grout space, consolidate grout at time of pouring by puddling and
then reconsolidate by later puddling before the plasticity is lost. Consolidate pours exceeding 12
inches in height by mechanical vibration and reconsolidate by mechanical vibration after initial
water loss and settlement has occurred.
H. Solid grout hollow metal door and window frames; for all wall openings over two (2) feet wide,
solid grout from lintel to floor or roof above in one continuous operation.
I. Place grout within 1 1/2 hour from introducing water in the mixture and prior to initial set.
3.5 Masonry Cleaning
A. All mortar and grout must be thoroughly set and cured before cleaning. Remove excess mortar or
mortar stains or efflorescence; scraping devices shall be nonferrous. Protect all adjacent surfaces,
including sash and other corrodible metal-work, from damage by cleaning solvent.
B. Saturate all exposed masonry with water immediately before cleaning, apply solution of cleaner
as per manufacturer’s instructions and rinse thoroughly with fresh, clean water immediately after
cleaning. Do small sections at a time, working from top to bottom. Repeat as necessary.
C. Tuckpoint any loose or defective mortar joints. At conclusion of masonry work, remove
scaffolding and equipment used in work and remove debris, refuse and surplus masonry material.
END OF SECTION
SECTION 04220
CONCRETE UNIT MASONRY
PART 1 GENERAL
1.1 Scope
Work included under this section shall include all materials and perform labor required to execute this
work as indicated on the drawings, as specified and as necessary to complete the work, including, but
not limited to, these major items:
A. Concrete masonry units.
B. Vertical and horizontal reinforcing and dowels projecting into subsequently placed concrete.
C. Setting of flashing and other work to be embedded in masonry.
1.2 Submittals
A. Samples -- Before any concrete unit masonry materials are delivered to the job site, submit one
sample of each proposed concrete masonry unit to the ENGINEER for approval.
B. Submit color samples for OWNER selection of concrete masonry unit colors.
C. Material Certificates -- Prior to delivery of concrete masonry materials, anchors, ties, fasteners,
and metal accessories to the job site, deliver to the ENGINEER a letter from the manufacturer of
the proposed masonry units, anchors, ties, fasteners, and metal accessories certifying that all such
units to be delivered to the job site are in strict conformance with the provisions of this Section.
D. Submit construction procedures for Cold Weather Construction and/or Hot Weather Construction
for review and approval by ENGINEER in compliance with the requirements herein prior to use
on the project.
E. A letter of certification from the Supplier of the materials shall be submitted prior to delivery of
the materials to the site to verify f m according to the IBC.
1.3 Quality Assurance
A. Qualifications of Workers
Use adequate numbers of skilled workers who are thoroughly trained and experienced in the
necessary crafts and who are completely familiar with the specified requirements and the methods
needed for proper performance of the work of this Section.
Provide one skilled journeyman mason who shall be present at all times during execution of this
portion of the work and who shall personally direct all work performed under this Section.
B. Standards, Specifications and Codes
Comply with the applicable provision of the following codes, specifications and standards to the
extent indicated by reference thereto:
1. American Concrete Institute (ACI)
2. American Society of Testing and Materials (ASTM)
3. National Concrete Masonry Association (NCMA)
4. Structural Clay Products Institute (SCPI)
5. American Society of Civil Engineers (ASCE)
6. The Masonry Society (TMS)
7. The International Building Code (IBC)
Comply with building code requirements which are more stringent than the above and all
O.S.H.A. requirements.
C. Masonry construction shall be inspected and evaluated in accordance with the requirements of
Chapter 17 of the International Building Code (IBC), and shall be governed by the classification
of the building or structure or nature of occupancy to either Level 1 inspection (IBC Table
1704.5.1 & 1708.1.2) or Level 2 inspection (IBC Table 1704.5.3 & Table 1708.1.4). The Contract
Documents shall dictate the required level of inspection per above reference, or provide a project
specific special inspection program. If the Contract Drawings do not specify the level of required
inspection the CONTRACTOR shall provide Level 2 inspection or obtain written direction from
the ENGINEER to the required level of inspection.
D. Where a Quality Assurance Plan is provided as part of the Contract Documents the
CONTRACTOR shall provide a written statement of responsibility to the building official and to
the OWNER prior to the commencement of work on the system(s) of component(s) so designated
within the Quality Assurance Plan. The CONTRACTOR shall acknowledge: awareness of the
special requirements contained in the quality assurance plan, control will be exercised to obtain
conformance with the construction documents approved by the building official. Also included
shall be procedures for exercising control within the CONTRACTOR’S organization, the method
and frequency of reporting and the distribution of reports and identification and qualifications of
the person(s) exercising such control and their position(s) in the organization.
E. An independent testing agency or laboratory shall verify the compressive strength (f’m) of the
proposed construction prior to construction and at regular intervals during construction as
indicated in the Contract Documents, but at lease one test for every 5,000 square feet during
construction. The compressive strength (f’m) shall be determined for each wythe of multiwythe
walls. Unless specifically directed within the Contract Documents, use the unit strength method
specified by ACI 530.1/ASCE6/TMS 602 or the prism test method of ASTM C 1314. The use of
testing and inspection does not relieve the CONTRACTOR of the responsibility to furnish
materials and construction in full compliance with the Contract Documents.
F. Testing Service -- The OWNER or and agent of the OWNER will engage a testing laboratory
acceptable to the ENGINEER to perform material evaluation tests and to perform required
Special Inspections.
G. Materials and installed work may require testing and retesting, as directed by the ENGINEER, at
any time during the progress of the work. Allow free access to material stockpiles and facilities at
all times. All testing required by the contract documents shall be done at the OWNER’S expense.
Testing expenses for the retesting of rejected materials and installed work will be charged back to
the CONTRACTOR.
1.4 Product Handling
A. Store materials under cover in a dry place and in a manner to prevent damage or intrusion of
foreign matter. During freezing weather protect all masonry units with tarpaulins or other suitable
material. Store masonry units under covers that will permit circulation of air and prevent
excessive moisture absorption. Protect concrete masonry units from wetting.
B. Handle unit on pallets or flat bed barrows.
C. Replacements -- In the event of damage, immediately make all repairs and replacements
necessary to the approval of the ENGINEER and at no additional cost to the OWNER.
D. Reinforcing, metal ties, and anchors shall be protected from contact with soil and water and
before being placed shall be free of loose rust and other coatings that will reduce or destroy bond.
E. Environmental Conditions - CONTRACTOR shall implement the following special construction
procedures based on the environmental conditions encountered during masonry construction.
Failure of the CONTRACTOR to maintain the conditions specified below during the construction
of masonry work will be just and sufficient cause for such work to be rejected.
1. Cold Weather - The cold weather construction provisions of ACI 530.1/ASCE6/TMS 602,
Article 1.8 C shall be implemented when the ambient temperature falls below 40 degrees F or
the temperature of the masonry units is below 40 degrees F. All masonry units and all work
on which new masonry is constructed shall be free of frost, ice, snow, and surface moisture
and their temperature shall not be lower than 40 degrees F. Protect green masonry from
freezing. No salt, anti-freeze chemicals or related materials are permitted.
2. Hot Weather - The hot weather construction provisions of ACI 530.1/ASCE 6/TMS 602,
Article 1.D shall be implemented when the ambient temperature exceeds 100 degrees F or
when the temperature exceeds 90 degrees F and the wind velocity is greater than 8 mph.
3. Wet Weather - Store masonry units and bagged materials off ground and protected from rain.
Do not build on work having a film of water on any surfaces. Protect work by covering in
rainy weather. Before stopping work for the day, cover the tops of walls at new work with
non-staining, waterproof covering extended 2 feet minimum down both sides of wall and
secured in place.
PART 2 PRODUCTS
2.1 Concrete Masonry Units
A. Unit shall be in modular sizes. Exposed-to-view units in any one building shall be of the same
appearance. The texture of units shall match the approved samples for the types of construction
and locations designated on the plans. Units shall not contain iron spots or other substances that
will stain plaster or paint.
B. Hollow load-bearing units shall conform to ASTM C90 type 1, Grade N.
C. The composition shall be 50 percent lightweight (pumice) and 50 percent sand. The lightweight
aggregate shall conform to ASTM C331 and the sand shall conform to ASTM C33.
D. Minimum compressive strength of all blocks shall be 2,000 psi based on the net area.
E. Maximum water absorption permitted for units at the time of delivery to the job site shall be 15
pounds per cubic foot (15 pcf) of concrete as an average of five units for normal weight aggregate
per ASTM C140.
F. Maximum moisture content permitted for standard weight aggregate units at time of delivery
shall be 30 percent of total absorption. The tests for moisture content shall be determined from an
average of five units per ASTM C140.
G. Maximum linear shrinkage shall not exceed .035-inch/unit. Concrete masonry units shall include
lintel, and bondbeam units, and special shapes and sizes required to complete the work indicated.
H. Certification required above shall show results of tests made not more than 12 months prior to
delivery of concrete masonry units to the job site, shall show compliance with the specified
values, and shall certify that the mix design, yield per batch, and curing procedures for the units
delivered to the job site will be equal to those submitted for the test.
I. Unit Colors. Pure natural finely milled inert water insoluble non-bleeding and free of deleterious
fillers or extenders. Colors shall be as shown on the plans. Colors shall be selected by OWNER
from manufacturer’s standard range of colors.
2.2 Mortar and Grout
Provide mortar and grout as indicated on the drawings in conformance with th requirements of
Section 04100 of these specifications.
2.3 Reinforcement Steel
Provide reinforcement steel as indicated on the drawings and in conformance with th requirements of
Division 3 of these specifications.
2.4 Other Materials
All other materials, not specifically described but required of a complete and prope installation of the
work of this Section, shall be as selected by the CONTRACTO subject to the approval of the
ENGINEER.
PART 3 EXECUTION
3.1 Inspection
Examine the areas and conditions under which work of this Section will be performed. Correct
conditions detrimental to the proper and timely completion of the Work. Do not proceed until
unsatisfactory conditions have been corrected.
3.2 Coordination
Carefully coordinate with all other trades to ensure proper and adequate interface of the work of other
trades with the work of this Section.
3.3 Installation
A. Masonry shall be plumb, true to line, with level courses accurately spaced, and built to thickness
and bond pattern indicated. Where no patter is indicated, masonry shall be laid in running bond
pattern. Concrete masonry units shall be dry when laid. Each unit shall be adjusted to final
position in the wall while mortar is still soft and plastic. Any unit disturbed after mortar has
stiffened shall be removed and re-laid with fresh mortar. Chases shall be built in and not cut in.
Chases shall be plumb and shall be minimum one unit length from jambs of openings. Chases and
raked-out joints shall be kept from mortar or debris. Spaces around metal door frames and other
built-in items shall be solidly filled with mortar as each course is laid. Anchors, wall plugs,
accessories, flashings, and other items to be built in shall be installed as the masonry work
progresses. All cutting and fitting of masonry, including that required to accommodate the work
of other sections shall be done by masonry saws.
B. Where fresh masonry joins masonry that is partially set or totally set, clean the exposed surface of
the set masonry and remove all loose mortar. If it is necessary to “stop off” a horizontal run of
masonry, this shall be done by raking back one half brick or block length in each course.
Toothing will not be permitted.
C. Before closing up any pipe, duct or similar inaccessible spaces or shafts with masonry, remove all
rubbish and sweep out the area to be enclosed.
D. Provide level and solid bearing in masonry walls under all bearing structural floor and roof
elements. Solid bearing shall be bond beams unless otherwise indicated.
E. All masonry walls shall extend to underside of floor beams or roof metal decking unless
otherwise indicated.
F. If blowouts, misalignment, or cracking of face shells should occur during construction, the wall
shall be torn down and rebuilt at no additional cost to the OWNER.
G. Mortar Beds and Joints
1. Hollow units shall be laid with full mortar coverage on horizontal and vertical face shells,
except that webs shall be also be bedded in all courses of the starting course on footings and
solid foundation walls, and where adjacent to cells or cavities to be reinforced and/or filled
with grout or concrete.
2. Horizontal and vertical face joints shall be 3/8-inch thick unless otherwise indicated. Vertical
joints shall be shoved tight. Mortar joints in exposed or painted surfaces shall be tooled when
thumbprint hard to a flush joint. Joints in unparged masonry below grade shall be pointed
tight with a trowel. Mortar joints in surfaces to be plastered, stuccoed, or covered with other
masonry shall be cut flush. Mortar protrusions extending into cells or cavities to be reinforced
and filled shall be removed.
H. Placing Reinforcement
1. Splices in reinforcement shall be made only at such points and in such a manner that the
structural strength of the member will not be reduced. Lapped splices shall provide sufficient
lap to transfer the working stress of the reinforcement by bond and shear. Minimum lap shall
be 40 bar diameters, where spliced end shall be separated by 1 bar diameter or wired together.
Welded or mechanical connections shall develop the full yield strength of the reinforcement.
Bond beams shall be continuous around corners.
2. Vertical reinforcement shall be rigidly secured at the top and bottom and at intervals
necessary to hold the reinforcing in proper position. Reinforcement shall be placed at the wall
centerline unless indicated otherwise.
I. Grouting
1. Units containing reinforcement shall be filled solid with grout. All cells that are indicated to
be filled shall be filled with grout as specified in this Division and as shown on the drawings.
2. Grout shall be poured in lifts not exceeding 5-feet. The maximum grout pour height shall be
not exceed the limits of Table 7 of ACI 530.1/ASCE6/TMS 602. Lay masonry until location
of a bond beam or horizontal lintel beam is reached, but not to exceed the limits of Table 7 of
ACI 530.1/ASCE6/TMS 602, and then grout full the vertical cells required to be grouted and
fill the beam or lintel without pause.
3. To insure complete filling of grout space, consolidate grout at time of pouring by puddling
and then reconsolidate by later puddling before the plasticity is lost. Consolidate pours
exceeding 12 inches in height by mechanical vibration and reconsolidate by mechanical
vibration after initial water loss and settlement has occurred.
4. Solid grout hollow metal door and window frames; for all wall openings over two (2) feet
wide, solid grout from lintel to floor or roof above in one continuous operation.
5. Place grout within 1 1/2 hour from introducing water in the mixture and prior to initial set.
J. Low-Lift Grouting
1. The repetitive construction procedure of erecting a masonry wall to a height not greater than
four (4) feet, grouting the wall as required and then repeating this cycle until the top of the
wall is reached shall be classified as low-lift grouting. Grout shall be placed while mortar
joints are still soft and plastic or the grout spaces shall be cleaned of mortar dropping and
protruding mortar joints shall be removed.
2. Set steel lintels in beds of mortar. Fill spaces around jambs and head of metal door buck and
frames solidly with mortar.
END OF SECTION
SECTION 08100
METAL DOORS AND FRAMES
PART 1 GENERAL
1.1 Description
Work includes providing metal doors and door frames for the pump stations of the described size,
type and thickness specified herein and shown on plans.
1.2 Submittals
Shop drawings in accordance with Section 01100 - Special Provisions.
1.3 Quality Assurance
A. Materials
1. All material used in the fabricating of steel doors and frames shall be free from defects
impairing strength, durability, and appearance. Doors shall conform to Commercial Standard
CS 242-62 and PS4-66.
2. Doors and frames in accordance with Standard Steel Door Institute (SDI) recommendations -
- SDI 100-78, extra heavy duty, Type III, 16 gage, galvanized steel.
3. Doors and frames to be of a single manufacturer.
B. Hardware
1. Reinforce, drill and tap doors and frames to receive mortised hinges, locks, latches, flush bolts
and concealed closer as required.
2. Hardware preparation in accordance with SDI 107. CONTRACTOR to drill and tap for surface
applied hardware in accordance with SDI 107.
PART 2 PRODUCTS
2.1 Materials
A. Single Swing, Vertically Hung Doors
1. Doors shall be 1-3/4 inch full flush, fabricated from two (2) sheets 16 gage galvanized steel
with no visible seams on either face. Doors shall be reinforced, stiffened, insulated with
urethane core, and sound deadened. Doors shall be bonderized and finished with standard
onecoat baked-on prime coat. Doors to be thoroughly degreased and cleaned of all
imperfections before finish painting. Provide top caps on exterior doors and 15 inches high by
12 inches wide stamped louver on interior doors where indicated. Door shall be provided with
3/16-inch steel hinge reinforcements, 1/8- inch steel lock reinforcements all securely welded
into place and each drilled and tapped to receive field installed finish hardware and shall open
outward.
2. Manufacturer’s standard, rigid, fully welded door frame provided in size as detailed, 16 gage
galvanized steel, double rabbet. Frames shall be furnished with standard one-coat baked-on
prime coat ready to receive specified finish paint systems. Anchor doors to opening in
accordance with manufacturers recommendations. All hardware shall be of manufacturer’s
standard design except as described in Section 08715 of these specifications.
3. Accepted Manufacturer -- Steelcraft Manufacturing Co. or Approved Equal.
PART 3 EXECUTION
3.1 Product Handling
A. Delivery and Storage -- Deliver and store doors and frames at the job site in dry area, complete
protection between doors to insure against surface damage. Take special care at all times to
prevent staining of door surface. Carry doors and frames when moving them; do not drag; do not
slide one door across another.
B. Replacements -- In the event of damage, immediately make all repairs and replacements
necessary to the approval of the ENGINEER and at no additional cost to OWNER.
3.2 Installation
A. Install plumb, straight, true, rigidly secured in place and properly braced all in accordance with
manufacturer’s recommendations.
B. Solid grout frames at all exterior doors.
C. Fit and install specified hardware to operate freely and adjust doors before final acceptance.
3.3 Corrections and Cleanup
A. Immediately after erection, sand smooth all rusted, or damaged areas of prime coat and apply
touch up compatible primer.
B. Finish Coatings - Provide finish coatings per Section 09800.
END OF SECTION
SECTION 08710
FINISH HARDWARE
PART 1 GENERAL
1.1 Description
Work includes furnishing and installing finish hardware on doors throughout the project as specified
herein and as needed for a complete and proper installation.
1.2 Submittals
Submit copies of a complete vertical schedule of hardware, listing each opening, door size, hand,
frame material, and door label. State keying, material finish, and manufacturer’s number for each
item. Obtain ENGINEER’s review before proceeding. Review does not relieve CONTRACTOR of
responsibility for items that may not be included on the schedule.
Schematic Keying Diagram.
One copy of transmittal notice sent to door and frame fabricator by hardware supplier.
1.3 Quality Assurance
A. Provide the services of an AHC or DAHC member of the American Society of Architectural
Hardware Consultants to:
1. Be available for consultation with the ENGINEER at no additional cost to the OWNER during
progress of construction.
2. Make minor adjustments as required.
3. Report to the ENGINEER on completeness of the installation.
B. The hardware consultant may be an employee of the supplier.
PART 2 PRODUCTS
2.1 General
Exterior hollow steel doors shall be provided with a panic bar device on the interior, thumb latch
opening device on the exterior, butts, locksets, cylinders, door stops and holders, closers, weather
stripping, silencers, threshold, drip cap, flush bolts and astragal as specified herein. All door
accessory manufacturers shall be as specified.
2.2 Materials
A. Fasteners
1. Furnish necessary screws, bolts, and other fasteners of suitable size and type to anchor the
hardware in position for long life under hard use.
2. Where necessary, furnish fasteners with expansion shields, toggle bolts, hex bolts, and other
anchors approved by the ENGINEER, according to the material to which hardware is to be
applied and according to the recommendations of the hardware manufacturer.
B. At double exterior doors provide hot-dipped galvanized 1/4” x 2” metal flat bar astragal on
exterior face of active door.
C. Furnish complete Zero, #475A weatherstripping packages for all exterior door frames, covering
complete length of stop face of jambs and heads.
D. Furnish Glynn Johnson, W27 door stops and holders at all doors without automatic closers.
E. Finish – Satin
F. Butts -- Provide 1½ pair, 4½-inch by 4½-inch standard weight concealed ball bearing hinges at
each door. Provide non-rising pins at all exterior doors.
G. Closer -- Provide LCN Smoothie Series. Meet ADA requirements.
H. Threshold -- Pemco 2005 DS at each exterior door. Meet ADA standards.
I. Drip Cap -- Reese, R201D at door head and at door sill.
J. Silencers -- Glynn Johnson GJ 64 or 65; furnish three for each single door.
K. Flush Bolts -- Glynn Johnson.
L. Lockset -- Russwin, Sargent, or Schlage, “D” Series with cast lever-type handles. Meet ADA
requirements.
2.3 Keying
A. Keying to match OWNER’s existing system. Coordinate with OWNER.
B. Thumb Latch -- Von Duprin 99 TP for a 3ft wide door.
C. Cylinders -- Best 1E72-626, removable cores.
D. Furnish 4 keys per lock
2.4 Acceptable Products and Manufacturers
A. Single source for items
1. Except as specifically otherwise approved by the ENGINEER, furnish for each item (such as
“door butt type 1”) only the product of a single manufacturer (such as “Hager BB-800”).
2. To the maximum extent practicable, furnish similar items (such as “door butts”) only as the
product of a single manufacturer (such as “Hager”).
B. For each of the required items of finish hardware, provide from the following list of acceptable
products, or equals approved in advance by the ENGINEER.
1. Door butts
a. Hager
b. Lawrence
c. McKinney
2. Locksets/Latchsets
a. Russwin
b. Sargent
c. Schlage
3. Door stops & Holders -- Glynn Johnson
4. Closers – LCN
5. Weatherstrip – Zero
6. Silencers -- Glynn Johnson
7. Cylinders -- Best
2.5 Other Materials
Provide other materials, not specifically described but required for a complete and proper installation,
as selected by the CONTRACTOR subject the approval of the Design Consultant.
PART 3 EXECUTION
3.1 Preparation
A. Deliver products complete with necessary parts for fitting and installing. Wrap each in a separate
package, distinctly labeled and numbered for each opening for which it intended. Check
merchandise ordered from the factory before sending to the job site.
B. Have an experienced person to receive, take charge of, and distribute hardware at the job site.
3.2 Installation
A. Install mortised items, then remove and place in their original package until painters have
completed their work, then fit permanently in place.
B. Wrap hardware subject to hand usage during construction for protection. Keep finish free from
blemishes or defects.
C. Mount hardware in location and height as recommended by SDI.
D. Adjust door closers for moderate swing in the sweep position and unless automatic flush bolts or
panic hardware is used, adjust latch position for as slow a closing as practical.
E. Place door stops at point of contact. In certain locations, it may be advantageous to place stop on
the door.
F. Ensure watertight joints at exterior doors.
3.3 Corrections and Cleanup
A. Replace scratched or damaged hardware with new hardware.
B. Remove protective maskings, clean surfaces.
C. Upon completion of this work, remove all disused implements, rubbish, and debris, and leave
premises neat and clean.
END OF SECTION
SECTION 09800
PROTECTIVE COATINGS
PART 1 GENERAL
1.1 The Requirement
A. Work under this Section shall include the protective coating of all specified surfaces including all
surface preparation, pretreatment, coating application, touch-up of factory coated surfaces,
protection of surfaces not to be coated, cleanup, and appurtenant work, all in accordance with the
requirements of the Contract Documents. Specialty coating systems associated with concrete
rehabilitation not specified in Section 09800 are included elsewhere in the technical
specifications.
B. This specification is applicable to coated pipe, steel, concrete and other surfaces listed in the
coating schedule at the end of this section.
C. The Coating System Schedules summarize the surfaces to be coated, the required surface
preparation and the coating systems to be applied. Coating notes on the drawings are used to
show exceptions to the schedules, to show or extend the limits of coating systems, or to clarify or
show details for application of the coating systems.
D. Related Work Specified in Other Sections -- Shop coatings and/or factory finishes on fabricated
or manufactured equipment may be specified in other divisions. Some items with factory finishes,
or corrosion resistant finishes may be scheduled or directed to be painted by the ENGINEER to
unify a wall finish or color scheme, at the ENGINEER's discretion.
E. Exclusions -- Do not coat the following surfaces unless specified or directed elsewhere: Stainless
steel, aluminum, copper, brass, bronze and other corrosion-resistant material (except for valve
bodies and piping); Electrical switch-gear and motor control centers having factory finish;
Fencing; Multiple coated factory finished baked enamel or porcelain products; Concealed areas
such as ducts, piping, conduits and items specified elsewhere for special linings and coatings.
F. Damaged Factory Finish -- If directed by the ENGINEER, refinish the entire exposed surfaces of
equipment chipped, scratched or otherwise damaged in shipment or installation.
G. All coating coming in contact with potable water shall be NSF approved.
1.2 Reference Specifications, Codes and Standards
A. Comply with the provisions of the following codes, specifications and standards, except as
otherwise shown or specified.
1. "Architectural Specification Manual" by the Painting and Decorating Contractors of America
(PDCA), 333 Taylor Avenue North, Seattle, Washington 98109.
2. "Systems and Specifications" - Volume 2 of Steel Structures Painting Council (SSPC).
3. National Sanitation Foundation (NSF) Standard No. 61.
B. References herein to "NACE" shall mean the published standards of the National Association of
Corrosion Engineers, P.O. Box 986, Katy, TX 77450.
C. Pipe Coating Commercial Standards
ANSI/AWWA C105 Polyethylene Encasement for Ductile Iron Piping for Water and Other
Liquids.
ANSI/AWWA C203 Coal-Tar Protective Coatings and Linings for Steel Water Pipelines -
Enamel and Tape – Hot Applied.
ANSI/AWWA C205 Cement-Mortar Protective Lining and Coating for Steel Water Pipe - 4-
inch and Larger – Shop Applied
ANSI/AWWA C209 Cold Applied Tape Coatings for the Exterior of Special Sections,
Connections, and Fittings for Steel Pipelines.
ANSI/AWWA C210 Liquid Epoxy Coating for Exterior and Interior of Steel Pipe.
ANSI/AWWA C213 Fusion Bonded Epoxy Coating for the Interior and Exterior of Steel
Water Pipelines.
ANSI/AWWA C214 Tape Coating systems for the Exterior of Steel Water Pipelines.
D. Federal Specifications
DOD-P-23236A(SH) Military Specification, Paint Coating Systems, Steel Ship Tank, Fuel and
Salt Water Ballast.
1.3 CONTRACTOR Submittals
A. Coating Materials List -- The CONTRACTOR shall provide a coating materials list which
indicates the manufacturer and the coating number, keyed to the coating systems herein. The
amount of copies to submit shall be as specified within Section 01300, Submittals.
B. Coating Manufacturer's and Applicator Information -- For each coating system to be used the
CONTRACTOR shall submit, the following listed data.
1. Manufacturer's data sheet for each product used, including statements on the suitability of the
material for the intended use.
2. Manufacturer's instructions and recommendations on surface preparation and application.
3. Colors available for each product and each coat.
4. Compatibility of shop and field applied coatings (where applicable).
5. Material safety data sheet (MSDS) for each product used.
6. The manufacturer’s recommended products and procedures for field coating repairs and field
preparation of field cut pipe ends.
7. The name of the proposed coating applicator shop along with certification that the applicator shop
is qualified and equipped to apply the coatings systems as specified.
8. Certificate -- Submit manufacturer's certificate of compliance with the specifications and
standards signed by a representative in the manufacturer's employ.
9. Samples -- Provide painted surface areas at the job for approval of main color selections, or
submit sample on 12-inch sample of substrate using required finish system at ENGINEER’s
discretion.
1.4 Quality Assurance
A. Painter Qualifications -- The Painting/Coating CONTRACTOR must be capable of performing
the various items of work as specified. The Painting/Coating CONTRACTOR shall furnish a
statement covering experience on similar work, a list of machinery, plan and other equipment
available for the proposed work, and a financial statement, including a complete statement of the
Pain/Coating CONTRACTOR’s financial ability and experience in performing similar painting
and coating work. The Painting/Coating CONTRACTOR shall have a minimum of five (5) years
practical experience and a successful history in the application of the specified products to
concrete/steel surfaces. Upon request, the Painting/Coating CONTRACTOR shall substantiate
this requirement by furnishing a list of references, which shall include jobs of similar nature.
B. The CONTRACTOR shall give the ENGINEER a minimum of 3 days advance notice of the start
of any field surface preparation work of coating application work, and a minimum of 7 days
advance notice of the start of any shop surface preparation work.
C. All such work shall be performed only in the presence of the ENGINEER, unless the ENGINEER
has granted prior approval to perform such work in its absence.
D. Inspection by the ENGINEER, or the waiver of inspection of any particular portion of the work,
shall not relieve the CONTRACTOR of its responsibility to perform the work in accordance with
these Specifications.
E. Surface Preparation -- Evaluation of blast cleaned surface preparation work will be based upon
comparison of the blasted surfaces with the standard samples available from the NACE, using
NACE standard TM-01-70.
F. Scaffolding shall be erected and moved to locations where requested by the ENGINEER to
facilitate inspection. Additional illumination shall be provided by the CONTRACTOR to cover
all areas to be inspected.
G. Paint Products -- No request for substitution shall be approved which decreases the film thickness
designated or the number of coats to be applied, or which offers a change from the generic type of
coating specified. Painting shall be done at such times as the CONTRACTOR and ENGINEER
may agree upon in order that dust-free and neat work be obtained. All painting shall be in strict
accordance with the manufacturer's instructions and shall be performed in a manner satisfactory
to the ENGINEER.
H. Manufacturer's Representative -- Require coating manufacturer's representative to be at job site
when the first day's coating application is in progress and periodically during progress of the
work.
I. Labels -- Deliver to the job site in the original sealed containers with manufacturer's name,
product name, type of product, manufacturer's specification or catalog number or federal
specification number, and instructions for reducing where applicable.
J. Colors -- Colors will be selected from manufacturer's standard colors as reviewed by ENGINEER
and approved by the OWNER. Colors for special coatings that are limited in their availability and
color selection will be chosen on the basis of manufacturer's standard colors, provided that the
manufacturer's product line represents a color range comparable to similar products of other
manufacturers.
K. Flame Spread -- Provide paint materials which will result in a Class II finish for all coated
surfaces in exit corridors, and a Class III finish for all other interior rooms or areas.
L. Film Thickness Testing -- On ferrous metals, the dry film coating thickness shall be measured in
accordance with the SSPC "Paint Application Specification No. 2" using a magnetic-type dry film
thickness gage such as Mikrotest model FM, Elcometer model 111/1EZ, or approved equal. Each
coat shall be tested for the correct thickness. No measurements shall be made until at least 8 hours
after application of the coating. On non-ferrous metals and other substrates, the coating
thicknesses shall be measured at the time of application using wet film gage readings and
destructive film thickness tests.
1.5 Delivery, Handling and Storage
A. Deliver in labeled containers as specified above and store in a locked room accessible for
inspection. Comply with fire and health regulations.
B. Provide adequate heat and forced mechanical ventilation for health, safety and drying
requirements. Use explosion proof equipment. Provide face masks.
C. Protect adjacent surfaces with suitable masking and drop cloths as required. Remove cloths or
waste from the project daily.
D. Apply to surfaces under recommended environmental conditions and within the limitations
established by the material manufacturer. Do not apply coating in snow, rain, fog or mist; or
when the relative humidity exceeds 85 percent; or to damp or wet surfaces, unless otherwise
permitted by the coating manufacturer's printed instructions. Coating application may be
continued during inclement weather only if the areas and surfaces to be painted are enclosed and
heated within the temperature limits specified by the paint manufacturer during application and
drying periods.
1.6 Protection
A. Follow all safety recommendations of manufacturer regarding ventilation and danger from
explosion or breathing paint fumes or skin exposure, and all applicable O.S.H.A. and other
regulations.
B. Protect surface adjacent to work being coated from overspray, drips or other damage.
1.7 Extra Stock
Provide one gallon of each type and color, fully labeled, at completion of job.
PART 2 PRODUCTS
2.1 General
A. Definitions -- The terms "paint," "coatings" or "finishes" as used herein, shall include surface
treatments, emulsions, enamels, paints, epoxy resins, tape and all other protective coatings,
excepting galvanizing or anodizing, whether used as a pretreatment, primer, intermediate coat, or
finish coat. The term "DFT" means minimum dry film thickness.
B. General -- Coating materials shall be sealed in containers that plainly show the designated name,
formula or specification number, batch number, color, date of manufacture, manufacturer's
directions, and name of manufacturer, all of which shall be plainly legible at the time of use.
C. The CONTRACTOR shall use coating materials suitable for the intended use and recommended
by their manufacturer for the intended service.
D. Compatibility -- In any coating system only compatible materials from a single manufacturer
shall be used in the work. Particular attention shall be directed to compatibility of primers and
finish coats. If necessary, subject to the approval of the ENGINEER, a barrier coat shall be
applied between existing prime coat and subsequent field coats to ensure compatibility.
E. Colors -- All colors and shades of colors of all coatings shall be as selected or specified by the
ENGINEER. Each coat shall be of a slightly different shade, to facilitate inspection of surface
coverage of each coat. Finish colors shall be as selected from the manufacturer's standard color
samples by the ENGINEER. Color pigments shall be lead free.
F. Protective Coating Materials -- Products shall be standard products produced by recognized
manufacturers who are regularly engaged in production of such materials for essentially identical
service conditions. Where requested, the CONTRACTOR shall provide the ENGINEER with the
names of not less than 10 successful applications of the proposed manufacturer's products
demonstrating compliance with this specification requirement.
G. Substitute or "Or-Equal" Submittals -- Unless otherwise specified, materials are from the catalogs
of the companies listed herein. Materials by other manufacturers are acceptable provided that they
are established as being compatible with and of equal quality to the coatings of the companies
listed. The CONTRACTOR shall provide satisfactory documentation from the firm
manufacturing the proposed substitute or "or equal" material that said material meets the
specified requirements and is equivalent or better than the listed materials.
H. The cost of all testing and analyzing of the proposed substitute materials that may be required by
the ENGINEER shall be paid by the CONTRACTOR. If the proposed substitution requires
changes in the contract work, the CONTRACTOR shall bear all such costs involved and the costs
of allied trades affected by the substitution.
2.2 Industrial Coating Systems
A. General
Provide and apply the industrial coatings systems which follow as listed in the coating schedule,
as required by these specifications and as directed by the ENGINEER. Coat all existing and new
exposed interior or exterior surfaces and submerged and intermittently submerged surfaces as
indicated, except as specifically excluded in Part 1 of this section or on the drawings or finish
schedules. Coating System Numbers listed below shall be used as the Coating System code letter,
and shall be used on any coating submittals or correspondence.
B. Industrial coating systems shall be as follows
1. Coating System 100
a. Location -- Exposed, unprimed, non-galvanized, nonsubmerged metal surfaces, both
interior and exterior including piping and structural steel.
b. Surface Preparation -- As specified herein.
c. Coating System -- Apply prime coat and topcoat, 4.0-6.0 mils each coat of Tnemec Series
66-2 Hi-Build Epoxoline, or approved equal. Color as selected by Owner.
2. Coating System 101
a. Location -- Exposed metal surfaces, shop primed, both interior and exterior including
piping, railings, ladders, steel doors, and any other metal items not otherwise specified.
b. Surface Preparation -- As specified herein.
c. Coating System -- Apply shop prime coat 3.0 mils DFT Tnemec Series 90-97 Tneme-
Zinc, one coat 4.0 - 6.0 mils DFT Tnemec Series 66 Hi-Build Epoxoline, and 3.0 - 4.0
mils DFT of Tnemec Series 175 Endura Shield, or approved equal. Color as selected by
Owner.
3. Coating System 102
a. Location -- Unprimed or non-galvanized, continuously or intermittently submerged metal
items, both interior and exterior including piping, structural steel and all other metal
items not otherwise specified.
b. Surface Preparation -- As specified herein.
c. Coating System -- Prime, intermediate and topcoat, 4.0-6.0 mils each coat of Tnemec
Series 20 Pota-Pox, or approved equal. Color as selected by Owner.
4. Coating System 103
a. Location -- Vertical concrete walls, exterior, below finish grade, not exposed to view.
b. Surface Preparation -- As specified herein.
c. Paint System -- Apply two coats 2.0-3.0 mils each, Carboline Bitumastic 50, or approved
equal.
5. Coating System 104
a. Location - Nonsubmerged, exposed to view, PVC piping.
b. Surface Preparation -- As specified herein.
c. Coating System -- Apply one coat, 4.0-6.0 mils Tnemec Series 66-2 Hi-Build Epoxoline,
or approved equal. Color as selected by Owner.
2.3 Special Pipe and Severe Service Coating Systems
A. General
The following coatings are for buried pipe and surfaces used in severe service conditions. The
manufacturers' products listed in this paragraph are materials which satisfy the material
descriptions of this paragraph and have a documented successful record for long term submerged
or severe service conditions. Proposed substitute products will be considered as indicated within
the paragraph entitled " ‘Or-Equal’ Clause” in Section 01100, Special Provisions.
B. Special pipe and severe service coating systems shall be as follows
1. Coating System 200 -- Cement Mortar Coating
a. Location -- Exterior surfaces of buried steel pipe and fittings, non-galvanized.
b. Surface Preparation - As specified herein.
c. Coating System -- A 1-1/2-inch minimum thickness mortar coating reinforced with 3/4-
inch galvanized welded wire fabric shall be provided. The cement mortar shall contain no
less than one part Type V cement to 3 parts sand. The cement mortar shall be cured by a
curing compound meeting the requirements of "Liquid Membrane-Forming Compounds
for Curing Concrete" ASTM C 309-81, Type II, white pigmented, or by enclosure in an
8-mil thick polyethylene sheet with all joints and edges lapped by at least 6 inches. At the
ENGINEER's discretion, the hot applied coal tar epoxy coating may be used as the curing
membrane for the mortar coating.
2. Coating System 201 -- Hot Applied Coal Tar Epoxy Coating
a. Location -- Exterior surface of concrete pipe and cement-mortar coated pipe and fittings.
b. Surface Preparation -- As specified herein.
c. Coating System -- The hot applied coal tar epoxy shall be a solvent free 100 percent
solids coal tar epoxy chemically compatible with hydrating cement and suitable for
application on moist surfaces of freshly placed cement mortar or concrete and properly
prepared cured surfaces. The coal tar epoxy coating material shall be Amercoat 1972B or
approved equal. The finish coal tar epoxy coating shall have a minimum DFT of 26 mils.
3. Coating System 202 -- Coal-Tar Epoxy Coating System
a. Location -- Exterior surface of buried steel pipe, fittings and other ferrous surfaces.
b. Surface Preparation -- As specified herein.
c. Coating System -- High build, 2-component amine or polyamide cured coal-tar epoxy
shall have a solids content of at least 68 percent by volume, suitable as a long term
coating of buried surfaces, and conforming to AWWA C210. Prime coats are for use as a
shop primer only. Prime coat shall be omitted when both surface preparation and coating
are to be performed in the field. The coal-tar epoxy coating system shall include:
i. Prime coat (DFT = 1.5 mils), Amercoat 83HS, Tnemec P66, or equal.
ii. Finish coats (2 or more, DFT = 18 mils), Amercoat 78 HB, Tnemec 46 H-413, or
equal.
iii. Total system DFT = 19.5 mils.
4. Coating System 203 -- Fusion Bonded Epoxy
a. Location -- Ferrous surfaces of sleeve couplings, steel pipe and fittings.
b. Surface Preparation -- As specified herein.
c. Coating System -- The coating material shall be a 100 percent powder epoxy applied in
accordance with the ANSI/AWWA C213 "AWWA Standard for Fusion-Bonded Epoxy
Coating for the Interior and Exterior of Steel Water Pipelines". The coating shall be
applied using the fluidized bed process.
i. Liquid Epoxy -- For field repairs, the use of a liquid epoxy will be permitted,
applied in not less than 3 coats to provide a DFT 16 mils. The liquid epoxy shall
be a 100 percent solids epoxy recommended by the powder epoxy manufacturer.
ii. Coating (DFT = 16 mils), Scotchkote 203, or equal.
iii. Total system DFT = 16 mils.
5. Coating System 204 -- Hot, Coal-Tar Enamel
a. Location -- Exterior surfaces of buried steel pipe and fittings, non-galvanized.
b. Surface Preparation - As specified herein
c. Coating System -- Coal-Tar Enamel materials and procedures shall be in accordance with
ANSI/AWWA C203. This system shall consist of a primer layer, coal-tar enamel layer,
coal-tar saturated nonasbestos felt outerwrap and a finish coat. Total system DFT = 188
mils.
6. Coating System 205 -- Hot Applied Tape
a. Location -- Exterior surfaces of buried steel pipe and fittings, non-galvanized.
b. Surface Preparation -- As specified herein.
c. Coating System -- Tape coating materials and procedures shall be in accordance with
ANSI/AWWA C203. This system shall consist of a cold-applied liquid primer and heated coal-tar
base tape. Total system DFT = 50 mils.
7. Coating System 206 -- Cold Applied Tape
a. Location -- Exterior surfaces of buried steel pipe and fittings, non-galvanized.
b. Surface Preparation -- As specified herein.
c. Coating System -- Tape coating materials and procedures shall be in accordance with
ANSI/AWWA C209. Prefabricated tape shall be Type II. The system shall consists of a
primer layer, inner layer tape of 35 mils, and an outer layer tape of 35 mils. Total system
DFT = 70 mils.
8. Coating System 207 -- PVC Tape
a. Location -- Small galvanized steel pipe and fittings.
b. Surface Preparation -- As specified herein.
c. Coating System -- Prior to wrapping pipe with PVC tape, the pipe and fittings shall be
primed using a primer recommended by the PVC tape manufacturer. After being primed,
the pipe shall be wrapped with a 20-mil adhesive PVC tape, half lapped for a total
thickness of 40 mils.
9. Coating System 208 – Mastic
a. Location -- Pipe and fitting joints, and general buried surface coating repair and touch up.
b. Surface Preparation - As specified herein.
c. Coating System -- Mastic shall be a one-part solvent drying heavy bodied thixotropic
synthetic elastomeric coating with chemically inert resins and fillers and an average
viscosity of 650,000 CPS at 77 degrees Fahrenheit, thereby requiring generous
applications by hand or trowel. Total coat thickness shall be 30 mils, minimum. Mastic
shall be Protecto Wrap 160 H or approved equal and be fully compatible with pipeline
coating systems.
10. Coating System 209 -- Polyethylene Encasement
a. Location -- Ductile iron, steel and concrete cylinder pipe and fittings
b. Surface Preparation -- None required.
c. Coating System -- Except as otherwise specified, application of polyethylene encasement
shall be in accordance with ANSI/AWWA C105 using Method C.
2.4 Architectural Coating Systems
A. General
"Paint" as used herein means all coating systems materials, including primers, emulsions,
enamels, stains, sealers and fillers, and other applied materials whether used as prime,
intermediate or topcoat. Fungus Control: Submit evidence for all paints attesting the passing of
Federal Test Method Standard No. 141, Method 6271.1 showing no fungus growth or other
approved test results. Apply to surfaces under recommended environmental conditions and within
the limitations established by the material manufacturer. Acrylics require 60 degrees Fahrenheit (
F) and above temperature and below 50 percent relative humidity. Apply water-base paints only
when the temperature of surfaces to be painted and the surrounding air temperatures are between
50 F and 90 F unless otherwise permitted by the paint manufacturer's printed instructions.
B. Architectural coating systems shall be as follows
1. Coating System 300
a. Location -- Vertical, exterior concrete masonry unit walls exposed to view.
b. Surface Preparation -- Surfaces shall be cleaned with a manufacturers approved chemical
cleaner and power washed. Surfaces shall be completely dry, free from efflorescence,
oils, paint and other contaminants before the coating system is applied. Coating system
shall be applied according to the manufacturers published recommendations. Newly
constructed surfaces should cure for 28 days before application. A manufacturer’s
representative shall be present during application of the coating system, if required by the
manufacturer’s warranty.
c. Coating System -- Apply two flood coats of an RTV silicone rubber water repellent and
graffiti protectant, Chemprobe Series 626 Dur A Pell GS, or equal. All coatings to be
clear. Apply per manufacturer’s instructions.
2. Paint System 301
a. Location -- Vertical concrete exterior walls and flat concrete exterior roofs and slabs
exposed to view.
b. Surface Preparation -- As specified herein.
c. Coating System -- Apply two coats 6.0-9.0 mils (100 ft2/gal) each coat, Tnemec Series
156 Envirocrete, or approved equal. Color as selected by Owner.
3. Paint System 302
a. Location -- Interior concrete masonry unit walls and interior and exterior wood walls,
ceilings and other wood surfaces not otherwise specified, exposed to view.
b. Surface Preparation -- As specified herein.
c. Coating System -- Prime as specified by coating manufacturer. Apply two coats 6.0 - 9.0
mils (100 ft2/gal) each coat, Tnemec Series 156 Envirocrete, or approved equal. Color as
selected by Owner.
4. Paint System 303
a. Location -- Wood surfaces not otherwise specified, exposed to view.
b. Surface Preparation -- As specified herein.
c. Coating System -- Apply an alkyd primer as recommended by the manufacturer, 2 mils.
Apply finish coats (two or more coats 6 mils total) of single component, water based
acrylic latex coating, Tnemec Series 6, Carboline 3350 or equal. Total DFT = 8 mils.
Color as selected by Owner.
5. Paint System 304
a. Location -- Interior drywall surfaces not otherwise specified, exposed to view.
b. Surface Preparation - As specified herein.
c. Coating System -- Apply two coats 2.0 - 3.0 mils each coat of single component, water
based acrylic latex coating, Tnemec Series 6, Carboline 3350 or equal. Color as selected
by Owner.
6. Paint System 305
a. Location -- Exterior brick surfaces not otherwise specified, exposed to view. Project
perimeter fencing.
b. Surface Preparation -- Surfaces shall be cleaned with a manufacturers approved chemical
cleaner and power washed. Surfaces shall be completely dry, free from efflorescence,
oils, paint and other contaminants before the coating system is applied. Coating system
shall be applied according to the manufacturers published recommendations. Newly
constructed surfaces should cure for 28 days before application. A manufacturer’s
representative shall be present during application of the coating system, if required by the
manufacturer’s warranty.
c. Coating System -- Apply two flood coats of an RTV silicone rubber water repellent and
graffiti protectant, Chemprobe Series 626 Dur A Pell GS, or equal. All coatings to be
clear. Apply per manufacturer’s instructions.
7. Paint System 306
a. Location -- Vertical concrete walls, exterior, below finish grade, not exposed to view.
b. Surface Preparation -- As specified herein.
c. Paint System -- Apply two coats 9 mils each, Carboline Bitumastic 50, or approved
equal.
8. Paint System 307
a. Location -- Exterior wood surfaces not otherwise specified, exposed to view.
b. Surface Preparation -- Surfaces shall be clean and dry. No staining shall be done in wet
weather or when temperature is below 50F. Knots and pitch streaks shall be scraped and
sanded before coating is applied. All nail holes or small opening shall be caulked before
coating application.
c. Coating System -- Apply two coats of a VOC complying oil modified synthetic alkyd
resin stain, Rodda Rural Manor II Exterior Solid Color Stain, or approved equal. Color as
selected by OWNER.
PART 3 EXECUTION
3.1 Storage, Mixing and Thinning of Materials
A. Manufacturer's Recommendations -- Unless otherwise specified herein, the coating
manufacturer's printed recommendations and instructions for thinning, mixing, handling,
applying, and protecting its coating materials, for preparation of surfaces for coating, and for all
other procedures relative to coating shall be strictly observed.
B. All protective coating materials shall be used within the manufacturer's recommended shelf life.
C. Storage and Mixing -- Coating materials shall be protected from exposure to cold weather, and
shall be thoroughly stirred, strained, and kept at a uniform consistency during application.
Coatings of different manufacturers shall not be mixed together.
3.2 Surface Preparation Standards
A. The following referenced surface preparation specifications of the Steel Structures Painting
1. Solvent Cleaning (SSPC-SP1) -- Removal of oil, grease, soil, salts and other soluble
contaminants by cleaning with solvent, vapor, alkali, emulsion or steam.
2. Hand Tool Cleaning (SSPC-SP2) -- Removal of loose rust, loose mill scale, loose paint, and other
loose detrimental foreign matter, by hand chipping, scraping, sanding, and wire brushing.
3. Power Tool Cleaning (SSPC-SP3) -- Removal of loose rust, loose mill scale, loose paint, and
other loose detrimental foreign matter, by power tool chipping, descaling, sanding, wire brushing
and grinding.
4. White Metal Blast Cleaning (SSPC-SP5) -- Removal of all visible rust, oil, grease, soil, dust, mill
scale, paint, oxides, corrosion products and foreign matter by blast cleaning.
5. Commercial Blast Cleaning (SSPC-SP6) -- Removal of all visible oil, grease, soil, dust, mill
scale, rust, paint, oxides, corrosion products, and other foreign matter, except that staining shall
be limited to no more than 33 percent of each square inch of surface area.
6. Brush-Off Blast Cleaning (SSPC-SP7) -- Removal of all visible oil, grease, soil, dust, loose mill
scale, loose rust and loose paint.
7. Near-White Blast Cleaning (SSPC-SP10) -- Removal of all visible oil, grease, soil, dust, mill
scale, rust, paint, oxides, corrosion products, and other foreign matter, except that staining shall
be limited to no more than 5 percent of each square inch of surface area.
3.3 Corrections and Cleanup
At completion any damaged, de-laminated or defaced coated surfaces shall be touched up, restored
and left in first class condition. Any coated or finished surfaces damaged in fitting or erection shall be
restored. If necessary, an entire wall shall be refinished rather than spot finished. Upon completion
and prior to final acceptance, all equipment and unused materials accumulated in the coating process
shall be removed from the site and any spillage, spatter spots or other misplaced coating material shall
be removed in a manner which will not damage surfaces. Perform required patching, repair and
cleaning to the satisfaction of the ENGINEER. Cooperate and coordinate work with the work of other
trades in the removal and replacement of hardware, fixtures, covers, switch plates, etc., as required for
coating.
3.4 Surface Preparation
A. General
Prepare all surfaces scheduled to receive new coating systems, as required to provide for adequate
bonding of the specified coating system to the substrate material. Request review of prepared
surfaces by the ENGINEER prior to proceeding. For existing coated surfaces, hand wash with
cleaner or product recommended by coating manufacturer to properly prepare existing surface
and provide for bonding of coating specified to follow. Remove any loose, peeling or flaking
coating, or mildewed areas. Surface preparation minimums shall be as follows:
1. Exposed metal items, nonsubmerged, unprimed, non-galvanized both interior and exterior,
including: piping, structural steel and all other metal items not otherwise specified, shall
undergo surface preparation in accordance with SSPC-SP6, "Commercial Blast Cleaning".
2. Exposed metal items, shop primed, both interior and exterior including: piping, steel doors,
steel ladders to be painted, and railings, and all other metal items not otherwise specified,
shall undergo surface preparation in accordance with SSPC-SP1, "Solvent Cleaning";
SSPCSP2, "Hand Tool Cleaning"; and SSPC-SP3, "Power Tool Cleaning" as may be required
to remove grease, loose or peeling or chipped paint.
3. Metal items, unprimed or non-galvanized, continuously or intermittently submerged, both
interior and exterior including: piping, structural steel and all other metal items not otherwise
specified, shall undergo surface preparation in conformance with SSPC-SP10, "Near- White
Blast Cleaning".
4. Stainless Steel - Nonsubmerged and submerged, exposed piping and fittings, both interior and
exterior shall undergo surface preparation in accordance with SSPC-SP1, "Solvent Cleaning".
5. Polyvinyl Chloride (PVC) - Nonsubmerged, both interior and exterior, process piping and
plumbing, shall be lightly sanded prior to application of the specified coating system to
follow.
6. Nonsubmerged Concrete - Clean all concrete surfaces of dust, form oil, curing compounds or
other incompatible matter. Etch and prime if required by manufacturer for specified coating
products to follow. Allow minimum 28-day cure of concrete prior to application of coating
systems.
7. Concrete Masonry Units -- Repair all breaks, cracks and holes with concrete grout. The
surface must be free of dirt, dust, loose sand and other foreign matter. Brush clean. Allow
minimum 28-day cure of concrete joint mortar and repair grout prior to application of
coatings system.
8. Wood -- Wood surfaces shall be thoroughly cleaned and free of all foreign matter with
cracks, nail holes and other defects properly filled, smoothed and sandpapered to fine finish.
Wipe clean of dust.
9. Preparation of All Existing Coated Surfaces -- Removed rough and defective coating film
from material surfaces to be painted. Touch up with approved primer. Clean all greasy or oily
surfaces, to be painted, with benzine or mineral spirits or Rodda's Gresof before coating, or as
recommended by manufacturer. For walls, patch existing nicks and gouges, sand to match
wall finish.
3.5 Prime Coating
A. Exposed Steel -- Prime coat all exposed steel in accordance with SSPC PS13.01 for epoxy-
polyamide coating systems. Prime coats shall be applied following completion of surface
preparation requirements as specified in paragraph 3.4.A.1 above.
B. Galvanized Metal -- After surface preparation specified above, prime galvanized metal items
receiving paints as specified with Tnemec Series 66 Hi-Build Epoxaline or equal, verifying with
manufacturer before application the compatibility with coatings specified to follow.
C. Shop Primed Metal -- Where indicated on the plans or coating schedule and following the surface
preparation procedures specified in paragraph 3.4.A.2 above, the CONTRACTOR shall apply
intermediate and topcoats of the specified paint system to shop primed metal. The
CONTRACTOR shall verify with the manufacturer(s) representative of the item(s) to be painted,
before application, the compatibility of shop primers with the specified intermediate and topcoat
coating systems.
D. Non-Shop Primed Metal and Piping -- Prime coat all exposed metal and piping, except stainless
steel, received at job site following completion of surface preparation requirements as specified in
paragraph 3.4.A.1 above. Prime paint in accordance with SSPC PS No. 13.01 for epoxy-
polyamide primers. Epoxy-polyamide primers shall conform to the standards set forth in SSPC
Paint Specification No. 22.
E. Cast-In-Place Reinforced Concrete -- After surface preparation specified above, prime coat
concrete as specified in the coating schedule found elsewhere in the specifications.
F. Concrete Masonry Units -- After surface preparation specified above, prime coat as specified in
the coating schedule found elsewhere in the specifications.
G. Wood Surfaces -- Following surface preparation specified above, prime coat exterior exposed
wood surfaces with appropriate coating system as specified in the painting schedule.
3.6 Field Prime
Wherever shop priming has been damaged in transit or during construction, the damaged area shall be
cleaned and touched up with field primer specified herein or returned to the shop for resurfacing and
repriming, at the ENGINEER’s discretion. Metal items delivered to the job site unprimed shall be
cleaned and primed as specified herein.
3.7 Application
A. Thickness -- Apply coatings in strict conformance with the manufacturer's application
instructions. Apply each coat at the rate specified by the manufacturer to achieve the dry mil
thickness specified. If material must be diluted for application by spray gun, build up more
coating to achieve the same thickness as undiluted material. Correct apparent deficiency of film
thickness by the application of an additional coat.
B. Porous Surfaces -- Apply paint to porous surfaces as required by increasing the number of coats
or decreasing the coverage as may be necessary to achieve a durable protective and decorative
finish.
C. Blast cleaned ferrous metal surfaces shall be painted before any rusting or other deterioration of
the surface occurs. Blast cleaning shall be limited to only those surfaces that can be coated in the
same working day.
D. Coatings shall be applied in accordance with the manufacturer's instructions and
recommendations, and this Section, whichever has the most stringent requirements.
E. Special attention shall be given to edges, angles, weld seams, flanges, nuts and bolts, and other
places where insufficient film thicknesses are likely to be present. Use stripe coating for these
areas.
F. Special attention shall be given to materials which will be joined so closely that proper surface
preparation and application are not possible. Such contact surfaces shall be coated prior to
assembly or installation.
G. Ventilation -- Adequately ventilate enclosed rooms and spaces during painting and drying
periods.
H. Drying Time -- Do not apply next coat of coat until each coat is dry. Test nonmetallic surfaces
with moisture meter. The manufacturer's recommended drying time shall mean an interval under
normal condition to be increased to allow for adverse weather or drying conditions. Coating
manufacturer's representative shall verify by cure testing, complete cure of coatings systems used
for immersion service.
3.8 Coating Schedule
Coating Schedule
Item Location Material Coating System
Piping Vaults (exterior surface) Steel
Ductile Iron
Coating System 203
Coating System 102
Piping Vaults (interior surface) Steel Coating System 203
Piping Inside Reservoir Steel Coating System 102
Doors 10x 10 Building Steel Coating System 101
Louvers 10x 10 Building Aluminum Coating System 101
Miscellaneous
Metals
10x 10 Building & Vaults
(exterior surface)
Steel Coating System 101
CMU Block 10x 10 Building (interior)
10x 10 Building (exterior)
CMU
CMU
Paint System 302
Paint System 305
See Section 03730 for Concrete Rehabilitation and Coating Systems
END OF SECTION
SECTION 11730 - SUBMERSIBLE MIXER
PART 1 – GENERAL
1.1 SCOPE
A. This section covers submersible tank mixing systems up to 0.5 HP in size intended for
continuous use while submersed in potable water storage tanks. Each mixer shall have the
ability to function continuously on a year-round basis, regardless of drain and fill cycles.
Each mixer shall consist of a low-voltage, water-filled submersible motor, an impeller and a
non-submersible control center that houses all control electronics.
1.2 DESCRIPTION
A. CONTRACTOR shall furnish and install submersible mixing system together with all
drives, motors, controls, electrical conduit, wiring and accessories necessary for a complete
and operable system.
B. OWNER shall furnish 110-120 VAC electrical power at the reservoir site property line. The
CONTRACTOR shall provide all additional electrical work to facilitate the complete and
operatable mixing system in conformance with this specification, the project drawings and
all applicable local building codes and standards.
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Comply with all applicable Building and Code Requirements
1.4 RELATED WORK SPECIFIED ELSEWHERE
A. Section 13010: Prestressed Concrete Tank – Type I
B. Section 13020: Prestressed Concrete Tank – Type III
1.4 SUBMITTALS
A. NSF Certification
1. Copies of the NSF-61 certified listing for the mixing equipment being placed inside
the tank.
B. Design Calculations
1. Based on models validated and/or calibrated with experimental data from laboratory-
scale and real scale representative systems for similarly-sized reservoirs, manufacturer
shall show completely mixed conditions for equipment configuration. The
manufacturer shall provide documentation of the Computational Fluid Dynamics
(CFD) model parameters and assumptions, tank geometry and dimensions considered,
mesh information, and CPU time required.
2. Analysis should include the following sections:
a. Velocity vectors and contour plot at different cross-sections
b. The average flow induced throughout the tank
c. The corresponding average turnover for the tank (in hours)
d. The corresponding average power consumption of the mixer
C. Installation, Operations, and Maintenance Manuals shall be obtained from the equipment
manufacturer and submitted. The following sections shall be included:
1. General equipment specifications and data sheets
2. Installation, start-up, operation, and maintenance instructions
3. Factory-recommended maintenance schedule and list of recommended spare parts
4. Wiring diagrams specifying what electrical wiring needs to be done onsite during and
prior to the installation, and by which responsible party
5. List of equipment or tooling necessary for diagnostics, trouble-shooting, repair or
general maintenance
1.5 QUALITY ASSURANCE
A. Each mixing system shall be tested prior to deployment according to standard engineering
practices at the factory testing facilities. Certification of this completed testing shall
accompany mixer installation documentation.
1.6 WARRANTY
A. For the period of time beginning with successful startup of the mixing system and ending on
the time periods listed below, the mixing system shall be warranted to be substantially free
from defects in material and workmanship and to conform to Seller’s specifications
applicable to the Product –
1. Two (2) years on all supplied parts
2. One hundred twenty (120) days labor
PART 2 – PRODUCTS
2.1 PERFORMANCE
A. Mixing system shall completely mix reservoir according to the following minimum
performance requirements. These requirements shall be measured and validated by the
CONTRACTOR prior to final acceptance with readily-available tools such as temperature
probes and total chlorine grab samplers.
1. Temperature Uniformity
All temperatures shall converge to within 1.0°C within 72 hours after mixer is
installed and activated. During continuous operation of the mixer, all
temperatures will converge to within 1.0°C at least once every 24 hours.
2. Disinfectant Residual Uniformity
Disinfectant residual within top five feet of tank and bottom five feet of tank
will converge to within 0.20 ppm within 7 days after mixer is installed and
activated. During continuous operation of the mixer, disinfectant residual will
converge to within 0.20 ppm at least once every 72 hours.
2.2 GENERAL
A. Mixing system consists of an impeller mounted on a submersible motor and supported
approximately three feet in height from the tank floor in order for it to launch a jet of water
from the bottom of the tank up toward the surface of the water. Floating devices shall not be
acceptable. Mixer duty cycle shall be variable with the size and volume of the tank. Mixer
control and operation shall be independent of tank drain and fill cycles to ensure constant
mixing. Wet-side of Mixer shall weigh less than 75 pounds (~34 kg) and dry-side shall
weigh less than 50 pounds (~22 kg). Both wet-side and dry-side shall be able to be hoisted,
installed, and/or removed by on-site personnel without additional equipment needed, and so
that there is no crush hazard or entanglement hazard present, and so that weight of mixer on
tank floor does not cause damage to interior coating.
B. Power source for mixer shall be 110VAC grid power.
2.3 CONSTRUCTION
A. Components – wet-side: shall be NSF/ANSI Standard 61 certified.
Equipment entering tank shall not adhere to, scratch, or otherwise cause damage to internal
tank coating or put undue stress on the materials of the tank construction. Equipment shall
fit through a standard hatch of size 18x18 or larger.
The submersible mixer shall consist of the following wet-side components:
1. Impeller
AISI Type 316 Stainless Steel
Balanced to within 0.5 gram-inches
Passivated per ASTM A380 to minimize corrosion
Not more than 6 inches in overall height
Not more than 4.5 inches in diameter
Not more than 2.2 lbs in weight
Shall not create cavitation at any rotational speed up to 1500 RPM
2. Motor
AISI Type 316 Stainless Steel body
Chlorine/Chloramine resistant rubber seals
Fully submersible
Low Voltage (10-45V)
High Voltage 110 VAC motor not permitted
Low power (0.5 HP maximum)
Water-filled motor
Water-lubricated motor
Variable RPM (500-1200 RPM)
3. Mounting Tripod
AISI Type 316 Stainless Steel
Three-foot long detachable legs
NSF/ANSI Standard 61 certified EPDM rubber, non-skid, non-scratch feet
No tank modification or anchoring necessary
Built-in attachments secure motor cable away from impeller
Overall weight of wet-side unit not to exceed 75 lbs to avoid damaging tank
floor
Overall height of unit not to exceed 4 ft
4. Float Switch
AISI Type 316 Stainless Steel
Automatic motor shut-off if water level drops below motor height
B. Components – dry-side: The 110 VAC control center shall consist of the following
components:
1. Enclosure
Lockable
Over-hanging lip as moisture seal
Vandal-resistant, 14 gauge, AISI Stainless Steel 304 construction
Overall weight of control center not to exceed 50 lbs
2. Power supply
48V DC power supply
Operating temperature range -40°C to +70°C
Automatic Thermal shut-off protection built-in
Power Factor meets EN61000-3-2
RoHS-compliant design
3. Timer
User-friendly, manually adjustable mechanical timer
Ability to set on/off duty-cycle to operate mixer independent of drain/fill cycle
4. Motor Controller
Conformal-coated PC Board to control motor speed
Green and Red LED Indicator lights show motor status
Operating temperature range -40°C up to 85°C
Manual speed control located on board (potentiometer)
Float-switch enabled
Thermal shut-off protection built-in
Current overload protection built-in
D. Components - SCADA System compatible with all power systems:
1. Enclosure
Lockable
Weather resistant
2. SCADA Module Inputs/Outputs
Digital Output signal indicating motor running
Digital Output signal indicating attention required
Digital Input/Output signal allowing remote motor on/off
D. All motors and controls which interface with 110VAC grid power shall be connected to a
dedicated branch circuit, 15-Amp, 5mA trip level, GFCI-protected 120-volt, 60-Hz, single-
phase connection at the control center.
2.4 CONTROLS
A. Each unit shall be equipped with all necessary controls, wired, to provide the following
minimum functions:
1. On/Off switch to control power to mixer.
2. Automatically-activated float switch to shut motor off if water level drops below
motor height in tank.
3. Manual time/duty-cycle control of mixer operation.
4. Any other controls shown on electrical and instrumentation drawings.
2.5 GFCI-PROTECTED DISCONNECT SWITCH
A. Each unit shall have a dedicated 15-Amp, 5mA trip level, GFCI circuit breaker for 120-volt,
60-Hz, single-phase grid power. Connection from circuit breaker to control center shall
terminate in a disconnect switch located within 10 feet (3m) of mixer control center.
Disconnect switch shall be housed in a lockable, waterproof (NEMA 3r minimum) housing.
2.6 ACCEPTABLE MANUFACTURERS:
A. PAX Water Technologies (San Rafael, California), or Engineer approved equal.
PART 3 – EXECUTION
3.1 INSTALLATION
A. The CONTRACTOR shall furnish services of a factory-trained installation contractor or
crew having experience with installation procedures and operation and maintenance
requirements for the type of equipment installed under these specifications. Mixer must be
able to be installed through an 18x18 inch hatch. Mixer must be able to be installed without
draining tank or taking tank out of service. Wet-side of Mixer shall weigh less than 75
pounds (~34 kg) and dry-side shall weigh less than 50 pounds (~22 kg). Both wet-side and
dry-side shall able to be hoisted, installed, and/or removed by on-site personnel without
additional equipment needed, and so that there is no crush hazard or entanglement hazard
present, and so that weight of mixer on tank floor does not cause damage to interior coating.
B. Tank penetration shall be through the roof hatch curb.
1. Fitting will prevent moisture intrusion into tank and be horizontally oriented.
2. Fitting shall be 1 inch diameter fitting to allow cable to pass through.
3. Strain relief for power cable shall be part of the contractor-supplied fitting for tanks
more than 30 feet in depth.
C. Installation of the in-tank (“wet-side”) components may be performed in any of the
following ways
1. Installation by personnel with confined space training while the tank is drained and
empty.
2. Installation by tank manufacturer personnel during tank construction.
D. Installation of the outside-of-tank (“dry-side”) components including the GFCI-Protected
Disconnect switch shall be performed by a licensed electrical contractor:
F. The mixer and control center shall be installed in accordance with approved procedures
submitted and approved by the Engineer as part of the project submittal review process.
3.2 TRAINING
A. Mixer manufacturer staff (or their representatives) shall instruct on-site designated OWNER
personnel in the safe and proper operation of the mixing system. The training shall include
basic on/off and timer adjustments, and will reference the operations manual provided with
equipment.
END OF SECTION
SECTION 13010
WIRE OR STRAND WOUND, PRESTRESSSED CONCRETE TANK – TYPE I
PART 1: GENERAL
1.01 DESCRIPTION:
A. Work Included
1. This section specifies the design and construction of the cast-in-place prestressed
concrete circular tank complete; including all site work, excavation,backfill,
concrete work, reinforcing, appurtenances, disinfection, and testing directly related
to the tank, unless otherwise specified.
2. The CONTRACTOR shall furnish all labor, materials, tools, and equipment
necessary to design and construct the prestressed concrete tank and appurtenances
as indicated on the drawings, and as specified.
B. Related Work Described Elsewhere
1. Section 02200: Earthwork
2. Section 02221: Excavation, Backfilling and Compacting for Structures
3. Section 02222: Excavation, Backfilling and Compacting for Utilities
4. Section 02620: Ductile Iron Pipe Fittings and Special Items
5. Section 11730: Submersible Mixer
C. Description of Prestressed Concrete Tank
1. The tank shall consist of a cast-in-place reinforced concrete floor, a wire or
strand wound cast-in-place prestressed concrete wall with vertical post-
tensioning, and a cast-in-place concrete dome roof.
1.02 QUALITY ASSURANCE:
A. Qualifications and Experience
1. It is the intent of this specification to require single party responsibility for the
design and construction of the tank. The tank design and construction shall be
performed by an established contractor of recognized ability, having at least ten
(10) years of experience in the design and construction of AWWA D110 Type I
strand or wire-wrapped prestressed concrete tanks as specified herein. The
design and construction of all aspects of the floor slab, walls, prestressing,
shotcrete and the dome roof of the prestressed tank shall be performed by the
tank contractor. The tank contractor may subcontract labor for reinforcing steel
installation, for concrete slab placement, and for tank prestressing and design
under the tank contractor’s direct supervision.
2. All tank work shall be performed by a company that specializes in the
construction of wire or strand wound prestressed concrete tanks using the method
of circumferential prestress reinforcing and with proven capability of meeting all
the requirements of these specifications. No company is considered qualified
unless it has built in its own name at least five prestressed concrete tanks
conforming to AWWA D110, Type I in the last ten years. The company shall
have built in its own name at least five AWWA D110, Type I tanks that are
located within seismic zone 3 or higher and have been in successful service for at
least five years. The company shall have designed and built in its own name at
least 3 AWWA D110, Type I tanks located within seismic zone 3 or higher
within the past five years. The contractor shall submit design calculations,
construction drawings, and Shop Drawings stamped and signed by an Oregon
licensed Structural Engineer.
3. The tank CONTRACTOR shall have in its’ employ a full-time registered
structural engineer with a minimum of ten years experience in the design of
AWWA D110 Type I tanks. The structural engineer will be in responsible
engineering charge of the work associated with the prestressed concrete tank
specified herein. The engineer shall have been the engineer of record for a
minimum of ten AWWA D110 Type I tanks. At least two of the tanks designed
shall have been located in a seismic zone 3 or higher The structural engineer’s
responsibilities include but are not necessarily limited to:
a. Carefully reviewing tank performance and design criteria stated in the
Contract Documents.
b. Preparing written requests for clarifications or interpretations of
performance or design criteria for submittal to ENGINEER by
CONTRACTOR.
c. Preparing or supervising the preparation of design calculations and related
drawings, Shop Drawings, testing plan development, test result
interpretation and a comprehensive engineering analysis verifying
compliance of the tank with the requirements of the Contract Documents.
d. Certifying that the design of the tank has been prepared in accordance
with the performance and design criteria stated in the Contract
Documents, and the said design conforms to all applicable local, state
and federal codes, rules and regulations, and to the prevailing standards
of practice.
4. The tank contractor shall have for this project a team consisting of a tank
superintendent, project manager, shotcrete foreman, and wire-winding foreman,
each of whom shall have constructed a minimum of five (5) AWWA D110 Type
I tanks having a capacity of 1.0 MG or greater.
5. Experience in the design and construction of AWWA D110 Type II, Type III or
Type IV tanks is not acceptable in terms of meeting the qualifications required by
this specification
B. Codes & Standards:
1. AASHTO, T-260 Method of Sampling and Testing for Total Chloride Ion in
Concrete and Concrete Raw Materials
2. ACI 301 Specifications for Structural Concrete for Buildings
3. ACI 305 Hot Weather Concreting
4. ACI 306 Cold Weather Concreting
5. ACI 309R Guide for Consolidation of Concrete
6. ACI 318 Building Code Requirements for Reinforced Concrete and Commentary
7. ACI 350 Building Code Requirements for Environmental Engineering Concrete
Structures and Commentary
8. ACI 350.3 Seismic Design of Liquid-Containing Concrete Structures and
Commentary
9. ACI 372R, Design and Construction of Circular Wire & Strand Wrapped
Prestressed Concrete Structures.
10. ACI 506R Guide to Shotcrete
11. ASTM A185 Specification for Steel Welded Wire, Fabric, Plain for Concrete
Reinforcement
12. ASTM A1008/A1008M Specification for Steel, Sheet, Cold-Rolled, Carbon,
Structural, High-Strength with Low-Alley and High-Strength Low-Alloy with
Improved Formability.
13. ASTM A416 Standard Specifications for Steel Strand, Uncoated Seven-Wire for
Prestressed Concrete
14. ASTM A475 Standard Specification for Zinc-Coated Steel Wire Strand
15. ASTM A615 or A615M Specification for Deformed and Plain Billet-Steel Bars
for Concrete Reinforcement
16. ASTM A722 Standard Specifications for Uncoated High-Strength Steel Bars for
Prestressing Concrete
17. ASTM A821 Specification for Steel Wire, Hard Drawn for Prestressing Concrete
Tanks by Redrawing
18. ASTM C31 Test Methods for Making and Curing Concrete Test Specimens in
the Field
19. ASTM C33 Standard Specification For Concrete Aggregates
20. ASTM C39 Test Method for Compressive Strength of Cylindrical Concrete
Specimens
21. ASTM C618, Type F Standard Specification for Coal Fly Ash and Raw or Calcined
Natural Pozzolan for Use in Concrete
22. ASTM D1056 Specification for Flexible Cellular Materials - Sponge or
Expanded Rubber
23. ASTM D1556 Test Method of Density and Unit Weight of Soil in Place by Sand
Cone Method
24. ASTM D1557 Test Method for Laboratory Compaction, Characteristics of Soil
Using Modified Effort (56,000 Ft. - lbs./ft3) 2700 KN.M/M3)
25. ASTM D2000 Classification System for Rubber Products in Automotive
Applications
26. ASCE Standard 7-05 Minimum Design Loads for Buildings and Other Structures
27. AWWA C652 Standard for Disinfection of Water-Storage Facilities
28. AWWA D110-04 Standard for Wire- and Strand-Wound, Circular, Prestressed
Concrete Water Tanks
29. ASTM C920 Specification for Elastomeric Joint Sealants
30. US Army Corps of Engineers Specification CRD-C572, Specification for PVC
Waterstop
31. OSHA Codes and Standards for ladders and stairs, Sections 1910.24 and
1910.27.
32. 2007 Oregon Structural Specialty Code.
C. Design Criteria:
1. The prestressed concrete tank shall be designed and constructed in accordance with
the provisions of AWWA D110 Standard for Wire- and Strand-Wound Circular
Prestressed-Concrete Tanks, Type I: Cast-in-place concrete with vertical prestressed
reinforcement.
2. Horizontal prestressing shall be continuous. Discontinuous prestressing tendons,
wires, or strands will not be allowed.
3. The Contractor shall use the following loadings and requirements in the design
calculations:
a. Capacity (at overflow): 3.67 million gallons.
b. Dimensions: 125 feet inside diameter x 40 feet water depth.
c. Dead Load: shall be the estimated weight of all permanent imposed
loads. Unit weight of concrete 150 pounds per cubic foot; steel 490
pounds per cubic foot.
d. Live Load: shall be the weight of all the liquid when the reservoir is
filled to overflowing. Unit weight of liquid is 62.4 pounds per cubic
foot.
e. Total Roof Live Load:
1) Live load shall be as required by 2007 Oregon Structural
Specialty Code and ASCE 7-05, but not less than 20 psf
unreducible live load.
2) Snow load shall be in accordance with 2007 Oregon Structural
Specialty Code and ASCE 7-05, using ground snow load of 25
psf, Exposure Factor Ce=1.0, Occupancy Category IV and
Importance Factor I=1.2. Minimum design roof snow load shall
be 20 psf.
f. Backfill Pressure: earth loads shall be determined by rational methods of
soil mechanics based on the project geotechnical report. Backfill
pressure shall not be used to reduce the amount of required prestressing.
g. Foundation Loads: the tank foundation shall be proportioned so that soil
pressure shall be less than the soil bearing capacity. The allowable soil
bearing capacity shall be based on the project geotechnical report.
h. Seismic Criteria:
i. Design criteria:
a. 2007 Oregon Structural Specialty Code and IBC 2006 and ASCE
7-05 as adopted by the State of Oregon and local Authority
Having Jurisdiction.
b. AWWA D110, including an accommodation for the seismic
“sloshing wave”, through the use of either appropriate freeboard
between the normal operating water surface and roof, or a roof
capable of resisting the uplift of such a wave.
ii. Acceleration and Force Factors: Use the most stringent of:
a. 2007 Oregon Structural Specialty Code and ASCE 7-05 factors
for the site, applied in accordance with 2007 Oregon Structural
Specialty Code and ASCE 7-05.
b. AWWA D110 factors for the site, applied in accordance with
AWWA D110.
c. Site specific factors provided in the Project Geotechnical Report,
applied in accordance with either 2007 Oregon Structural
Specialty Code and ASCE 7-05, or AWWA D110.
iii. Importance Factors
a. For 2007 Oregon Structural Specialty Code and ASCE 7-05,
Occupancy Category IV and Importance Factor I=1.5.
b. For AWWA D110, Importance Factor I=1.2.
i. Wind Loads: shall be in accordance with 2007 Oregon Structural
Specialty Code and ASCE 7-05 as adopted by the State of Oregon and
local Authority Having Jurisdiction. Basic wind speed=110 mph.
Exposure D. Occupancy Category IV, Importance Factor Iw=1.15.
j. Vent Capacity Requirements:
i. Maximum fill rate = 3,500 GPM.
ii. Maximum draw down rate = 7,000 GPM.
k. Overflow Design Capacity: = 3,500 GPM.
4. The prestressed tank wall shall be designed as a cast-in-place concrete wall with
vertical post-tensioning in combination with mild steel reinforcement.
a. The prestressed tank wall shall be considered as a cylindrical shell and the
connection between the base of the wall and the wall footing and between
the top of the wall and the roof shall be an anchored flexible connection.
The wall shall be supported and separated from the wall footing and the
roof shall be supported and separated from the wall with neoprene or
Teflon bearing pads allowing free radial expansion and contraction under
normal operations to minimize vertical bending in the wall. The wall shall
be restrained in the tangential direction to the wall footing and the roof shall
be restrained in the tangential direction to the wall footing with a
connection sized for wind and seismic loads and that does not transmit
loads in the radial direction. The wall to wall footing connection shall be an
“anchored flexible” connection in accordance with Section 4.2.1 of
AWWA D110 and the wall to roof connections shall be “separated” in
accordance with Section 3.6.1 of AWWA D110.
b. Friction between the wall and rubber bearing pads and lateral soil pressures
shall not be considered in resisting seismically generated shear forces
between the roof and the wall and between the wall and wall footing.
These forces shall be resisted by positive connections allowing free radial
motion of the wall and fully anchored and bonded to the concrete.
c. For penetrations greater than 24 inches in height, the wall shall be designed
to provide adequate local reinforcement for non-uniform prestressing
distribution on the wall.
d. Minimum core wall thickness prior to applying any prestressing or
shotcrete shall be eight inches for the full height of the wall.
e. No coatings of any kind will be used on the interior of the tank along a
wall joint to produce watertightness. The tank shall be watertight
without reliance on coatings of any kind.
f. The waterstop between the wall footing and the cast-in-place wall shall
be cast integral with both the wall footing and the wall. The minimum
distance between the center of the waterstop and the edge of the wall
shall be no less than 3.5 inches. All waterstops in the vertical wall joints
shall be welded continuous to the base waterstop in accordance with
manufacturer’s recommendations.
5. The floor slab shall be designed as a membrane floor not less than six inches thick.
a. Floor concrete cover shall meet the minimum requirements of Section 7.7.1
of ACI 350. The minimum concrete cover from the subgrade to the floor
reinforcing shall be three inches and the minimum concrete cover from the
interior of the tank to the reinforcement shall be two inches.
b. Minimum ratio of floor reinforcement area to concrete area shall be 0.6
percent Wall footings may be above or below floor grade, but shall be
placed monolithically with the floor.
6. The dome roof shall have a rise to span ratio within the range of 1:8 to 1:14.
Minimum dome thickness shall be four inches. The minimum top and bottom
concrete cover for dome concrete roofs shall meet the requirements of ACI 350.
Columns or interior supports will not be allowed.
a. The dome concrete roof shall be supported and separated from the wall
with neoprene or Teflon bearing pads allowing free radial expansion and
contraction under normal operations to minimize vertical bending in the
wall. The roof shall be restrained in the tangential direction to the tank wall
with a connection sized for wind and seismic loads and that does not
transmit loads in the radial direction. The wall to roof connections shall be
“separated” in accordance with Section 3.6.1 of AWWA D110.
b. Concrete dome roofs shall be designed in accordance with AWWA D110
and this specification.
c. Minimum ratio of dome reinforcement area to concrete area shall be 0.3
percent.
d. All construction joints for concrete roofs shall be spanned with a minimum
six inch wide by 3/8 inch thick pvc waterstop. Galvanized reinforcing
providing a full Class B splice per Section 12.15 of ACI 350 shall be
provided at the roof joints so that all reinforcing is continuous in all
directions through the roof joints.
7. A tank perimeter drain system, conforming to recommendations provided by the
project geotechnical report, shall be incorporated into the tank design. The
perimeter drain system must provide positive drainage from under the tank floor
to a perimeter collection system. All drainage collected in this system will be
conveyed to the on-site storm water detention basin via gravity flow.
1.03 SUBMITTALS:
A. Designer/Contractor Qualification Submittal Prior to Execution of Contract.
1. All bidders, bidding based on a Type I tank design, must submit with their bid a
statement of qualifications specific to the design of a Type I prestressed concrete
tank. The statement of qualifications must address all of the requirements identified
by this specification in Section 1.02.A. Each project reference provided must
include current telephone number contact information for both an owner and
engineer representative familiar with the referenced project.
2. The final recommendation of award will be contingent on the Engineer’s review and
approval of the qualifications submittal.
B. Design Submittal after Execution of Contract
1. Tank design calculations and shop drawings, showing details and procedures of
construction, shall be submitted to the Engineer for approval after execution of the
Contract. Six copies of the all submittals shall be provided. Submittals shall be per
Section 01300 – Submittals. After approval by the Engineer, one set of the
drawings and calculations will be returned to the Contractor, and any changes found
necessary by the Engineer shall be made by the Contractor.
2. Approval by the Engineer of the drawings and calculations submitted by the
Contractor will not in any way relieve the Contractor of full responsibility for the
accuracy and completeness of the drawings and calculations.
3. Design calculations and shop drawings shall be stamped by a Professional Engineer
experienced in the design of AWWA D110 Type III prestressed concrete tanks and
registered in the State of Oregon.
C. Construction Submittals for Review Prior to Use
1. Design proportions for all concrete and shotcrete. Concrete strengths of trial mixes.
2. Admixtures to be used in the concrete or shotcrete and their purpose.
3. Reinforcing steel shop drawings showing fabrication and placement.
4. Catalog cuts or shop drawings of all appurtenances (i.e. hatch, vent, ladders,
waterstops, etc.).
5. Mill test certificates for prestressing steel.
6. Mill test certificates for bearing pads and waterstops.
7. ACI 506 Shotcrete Nozzleman certificate for responsible party on site during
shotcreting operations
8. Exterior coatings.
1.04 GUARANTEE:
The Contractor shall guarantee the structure against defective materials or workmanship for
a period of one year from the date of completion. If any materials or workmanship prove to
be defective within one year, they shall be replaced or repaired by the CONTRACTOR at
the CONTRACTOR’S expense.
PART 2: MATERIAL
2.01 CONCRETE:
A. Concrete shall conform to ACI 301.
B. Cement shall be Portland cement type I/II (Meets Type I and Type II requirements).
C. All concrete for the tank floor, footings, pipe encasement, tank walls, columns, roofs
and all other work shall have a minimum compressive strength of 4,000 psi at 28
days in accordance with Section 4.2.2 of ACI 350. The coarse and fine aggregate
shall meet the requirements of ASTM C33. Coarse aggregate shall be No. 467 with
100% passing the 1-1/2 inch sieve.
D. Admixtures, other than air-entraining and water reducing admixtures, will not be
permitted unless approved by the Engineer. The maximum water-cement ratio for all
concrete shall not exceed 0.42.
E. All floor concrete shall contain a shrinkage reducing admixture. Shrinkage reducing
admixture shall be either Eclipse by Grace or Tetraguard by BASF and shall be
added at a minimum rate of 64 ounces per cubic yard.
F. Proportioning for concrete shall be in accordance with ACI 301.
G. All concrete used for the tank construction shall have a maximum water soluble
chloride ion concentration in the concrete or shotcrete of 0.06 percent by weight of
cement.
2.02 SHOTCRETE:
A. Shotcrete shall conform to ACI Standard 506, except as modified herein.
B. Wet mix process shall be employed for shotcreting.
C. All shotcrete used for covering prestressed strand or wire, including additional coats
to build up the full required cover thickness, shall consist of not more than three
parts sand to one part Portland cement by weight. Shotcrete shall have a minimum
strength of 4,500 psi at 28 days. The maximum water-cement ratio for all shotcrete
shall not exceed 0.42.
D. All shotcrete used for the tank construction shall have a maximum water soluble
chloride ion concentration in the concrete or shotcrete of 0.06 percent by weight of
cement.
E. All shotcrete shall be fibrous reinforced. Such material shall consist of 100% virgin
polypropylene fibrillated fibers in accordance with ACTM C-116 Type III 4.1.3 and
ASTM C-1116 (Ref. ASTM C-1018) Performance Level I5 outlined in section 21,
Note 17, as manufactured by Fibermesh Company, or equal.
2.03 REINFORCING STEEL:
A. Reinforcing steel shall be new billet steel Grade 60, as shown on the drawings,
meeting the requirements of ASTM A615. Welded wire fabric shall conform to
ASTM A185.
B. Reinforcing steel shall be accurately fabricated and shall be free from loose rust,
scale, and contaminants which reduce bond.
C. Reinforcing steel shall be accurately positioned on supports, spacers, hangers, or
other reinforcements and shall be secured in place with wire ties or suitable clips.
Rebar chair supports may be either steel with plastic tips or plastic.
D. The tank designer shall use base restraint cables to resist earthquake loads. Seismic base
restraint cables shall be hot-dipped galvanized seven-wire strand and shall be manufactured
in accordance with ASTM A416 prior to galvanizing, and ASTM A475 after galvanizing.
E. All reinforcing steel shall be continuous through all construction joints in the tank floor,
wall and dome roof. All reinforcing steel passing through joints shall have a Class I
galvanized coating per ASTM A767, or epoxy coating per ASTM A775 or A934. Splice
bars with the proper coating fully developed to the regular reinforcing in the body of the
element may be used at the joints.
2.04 VERTICAL POST-TENSIONING:
A. Deformations of the threadbars shall form a screw thread suitable for
mechanically coupling lengths of thread bar and for positive attachment of anchor
assemblies.
B. Deformations shall conform to ASTM A722, Type II requirements and shall be
uniform such that any length of bar may be cut at any point and the internal
threads of a coupling designated for that size of bar can be freely screwed on the
bar. The bars and their deformations shall be hot rolled.
C. Tensile and Physical Properties shall meet the following requirements with bars
being manufactured in accordance with ASTM A 722, Type II:
Item Unit Specifications
Nominal Diameter Inches 1.25 1.375
Min. Tensile Force kips (min.) 187 237
Yield Force at 0.2% offset kips (min.) 150 190
Elong. in 20 bar (diameter) % (min.) 4 4
Nominal Cross-Sectional Area sq. inches 1.245 1.577
Nominal Bar Weight lbs/ft. 4.39 5.56
Min. Ultimate Strength Ksi 150 150
2.05 PRESTRESSING STEEL:
A. Steel for prestressing shall be cold drawn, high carbon wire meeting the requirements of
ASTM A821, having a minimum tensile strength of 210,000 psi; or hot-dipped
galvanized seven-wire strand. Galvanized seven wire strand shall be manufactured in
accordance with ASTM A-416 prior to galvanizing. Each wire of the strand shall be
individually hot-dipped galvanized before being stranded.
B. Splices for horizontal prestressed reinforcement shall be ferrous material compatible with
the reinforcement and shall develop the full strength of the strand or wire. Strand or wire
splice and anchorage accessories shall not nick or otherwise damage the prestressing.
2.06 ELASTOMERIC MATERIALS:
A. Nine inch minimum waterstop with centerbulb shall be used between the tank wall
footing and tank wall. Six inch waterstop without centerbulb shall be used in all
roof joints. All waterstops shall be made from virgin polyvinyl chloride meeting the
requirements of the Corps of Engineers Specification CRD-C 572. Splices shall be
made in accordance with the manufacturer’s recommendations subject to the
approval of the ENGINEER. Waterstop shall be manufactured by Greenstreak
Plastic Products Company, Inc., or equal.
B. Bearing pads shall be natural rubber or neoprene.
1. Natural rubber bearing pads shall contain only virgin natural polyisoprene as the
raw polymer and the physical properties shall comply with ASTM D2000 Line
Call-Out M 4 AA 414 A1 3.
2. Neoprene bearing pads shall have a hardness of 40 to 50 durometer, a minimum
tensile strength of 1500 psi, a minimum elongation of 500%, and a maximum
compressive set of 50 percent. Pads shall meet the requirements of ASTM D2000
Line Call-Out M 2 BC 414 A14 C12 F17 for 40 durometer material.
C. Sponge filler shall be closed-cell neoprene or rubber conforming to ASTM D1056, Type 2,
Class A, and Grade 1. Compression deflection limited to 25 percent at 2 to 5 psi.
2.07 DECORATIVE COATING
A. Decorative coating shall be applied to the exterior dome surface using one coat of a
cementitious based damp-proofing product such as “Tamoseal” or equal, and one coat of
a non-cementitious, high build, 100 percent acrylic resin polymer such as “Tammscoat
Smooth” textured protective coating or equal. A decorative coating shall be applied to
the exterior wall surfaces using two coats of a non-cementitious, high build, 100 percent
acrylic resin polymer such as “Tammscoat Smooth” textured protective coating or equal.
2.08 APPURTENANCES:
A. The Contractor shall provide and install all appurtenances as shown on the drawings.
Appurtenances shall include the following:
1. Separate Inlet and Outlet Piping, as illustrated by the contract drawings.
2. Overflow Piping and Weir, and Drain Piping as illustrated by the contract
drawings.
3. Roof Hatch: A 42” minimum square aluminum hatch with lockable, hinged cover
and curb frame. The hatch shall have a lift handle, padlock tab, padlock and a
cover hold open mechanism. All hardware shall be aluminum or stainless steel.
Locate hatch as shown on the contract drawings.
4. Center Roof Vent: Fiberglass or Aluminum, with fiberglass insect 20 x 20 screen,
minimum diameter two feet.
5. Interior Ladder: An aluminum ladder shall extend from the floor to the hatch.
The ladder shall have a fall prevention device attached consisting of a sliding,
locking mechanism and safety belt. That meets or exceeds Federal Specification
RR-S-001301 and OSHA Regulation No. 1910.27. Location as shown on the
drawings. When installed in accordance with manufacturer’s instructions the
safety system shall enable a worker to be attached to device at all times and to
operate freely in a normal position during the climb and descent without having
to remove worker’s hands from ladder to operate the system effectively, and to
be able to easily pivot onto and off of the reservoir roof while safely attached to
device.
6. Exterior Ladder: An aluminum ladder shall extend from the final grade to the
tank roof. The ladder shall have a fall prevention device attached consisting of a
sliding, locking mechanism and safety belt that meets or exceeds Federal
Specification RR-S-001301 and OSHA Regulation No. 1910.27. When installed
in accordance with manufacturer’s instructions the safety system shall enable a
worker to be attached to device at all times and to operate freely in a normal
position during the climb and descent without having to remove worker’s hands
from ladder to operate the system effectively, and to be able to easily pivot onto
and off of the reservoir roof while safely attached to device. Location and access
security to be as shown on the drawings.
7. Floor Sump: A minimum of one 2’-0” square x 6” deep sump shall be provided
in the tank floor. The sump may is to be at the drain pipe as shown on the
drawings.
8. A dome safety cable shall be provided in accordance with the requirements of the
project drawings.
9. An aluminum handrail system shall be provided in accordance with the
requirements of the project drawings.
10. A 6-inch stainless steel dome sleeve shall be provided in accordance with the
project drawings for future cable access through the tank dome.
11. Future SCADA and/or radio antenna mounting: A shotcrete pad shall be
provided on the tank dome ring as indicated by the contract drawings for future
mounting of a SCADA and/or radio communication antenna. The specific
location shall be as directed by the Engineer during construction.
12. The appurtenances shown on the drawings may have been adapted from standard
welded steel tank details, and may require additional modification to integrate
correctly with the prestressed concrete tank. The tank designer/contractor may
modify as required as long as the intent of the contract drawings is maintained.
Any modified details for appurtenances shall be submitted with the tank
structural design submittal for review and approval by the engineer.
PART 3: EXECUTION
3.01 FLOOR:
A. The floor and wall footings shall be constructed to the dimensions shown on the Approved
Shop Drawings.
B. Prior to placement of the floor, a six mil polyethylene moisture barrier shall be placed over
the subbase. Joints in the polyethylene shall be overlapped a minimum of six inches.
C. Prior to placement of the floor, all piping that penetrates through the floor shall be set and
encased in concrete.
D. The vertical waterstop shall be placed and supported so that the bottom of the center bulb is
at the elevation of the top of the footing. The waterstop shall be supported without
puncturing any portion of the waterstop, unless it is manufactured with holes for tying. The
waterstop shall be spliced using a thermostatically controlled sealing iron and each splice
shall be successfully spark tested prior to encasement in concrete.
E. The floor shall have a minimum thickness of six inches and shall be poured monolithically.
There shall be no construction joints in the floor or between the floor and footing.
F. The floor shall be cured by applying one coat of curing compound and water for a period of
seven days.
3.02 CONCRETE:
A. All concrete shall be conveyed, placed, finished, and cured as required by pertinent ACI
standards.
B. Weather Limitations
1. Unless specifically authorized in writing, concrete shall not be placed without
special protection during cold weather when the ambient temperature is below 35
degrees Fahrenheit and when the concrete is likely to be subjected to freezing
temperatures before final set has occurred and the concrete strength has reached 500
psi. Concrete shall be protected in accordance with ACI 306R. The temperature of
the concrete shall be maintained in accordance with the requirements of ACI 301
and 306R. All methods and equipment for heating and for protecting concrete in
place shall be subject to the approval of the ENGINEER.
2. During hot weather, concreting shall be in accordance with the requirements of ACI
305R.
3. Placement of concrete during periods of low humidity (below 50 percent) shall be
avoided when feasible and economically possible, particularly when large surface
areas are to be finished. In any event, surfaces exposed to drying wind shall be
covered with polyethylene sheets immediately after finishing, or flooded with water,
or shall be water cured continuously from the time the concrete has taken initial set.
Curing compounds may be used in conjunction with water curing, provided they are
compatible with coatings that may later be applied, or they are degradable.
C. Finishes
The tank shall be given the following finishes:
1. The floor slab shall be given a hard steel trowel finish.
2. Cast in place walls shall have a smooth form finish.
3. The roof dome shall be given a hard steel trowel finish followed by a light broom
finish. The exterior of cast-in-place domes shall receive a light broom finish.
4. Exterior shotcrete shall be given a natural gun finish.
5. Exterior wall and roof coatings shall be installed in accordance with the
manufacturer’s instructions and recommendations
D. Curing
1. Concrete shall be cured using water methods, sealing materials, or curing
compounds. Curing compounds used on the exterior of the tank wall shall be
removed by abrasive blasting the corewall prior to the application of the
shotcrete. Curing compounds used within the tank shall be suitable for use
with potable water.
E. Testing
1. For concrete used in the tank construction, two sets of five cylinders for each 50
cubic yards placed in the same day. One cylinder shall be tested at 7 days, one at
14 days, two at 28 days, and one held as a spare.
2. Slump, air content and temperature testing shall be performed on each truck
where cylinders are taken.
3. All concrete testing shall be in accordance with ASTM C-31 and C-39, at the
CONTRACTOR’S expense, and shall be conducted by an independent testing
agency approved by the ENGINEER.
4. Test one sample for each 50 cubic yards placed in the same day for chloride ions
in accordance with AASHTO T-260.
3.03 SHOTCRETING:
A. Weather Limitations:
1. Shotcrete shall not be placed in freezing weather without provisions for protection
of the shotcrete against freezing. Shotcrete placement can start without special
protection when the temperature is 35 degrees Fahrenheit and rising, and must be
suspended when the temperature is 40 degrees Fahrenheit and falling. The surface
to which the shotcrete is applied must be free from frost. Cold weather shotcreting
shall be in accordance with ACI 301 and ACI 306R.
2. Hot weather shotcreting shall be in accordance with the requirements of ACI 301
and ACI 305R.
B. Shotcrete Coating Over Prestressing Strand or Wire:
1. Each prestress strand or wire shall be individually encased in shotcrete. Shotcrete
strand or wire coat thickness shall be sufficient to provide a clear cover over the
strand or wire of at least 3/8 inch.
2. A finish coat of shotcrete shall be applied as soon as practical after the last
application of strand or wire coat. The total thickness of shotcrete shall not be less
than 1.0 inches over the strand or wire. The total thickness of shotcrete shall be
built up in multiple layers of 0.5 inch to 0.75 inch layers. Each layer shall be
completed for the full height and circumference prior to beginning the subsequent
layers.
C. Placement of Shotcrete:
1. Shotcrete shall be applied with the nozzle held at a small upward angle not
exceeding five degrees and constantly moving during application in a smooth
motion with the nozzle pointing in a radial direction toward the center of the tank.
The nozzle distance from the prestressing shall be such that shotcrete does not build
up or cover the front face of the strand or wire until the spaces behind and between
the prestressing elements are filled.
2. Total shotcrete covercoat thickness for hand applied shotcrete shall be controlled by
shooting guide wires. Vertical wires shall be installed under tension and spaced no
more than 2 feet apart to establish uniform and correct coating thickness. Wires of
18 or 20 gauge high tensile strength steel or a minimum 100 lb. monofilament line
shall be used. Wires shall be removed after placement of the shotcrete covercoat and
prior to finishing. Guide wires are not required if shotcrete is applied using
automated equipment.
3. All shotcrete shall be applied by ACI certified nozzleman. Certifications shall be
submitted to the engineer for review as part of the submittal review process.
D. Curing:
1. Shotcrete shall be cured using water curing methods, sealing materials, or curing
compounds at the option of the CONTRACTOR.
E. Testing:
1. Testing of shotcrete shall be in accordance with ACI 506, except as specified herein.
One test panel shall be made for each of the following operations: corewall, strand
or wire cover, and covercoat. Test panels shall be made from the shotcrete as it is
being placed, and shall, as nearly as possible, represent the material being applied.
The method of making a test sample shall be as follows: A frame of wire fabric (one
foot square, three inches in depth) shall be secured to a plywood panel and hung or
placed in the location where shotcrete is being placed. This form shall be filled in
layers simultaneously with the nearby application. After 24 hours, the fabric and
plywood back-up shall be removed and the sample slab placed in a safe location at
the site.
2. The sample slab shall be moist cured in a manner identical with the regular surface
application. The sample slab shall be sent to an approved testing laboratory and
tested at the age of 7 days and 28 days. Nine three inch cubes shall be cut from the
sample slab and subjected to compression tests in accordance with current ASTM
Standards. Three cubes shall be tested at the age of 7 days, three shall be tested at
the age of 28 days, and three shall be retained as spares. Testing shall be by an
independent testing laboratory, approved by the ENGINEER and at the
CONTRACTOR’S expense.
3. Test one sample for each 50 cubic yards placed in the same day for chloride ions
in accordance with AASHTO T-260.
3.04 PRESTRESSING:
A. Prestressing strand or wire will be placed on the wall with a machine capable of
consistently producing a stress in the strand or wire within a range of –2 percent to
+2 percent of the stress required by the design. Stress shall be developed through
mechanical tensioning of the prestress strand or wire. Stressing of the strand or wire
may not be accomplished by drawing the strand through a die or in any way
deforming the strand or wire. The temperature increase in the prestressing material
caused by the stressing method employed shall not exceed 50 degrees Fahrenheit.
No circumferential movement of the strand or wire along the tank wall will be
permitted during or after stressing.
B. Each spool of prestressing shall be temporarily anchored at sufficient intervals to
minimize the loss of prestress in case a strand or wire breaks during wrapping.
C. Minimum clear space between prestressing strands or wires is 5/16 inch or 1.5
strand/wire diameters, whichever is greater. Any strands or wires not meeting the
spacing requirements shall be respaced. Prestressing shall be placed no closer than
two inches from the top of the wall, edges of openings, or inserts, nor closer than
three inches from the base of walls or floors where radial movement may occur.
D. The band of prestressing normally required over the height of an opening shall be
displaced into circumferential bands immediately above and below the opening to
maintain the required prestressing force. Bundling of strands or wires shall be
prohibited.
E. Ends of individual spools shall be joined by suitable steel splicing devices capable of
developing the full strength of the strand.
F. The CONTRACTOR shall furnish a calibrated stress recording device for both the
vertical and circumferential prestressing operations, which can be recalibrated, to be
used in determining strand or wire stress levels on the wall during and after the
prestressing process. All vertical and circumferential stress recordings devices shall
be calibrated at an approved independent lab not more than 14 days prior to being
used in the field. Circumferential and vertical stress recordings shall be continuous
and instantaneous as the strand or wire is applied to the wall and the stress
recordings shall be plotted as quality assurance for the owner. If the applied stress in
the circumferential or vertical steel is more than 2 percent under or over the required
design stress, the stressing operation should be discontinued, and satisfactory
adjustment made to the stressing equipment before proceeding.
3.05 DECORATIVE COATINGS
A. All exposed exterior dome surfaces shall be given a two-coat finish consisting of one coat
of damp-proofing product such as “Tamoseal with AKKRO-7T” or equal, and one coat of
“Tammscoat Smooth” or equal. All exterior exposed wall surfaces shall be given a two-
coat finish of a non-cementitious 100 percent acrylic such as “Tammscoat Smooth” or
equal. Work shall be performed by workmen skilled in the application of these types of
products. The manufacturer’s application instructions shall be submitted to the Engineer
for approval. The Contractor shall confer with the manufacturer’s representatives
regarding application techniques and shall follow the manufacturer’s instructions and
recommendations.
B. The concrete surface to be coated must be clean, free of all laitance, dirt, grease, or other
foreign materials. All defective surfaces shall be filled and/or repaired. Application shall
be in full accordance with the manufacturer’s instructions or as amended by the Engineer.
C. The Owner shall select the color.
3.05 DISINFECTION
A. The Contractor shall, at the completion of tank construction, thoroughly clean the interior
of the tank.
B. The contractor shall notify the Engineer prior to disinfecting the tank. Disinfection shall
meet with the approval of the Engineer, AWWA C652, and the appropriate state agency.
C. The tank shall be disinfected by using a solution of chlorine and water per Method 3 of
AWWA C652 (Section 4.3.3). Chlorine shall be added to the facility shall be sodium
hypochlorite as described by Section 4.3.1.2.
D. Prior to placing the tank in service, a bacteriological test shall be taken, and successful
results received. Testing shall be by an independent testing laboratory at the expense of
the owner.
E. Any superchlorinated water (defined as greater than 4 mg/l total residual chlorine.) shall
be discharged through an approved connection to the public sanitary sewer system or
shall be dechlorinated to limits acceptable to the Oregon State Department of
Environmental Quality (DEQ) for discharge into the existing storm drainage system or
natural drainage way. If superchlorinated water is to be discharged into the public
sanitary sewer system, the CONTRACTOR shall notify the sewage treatment plant
notifying the planned time, location, and quantity of discharge. No superchlorinated
water shall be discharged into the storm drainage system or natural drainage way prior to
approved dechlorination treatment. Guidelines for disposal of superchlorinated water are
provided by AWWA C652, Appendix C.
3.06 WATER TIGHTNESS TEST
A. Upon completion, the tank shall be tested to determine watertightness in accordance with
AWWA D110, and this specification. The tank shall be filled with potable water to the
maximum level and allowed to stand for 24 hours. Water will be furnished by the owner;
however the Contractor must facilitate the transfer of potable water from the existing
adjacent Clapsop reservoir per plan requirements or Engineer approved alternative. The
test shall consist of measuring the liquid level over the next 24 hours to determine if any
change has occurred. If a change is observed and exceeds the maximum allowance, the
test shall be extended to a total of five days. If at the end of five days the average daily
change has not exceeded the maximum allowance, the test shall be considered
satisfactory.
B. The liquid volume loss for a period of 24 hours shall not exceed one-twentieth of one
percent of the tank capacity, (0.0005 x tank volume). If the liquid volume loss exceeds
this amount, it shall be considered excessive, and the tank shall be repaired and retested.
C. The concrete dome roof shall be tested for watertightness prior to any coating or sealer,
architectural or otherwise, is applied to the dome. The dome shall be leak tested by
thoroughly spraying the entire outside with water from a hose at a maximum distance of 3
feet with a minimum 50 psig static head pressure at the nozzle. Potable water shall be used.
The water shall be sprayed directly over the entire roof, all joints and appurtenances. Any
water on the inside of the roof shall be evidence of leakage and shall be repaired to the
satisfaction of the OWNER.
D. Damp spots will not be permitted at any location on the reservoir wall. Damp spots are
defined as spots where moisture can be picked up on a dry hand. All such areas shall be
repaired to the satisfaction of the OWNER.
E. Damp spots on the footing may occur upon filling the tank and are permissible within the
allowable volume loss. Any measureable volume of water in this area is not acceptable
and must be corrected to the satisfaction of the OWNER.
3.07 CLEAN-UP
A. The premises shall be kept clean and orderly at all times during the work.
Upon completion of construction, the contractor shall remove or otherwise
dispose of all rubbish and other materials caused by the construction
operation. The Contractor shall leave the premises in a condition equal or
better than prior to construction.
END OF SECTION
SECTION 13020
WIRE OR STRAND WOUND, PRESTRESSSED CONCRETE TANK – TYPE III
PART 1 – GENERAL
1.01 DESCRIPTION
Work Included
1. This section specifies the design and construction of the wire or strand wound,
prestressed, concrete circular tank; including all site work, excavation,
reinforcing, concrete work, appurtenances, disinfection, testing, and backfill
directly related to the tank unless otherwise specified.
2. The Contractor shall furnish all labor, materials, tools, and equipment necessary
to design and construct, disinfect and test the wire or strand wound,
prestressed concrete tank and appurtenances as indicated on the drawings, and
as specified.
Related Work Described Elsewhere
1. Section 02200: Earthwork
2. Section 02221: Excavation, Backfilling and Compacting for Structures
3. Section 02222: Excavation, Backfilling and Compacting for Utilities
4. Section 02620: Ductile Iron Pipe Fittings and Special Items
5. Section 11730: Submersible Mixer
Description of System
The tank shall consist of a cast-in-place reinforced concrete floor, a wire or strand wound
prestressed concrete wall and a precast or cast-in-place prestressed clear span
concrete dome roof.
1.02 QUALITY ASSURANCE
A. Qualifications and Experience
1. It is the intent of this specification to require single party responsibility for the
design and construction of the tank. The tank design and construction shall be
performed by an established manufacturer of recognized ability, having at least
ten (10) years of experience in the design and construction of AWWA D110 Type
III wire-wrapped prestressed concrete tanks as specified herein. The design and
construction of all aspects of the floor slab, walls, prestressing, shotcrete and
the dome roof of the prestressed tank shall be performed by the tank
manufacturer. The tank manufacturer may subcontract labor for reinforcing
steel installation and for concrete slab placement under the tank contractor’s
direct supervision.
2. All tank work shall be performed by a company that specializes in the design and
construction of wire or strand wound prestressed concrete tanks using the
method of circumferential prestress reinforcing and with proven capability of
meeting all the requirements of these specifications. No company is considered
qualified unless it has designed and built in its own name at least twenty
prestressed concrete tanks conforming to AWWA D110, Type III in the last ten
years. The company shall have designed and built in its own name at least five
AWWA D110, Type III tanks that are located within seismic zone 3 or higher and
have been in successful service for at least five years. The company shall have
designed and built in its own name at least 3 AWWA D110, Type III tanks located
within seismic zone 3 or higher within the past five years. The contractor
prepared design calculations, construction drawings, and Shop Drawings must
be stamped and signed by an Oregon licensed Structural Engineer.
3. The tank contractor shall have in its employ a Structural Design Engineer with a
minimum of ten years experience in the design of AWWA D110 Type III tanks.
The Structural Engineer will be in responsible engineering charge of the work
associated with the prestressed concrete tank specified herein. The engineer
shall have been the engineer of record for a minimum of ten AWWA D110 Type
III tanks. At least two of the tanks designed shall have been located in a seismic
zone 3 or higher. The Structural Engineer’s responsibilities include but are not
necessarily limited to:
a. Carefully reviewing tank performance and design criteria stated in the
Contract Documents.
b. Preparing written requests for clarifications or interpretations of
performance or design criteria for submittal to ENGINEER by
CONTRACTOR.
c. Preparing or supervising the preparation of design calculations and
related drawings, Shop Drawings, testing plan development, test result
interpretation and a comprehensive engineering analysis verifying
compliance of the tank with the requirements of the Contract
Documents.
d. Certifying that the design of the tank has been prepared in accordance
with the performance and design criteria stated in the Contract
Documents, and the said design conforms to all applicable local, state
and federal codes, rules and regulations, and to the prevailing standards
of practice.
4. The tank contractor shall have in its employ for this project a team consisting of
a tank superintendent, project manager, shotcrete foreman, wire-winding
foreman, and precast erection foreman, each of whom shall have constructed a
minimum of five (5) AWWA D110 Type III tanks having a capacity of 1.0 MG or
greater.
5. Experience in the design and construction of AWWA D110 Type I, Type II or Type
IV tanks is not acceptable in terms of meeting the qualifications required by this
specification.
Codes & Standards
AASHTO, T-260 Method of Sampling and Testing for Total Chloride Ion in Concrete and
Concrete Raw Materials.
ACI 301 Specifications for Structural Concrete
ACI 305 Hot Weather Concreting
ACI 306 Cold Weather Concreting
ACI 309R Guide for Consolidation of Concrete
ACI 318 Building Code Requirements for Reinforced Concrete and Commentary
ACI 350 Code Requirements for Environmental Engineering Concrete Structures and
Commentary
ACI 350.3 Seismic Design of Liquid Containing Concrete Structures and Commentary
ACI 372R Design and Construction of Circular Wire- and Strand Wrapped Prestressed
Concrete Structures
ACI 506R Guide to Shotcrete
ASTM A185 Standard Specification for Steel Welded Wire Reinforcement, Plain, for
Concrete
ASTM A416 Standard Specification for Steel Strand, Uncoated Seven-Wire for
Prestressed Concrete
ASTM A475 Standard Specification for Zinc-Coated Steel Wire Strand
ASTM A615/A615M Standard Specification for Deformed and Plain Carbon-Steel Bars for
Concrete Reinforcement.
ASTM A821 Standard Specification for Steel Wire, Hard Drawn for Prestressing Concrete
Tanks
ASTM A1008/A1008M Standard Specification for Steel, Sheet, Cold-Rolled, Carbon,
Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved
Formability, Solution Hardened, and Bake Hardenable
ASTM C31 Standard Practice for Making and Curing Concrete Test Specimens in the Field
ASTM C33 Standard Specification for Concrete Aggregates
ASTM C39 Standard Test Method for Compressive Strength of Cylindrical Concrete
Specimens
ASTM C618, Type F Standard Specification for Coal Fly Ash and Raw or Calcined Natural
Pozzolan for Use in Concrete
ASTM C920 Specification for Elastomeric Joint Sealants
ASTM D1056 Standard Specification for Flexible Cellular Materials – Sponge or Expanded
Rubber
ASTM D1556 Standard Test Method for Density and Unit Weight of Soil in Place by the
Sand-Cone Method
ASTM D1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 Ft. – lbf/ft3) 2700 KN-M/M
3)
ASTM D2000 Classification System for Rubber Products in Automotive Applications
ASCE Standard 7-05 Minimum Design Loads for Buildings and Other Structures
AWWA C652 Standard for Disinfection of Water-Storage Facilities
AWWA D110-04 Wire and Strand Wound, Circular, Prestressed Concrete Water Tanks.
US Army Corps of Engineers Specification CRD-C-572, Specification for PVC Waterstop
OSHA codes and Standards for ladders and stairs, Sections 1910.24 and 1910.27
2007 Oregon Structural Specialty Code.
Design Criteria
1. The prestressed concrete tank shall be designed and constructed in accordance
with the provisions of AWWA D110 Standard for Wire or Strand Wound Circular
Prestressed-Concrete Water Tanks, Type III.
2. Horizontal prestressing shall be continuous. Discontinuous prestressing tendons
or strands will not be allowed.
3. The Contractor shall use the following loadings and requirements in the design
calculations:
a. Capacity (at overflow): 3.67 million gallons.
b. Dimensions: 125 feet inside diameter x 40 feet water depth.
c. Dead Load: shall be the estimated weight of all permanent imposed
loads. Unit weight of concrete 150 pounds per cubic foot; steel 490
pounds per cubic foot.
d. Live Load: shall be the weight of all the liquid when the reservoir is
filled to overflowing. Unit weight of liquid is 62.4 pounds per cubic foot.
e. Total Roof Live Load:
3) Live load shall be as required by 2007 Oregon Structural
Specialty Code and ASCE 7-05, but not less than 20 psf
unreducible live load.
4) Snow load shall be in accordance with 2007 Oregon Structural
Specialty Code and ASCE 7-05, using ground snow load of 25 psf,
Exposure Factor Ce=1.0, Occupancy Category IV and Importance
Factor I=1.2. Minimum design snow load shall be 20 psf.
f. Backfill Pressure: earth loads shall be determined by rational methods
of soil mechanics based on the project geotechnical report. Backfill
pressure shall not be used to reduce the amount of required
prestressing.
g. Foundation Loads: the tank foundation shall be proportioned so that
soil pressure shall be less than the soil bearing capacity. The allowable
soil bearing capacity shall be based on the project geotechnical report.
h. Seismic Criteria:
i. Design criteria:
c. 2007 Oregon Structural Specialty Code and ASCE 7-05
as adopted by the State of Oregon and local Authority
Having Jurisdiction.
d. AWWA D110, including an accommodation for the
seismic “sloshing wave”, through the use of either
appropriate freeboard between the normal operating
water surface and roof, or a roof capable of resisting
the uplift of such a wave.
iv. Acceleration and Force Factors: Use the most stringent of:
d. 2007 Oregon Structural Specialty Code and ASCE 7-05
factors for the site, applied in accordance with 2007
Oregon Structural Specialty Code and ASCE 7-05.
e. AWWA D110 factors for the site, applied in accordance
with AWWA D110.
f. Site specific factors provided in the Project Geotechnical
Report, applied in accordance with either 2007 Oregon
Structural Specialty Code and ASCE 7-05, or AWWA
D110.
v. Importance Factors
c. For 2007 Oregon Structural Specialty Code and ASCE 7-
05, Occupancy Category IV and Importance Factor I=1.5.
d. For AWWA D110, Importance Factor I=1.2.
i. Wind Loads: shall be in accordance with 2007 Oregon Structural
Specialty Code and ASCE 7-05 as adopted by the State of Oregon and
local Authority Having Jurisdiction. Basic wind speed=110 mph.
Exposure D. Occupancy Category IV, Importance Factor Iw=1.15.
j. Vent Capacity Requirements:
i. Maximum fill rate = 3,500 GPM.
ii. Maximum draw down rate = 7,000 GPM
k. Overflow Design Capacity: = 3,500 GPM
4. The precast, wire-wound prestressed tank wall shall be designed as a composite
concrete wall with an embedded mechanically bonded steel diaphragm in
combination with vertical mild steel reinforcement.
a. The prestressed tank wall shall be considered as a cylindrical shell with
partial edge restraint.
b. The prestressed tank wall shall be reinforced vertically by deformed
steel reinforcing rods. The continuous mechanically bonded steel
diaphragm can be taken as effective vertical reinforcing.
c. The prestressed tank wall shall be of precast construction. Shotcrete or
cast-in-place concrete core walls are not permitted.
d. A stress plate shall be required at all above grade locations where
prestress wires are displaced 24 inches or greater. The stress plate shall
be designed to transfer stress across the opening.
e. The tank designer/contractor’s project specific design will provide the wall
thickness requirement; however the minimum precast wall thickness shall
be four inches per AWWA D110.
f. No reduction in ring compression or tension in the wall will be taken due
to restraint at the bottom.
5. The floor slab shall be designed as a membrane floor not less than four inches thick
and shall be placed monolithically. No construction joints will be allowed unless
otherwise approved by the engineer. Floor concrete cover shall meet the
minimum requirements of ACI 350. Minimum ratio of floor reinforcement area to
concrete area shall be 0.5 percent for tanks with diameters less than 100 feet, 0.6
percent for tanks with diameters 100 to 150 feet, and 0.8 percent for tanks with
diameters over 150 feet. Wall footings may be above or below floor grade, but
shall be placed monolithically with the floor.
6. The dome roof shall have a rise to span ratio within the range of 1:8 to 1:14.
Minimum dome thickness shall be four inches. The minimum top and bottom
concrete cover for dome concrete roofs shall meet the requirements of ACI 350.
Columns or interior supports will not be allowed. Concrete dome roofs shall be
designed in accordance with AWWA D110 and this specification.
7. A tank perimeter drain system, conforming to recommendations provided by
the project geotechnical report, shall be incorporated into the tank design. The
perimeter drain system must provide positive drainage from under the tank
floor to a perimeter collection system. All drainage collected in this system will
be conveyed to the on-site storm water detention basin via gravity flow.
1.03 SUBMITTALS
D. Designer/Contractor Qualification Submittal Prior to Execution of Contract.
3. All bidders, bidding based on a Type III tank design, must submit with their bid a
statement of qualifications specific to the design of a Type III prestressed concrete
tank. The statement of qualifications must address all of the requirements
identified by this specification in Section 1.02.A. Each project reference provided
must include current telephone number contact information for both an owner
and engineer representative familiar with the referenced project.
4. The final recommendation of award will be contingent on the Engineer’s review
and approval of the qualifications submittal.
E. Design Submittal after Execution of Contract
4. Tank design calculations and shop drawings, showing details and procedures of
construction, shall be submitted to the Engineer for approval after execution of the
Contract. Six copies of the all submittals shall be provided. Submittals shall be per
Section 01300 – Submittals. After approval by the Engineer, one set of the
drawings and calculations will be returned to the Contractor, and any changes
found necessary by the Engineer shall be made by the Contractor.
5. Approval by the Engineer of the drawings and calculations submitted by the
Contractor will not in any way relieve the Contractor of full responsibility for the
accuracy and completeness of the drawings and calculations.
6. Design calculations and shop drawings shall be stamped by a Professional Engineer
experienced in the design of AWWA D110 Type III prestressed concrete tanks and
registered in the State of Oregon.
F. Construction Submittals for Review Prior to Use
9. Design proportions for all concrete and shotcrete. Concrete strengths of trial
mixes.
10. Admixtures to be used in the concrete or shotcrete and their purpose.
11. Reinforcing steel shop drawings showing fabrication and placement.
12. Catalog cuts or shop drawings of all appurtenances (i.e. hatch, vent, ladders,
waterstops, etc.).
13. Mill test certificates for prestressing steel.
14. Mill test certificates for bearing pads and waterstops.
15. ACI 506 Shotcrete Nozzleman certificate for responsible party on site during
shotcreting operations
16. Exterior coatings.
1.04 GUARANTEE
The Contractor shall guarantee the structure against defective materials or workmanship for a
period of one year from the date of completion. If any materials or workmanship prove to be
defective within one year, they shall be replaced or repaired by the Contractor at the
Contractor’s expense.
PART 2 – MATERIAL
2.01 CONCRETE
A. Concrete shall conform to ACI 301.
B. Cement shall be Portland cement type I/II (Meets Type I and Type II requirements).
C. Admixtures, other than air-entraining and water reducing admixtures, will not be
permitted unless approved by the Engineer.
D. Concrete for tank wall and dome construction shall have a minimum compressive
strength of 4,000 psi at 28 days. All precast wall and dome concrete shall be air-
entrained. The maximum water-cement ratio shall be 0.42
E. Concrete for the tank floor, footings, pipe encasement, and all other work shall have a
minimum compressive strength of 3,500 psi at 28 days and shall not be air-entrained.
The maximum water –cement ratio shall be 0.42. The course and fine aggregate shall
meet the requirements of ASTM C33. Course aggregate shall be No. 467 with 100
percent passing the 1½ inch sieve. Superplasticizer and water-reducing admixtures shall
be incorporated into the floor concrete. Fibers shall be Microfiber by Grace, Fibermesh
150 by Propex, or equal. Fiber lengths shall be a maximum of ¾ inches. The amount of
polypropylene fibers added to the concrete mix shall conform to the manufacturer’s
recommendations.
F. Proportioning for concrete shall be in accordance with ACI 301.
G. Concrete in contact with prestressing steel shall have a maximum water soluble chloride
ion concentration of 0.06 percent by weight of cement.
2.02 SHOTCRETE
B. Shotcrete shall conform to ACI Standard 506, except as modified herein.
C. The wet mix process shall be employed for shotcreting.
D. Shotcrete used for covering prestressed wire shall consist of not more than three parts
sand to one part Portland cement by weight. Additional coats of shotcrete shall consist
of not more than four parts sand to one part Portland cement by weight. Polypropylene
fibers shall be included in the shotcrete used for the finish covercoat. Fibers shall be
Fibercast 500 by Propex, or equal. Fiber length shall be ¼”. The amount of the fibers
added to the shotcrete used for the finish covercoat shall conform to the
manufacturer’s recommendations. Fly ash may be incorporated into the finish
covercoat. Fly ash shall conform to ASTM C618, Type F. Shotcrete shall have a
minimum strength of 4,500 psi at 28 days.
E. Shotcrete in contact with prestressing steel shall have a maximum water soluble
chloride ion concentration of 0.06 percent by weight of cement.
2.03 MORTAR FILL AND NON-SHRINK GROUT
Mortar fill and non-shrink grout shall have a minimum compressive strength of 4,000 psi at 28
days.
2.04 REINFORCING STEEL
B. Reinforcing steel shall be new billet steel Grade 60, as shown on the Drawings, meeting
the requirements of ASTM A615. Welded wire fabric shall conform to ASTM A185.
C. Reinforcing steel shall be accurately fabricated and shall be free from loose rust, scale,
and contaminants, which reduce bond.
D. Reinforcing steel shall be accurately positioned on supports, spacers, hangers, or other
reinforcements and shall be secured in place with wire ties or suitable clips. Rebar chair
supports may be either steel or plastic.
E. When required by design, the tank designer shall use base restraint cables to resist
earthquake loads. Seismic base restraint cables shall be hot-dipped galvanized seven-
wire strand and shall be manufactured in accordance with ASTM A416 prior to
galvanizing, and ASTM A475 after galvanizing.
2.05 STEEL DIAPHRAGM
A. The steel diaphragm shall conform to ASTM A1008 and shall be a minimum thickness of
0.017 inches. It shall be vertically ribbed with reentrant angles. The back of the
channels shall be wider than the front, providing a mechanical keyway anchorage with
the concrete and shotcrete encasement.
B. The steel diaphragm shall extend to within one inch of the full height of the wall panel
with no horizontal joints. Vertical joints within a wall panel shall be roll seamed or
otherwise fastened in a fashion that results in a firm mechanical lock. Joints between
wall panels that are not roll seamed shall be edge sealed with polysulfide or
polyurethane sealant.
C. No punctures will be permitted in the diaphragm except those required for pipe sleeves,
temporary construction openings, or special appurtenances. The Engineer shall approve
details of the openings. All openings shall be completely edge sealed with polysulfide or
polyurethane sealant.
D. Diaphragm steel may be considered as contributing to the vertical reinforcement of the
wall.
2.06 PRESTRESSING STEEL
A. Steel for prestressing shall be cold drawn, high carbon wire meeting the requirements of
ASTM A821, having a minimum ultimate tensile strength of 210,000 psi.
B. Splices for horizontal prestressed reinforcement shall be ferrous material compatible
with the reinforcement and shall develop the full strength of the wire. Wire splice and
anchorage accessories shall not nick or otherwise damage the prestressing.
2.07 ELASTOMERIC MATERIALS
B. Nine inch minimum waterstop with centerbulb shall be polyvinyl chloride meeting the
requirements of the Corps of Engineers Specification CRD-C 572. Splices shall be made
in accordance with the manufacturer’s recommendations subject to the approval of the
Engineer. Waterstop shall be manufactured by Greenstreak Plastic Products Company,
Inc., or equal.
C. Bearing pads shall be natural rubber or neoprene.
1. Natural rubber bearing pads shall contain only virgin natural polyisoprene as the
raw polymer and the physical properties shall comply with ASTM D2000 Line
Call-Out M 4 AA 414 A1 3.
2. Neoprene bearing pads shall have a hardness of 40 to 50 durometer, a
minimum tensile strength of 1,500 psi, a minimum elongation of 500 percent,
and a maximum compressive set of 50 percent. Pads shall meet the
requirements of ASTM D2000 Line Call-Out M 2 BC 410 A1 4 B14 for 40
durometer material.
D. Sponge filler shall be closed-cell neoprene or rubber conforming to ASTM D1056, Type
2, Class A, and Grade 1. Compression deflection limited to 25 percent at two to five psi.
E. Polysulfide or polyurethane sealant will be a two or three component elastomeric
compound meeting the requirements of ASTM C920. Sealants must have permanent
characteristics of bond to metal surfaces, flexibility, and resistance to extrusion due to
hydrostatic pressure. Air cured sealants shall not be used.
2.08 DECORATIVE COATING
B. Decorative coating shall be applied to the exterior dome surface using one coat of a
cementitious based damp-proofing product such as “Tamoseal” or equal, and one coat
of a non-cementitious, high build, 100 percent acrylic resin polymer such as
“Tammscoat Smooth” textured protective coating or equal. A decorative coating shall
be applied to the exterior wall surfaces using two coats of a non-cementitious, high
build, 100 percent acrylic resin polymer such as “Tammscoat Smooth” textured
protective coating or equal.
2.09 APPURTENANCES
A. The Contractor shall provide and install all appurtenances as shown on the drawings.
Appurtenances shall include the following:
1. Separate Inlet and Outlet Piping, as illustrated by the contract drawings.
2. Overflow Piping and Weir, and Drain Piping as illustrated by the contract
drawings.
3. Roof Hatch: A 42” minimum square aluminum or stainless steel hatch with
lockable, hinged cover and curb frame. The hatch shall have a lift handle,
padlock tab, padlock and a cover hold open mechanism. All hardware shall be
aluminum or stainless steel. Locate hatch as shown on the contract drawings.
4. Center Roof Vent: Fiberglass or Aluminum, with fiberglass insect 20 x 20 screen,
minimum diameter two feet.
5. Interior Ladder: An aluminum ladder shall extend from the floor to the hatch.
The ladder shall have a fall prevention device attached consisting of a sliding,
locking mechanism and safety belt that meets or exceeds Federal Specification
RR-S-001301 and OSHA Regulation No. 1910.27. Location as shown on the
drawings. When installed in accordance with manufacturer’s instructions the
safety system shall enable a worker to be attached to device at all times and to
operate freely in a normal position during the climb and descent without having
to remove worker’s hands from ladder to operate the system effectively, and to
be able to easily pivot onto and off of the reservoir roof while safely attached to
device.
6. Exterior Ladder: An aluminum ladder shall extend from the final grade to the
tank roof. The ladder shall have a fall prevention device attached consisting of a
sliding, locking mechanism and safety belt that meets or exceeds Federal
Specification RR-S-001301 and OSHA Regulation No. 1910.27. When installed in
accordance with manufacturer’s instructions the safety system shall enable a
worker to be attached to device at all times and to operate freely in a normal
position during the climb and descent without having to remove worker’s hands
from ladder to operate the system effectively, and to be able to easily pivot
onto and off of the reservoir roof while safely attached to device. Location and
access security to be as shown on the drawings.
7. Floor Sump: A minimum of one 2’-0” square x 6” deep sump shall be provided in
the tank floor. The sump is to be at the drain pipe as shown on the drawings.
8. A dome safety cable shall be provided in accordance with the requirements of
the project drawings.
9. An aluminum handrail system shall be provided in accordance with the
requirements of the project drawings.
10. A 6-inch stainless steel dome sleeve shall be provided in accordance with the
project drawings for future cable access through the tank dome.
11. Future SCADA and/or radio antenna mounting: A shotcrete pad shall be
provided on the tank dome ring as indicated by the contract drawings for future
mounting of a SCADA and/or radio communication antenna. The specific
location shall be as directed by the Engineer during construction.
12. The appurtenances shown on the drawings may have been adapted from
standard welded steel tank details, and may require additional modification to
integrate correctly with the prestressed concrete tank. The tank
designer/contractor may modify as required as long as the intent of the contract
drawings is maintained. Any modified details for appurtenances shall be
submitted with the tank structural design submittal for review and approval by
the engineer.
PART 3 – EXECUTION
3.01 FLOOR
A. The floor and wall footings shall be constructed to the dimensions shown on the
Approved Shop Drawings.
B. Prior to placement of the floor reinforcing, a six mil polyethylene moisture barrier shall
be placed over the leveling base material. Joints in the polyethylene shall be overlapped
a minimum of six inches.
C. Prior to placement of the floor concrete, all piping that penetrates the floor shall be set
and encased in concrete.
D. The vertical waterstop shall be placed and supported so that the bottom of the center
bulb is at the elevation of the top of the footing. The waterstop shall be supported
without puncturing any portion of the waterstop unless it is manufactured with holes
for tying. The waterstop shall be spliced using a thermostatically controlled sealing iron
and each splice shall be successfully spark tested prior to encasement in concrete.
E. The floor shall have a minimum thickness of six inches and be poured monolithically.
There shall be no construction joints in the floor or between the floor and footing.
F. The floor shall be cured by applying one coat of curing compound and flooding with
water, and shall remain saturated for a minimum of seven days.
3.02 PRECAST PANEL CONSTRUCTION AND ERECTION
A. The precast wall shall be constructed with a continuous waterproof steel diaphragm
embedded in the exterior of the precast panel. Horizontal joints in the diaphragm will
not be allowed.
B. No holes for form ties, nails, or other punctures will be permitted in the wall.
C. Temporary wall openings may be provided for access and removal of construction
materials from the tank interior subject to the approval of the Engineer.
D. Wall and dome panel beds shall be located around the periphery of the tank as
required. The beds shall be constructed to provide finished panels with the proper
curvature of the tank.
E. Polyethylene sheeting shall be placed between successive pours to provide a high
moisture environment and a long slow cure for the concrete.
F. The erecting crane and lifting equipment shall be capable of lifting and placing the
precast panels to their proper location without causing damage to the panel.
G. The precast panels shall be erected to the correct vertical and circumferential
alignment. The edges of adjoining panels shall not vary inwardly or outwardly by more
than 3/8 inch and shall be placed to the tank radius within + 3/8 inch.
H. Joints between precast wall panels shall be bridged with a 10 gauge steel plate edge
sealed with polysulfide or polyurethane and filled with mortar as required by the tank
manufacturer approved design. No through-wall ties will be permitted.
I. Minimum dome and wall panel thickness shall be four inches.
3.03 CONCRETE
All concrete shall be conveyed, placed, finished, and cured as required by pertinent ACI
standards.
Weather Limitations
1. Unless specifically authorized in writing by the Engineer, concrete shall not be
placed without special protection during cold weather when the ambient
temperature is below 35 degrees Fahrenheit and when the concrete is likely to
be subjected to freezing temperatures before initial set has occurred and the
concrete strength has reached 500 psi. Concrete shall be protected in
accordance with ACI 306. The temperature of the concrete shall be maintained
in accordance with the requirements of ACI 301 and ACI 306. All methods and
equipment for heating and for protecting concrete in place shall be subject to
the approval of the Engineer.
2. During hot weather, concreting shall be in accordance with the requirements of
ACI 305.
3. Placement of concrete during periods of low humidity (below 50 percent) shall
be avoided when feasible and economically possible, particularly when large
surface areas are to be finished. In any event, surfaces exposed to drying wind
shall be covered with polyethylene sheets immediately after finishing, or
flooded with water, or shall be water cured continuously from the time the
concrete has taken initial set. Curing compounds may be used in conjunction
with water curing, provided they are compatible with coatings that may later be
applied, or they are degradable.
Finishes
The tank shall be given the following finishes:
The floor slab shall receive a bull float finish or Fresno finish.
a. The interior of precast wall panels shall receive a light broom
finish.
The exterior of precast dome panels, dome slots, and cast-in-place domes shall receive a
light broom finish.
Exterior shotcrete shall receive a nozzle finish.
Curing
Concrete shall be cured using water methods, sealing materials, or curing compounds.
Curing compounds shall not be used on surfaces to which decorative coatings, mortar,
or shotcrete is to be applied. Curing compounds used within the tank shall be suitable
for use with potable water.
Testing
1. For concrete placed in precast panels or wall slots, a set of five cylinders shall be
made for each truck load of concrete placed. For concrete placed in the floor,
dome ring, or dome slots, two sets of five cylinders for the each 50 cubic yards
placed in the same day. One cylinder shall be tested at seven days, one at 14
days,, two at 28 days, and one held as a spare.
2. Slump, air content and temperature testing shall be performed on each truck
where cylinders are taken.
3. All concrete testing shall be in accordance with ASTM C31 and C39, at the
expense of the contractor, and shall be conducted by an independent testing
agency approved by the Engineer.
4. Test one sample for each 50 cubic yards placed in the same day for chloride ions
in accordance with AASHTO T-260.
3.04 SHOTCRETING
A. Weather Limitations
1. Shotcrete shall not be placed in freezing weather without provisions for
protection against freezing. Shotcrete placement can start without special
protection when the temperature is 35 degrees Fahrenheit and rising, and
must be suspended when the temperature is 40 degrees Fahrenheit and
falling. The surface to which the shotcrete is applied must be free from frost.
Cold weather shotcreting shall be in accordance with ACI 301 and ACI 306.
2. Hot weather shotcreting shall be in accordance with the requirements of ACI
301 and ACI 305.
B. Coating of Steel Diaphragm
1. The steel diaphragm shall be covered with a layer of shotcrete at least ½ inch
thick prior to prestressing.
2. Total minimum coating over the steel diaphragm shall be 1½ inches including
diaphragm cover, wire cover, and finish covercoat.
C. Coating Over Prestressing Wire
1. Each prestress wire shall be individually encased in shotcrete. Wire coat
thickness shall be sufficient to provide a clear cover over the wire of at least ¼
inch.
2. Finish coat of shotcrete shall be applied as soon as practical after the last
application of strand or wire coat. The total thickness of shotcrete shall not be less
than 1.0 inches over the strand or wire. The total thickness of shotcrete shall be
built up in multiple layers of 0.5 inch to 0.75 inch layers. Each layer shall be
completed for the full height and circumference prior to beginning the subsequent
layers.
D. Placement of Shotcrete
1. Shotcrete shall be applied with the nozzle held at a small upward angle not
exceeding five degrees and constantly moving during application in a smooth
motion with the nozzle pointing in a radial direction toward the center of the
tank. The nozzle distance from the prestressing shall be such that shotcrete
does not build up or cover the front face of the wire until the spaces behind and
between the prestressing elements are filled.
2. Total covercoat thickness shall be controlled by shooting guide wires. Vertical
wires shall be installed under tension and spaced no more than two feet apart
to establish uniform and correct coating thickness. Monofilament line (100 lb.
test) or 18 or 20 gauge high tensile strength steel wire shall be used. Guide
wires shall be removed after placement of the covercoat.
3. All shotcrete shall be applied by a ACI certified nozzleman. Certifications shall
be submitted to the engineer for review as part of the submittal review process.
E. Curing
Shotcrete shall be cured using water curing methods or sealing materials at the option of the
Contractor.
F. Testing
1. Testing of shotcrete shall be in accordance with ACI 506, except as specified
herein. One test panel shall be made for each of the following operations:
corewall, cove, wire cover, and covercoat. Test panels shall be made from the
shotcrete as it is being placed, and shall, as nearly as possible, represent the
material being applied. The method of making a test sample shall be as follows:
A frame of wire fabric (one foot square, three inches in depth) shall be secured
to a plywood panel and hung or placed in the location where shotcrete is being
placed. This form shall be filled in layers simultaneously with the nearby
application. After 24 hours, the fabric and plywood backup shall be removed
and the sample slab placed in a safe location at the site.
2. The sample slab shall be moist cured in a manner identical with the regular
surface application. The sample slab shall be sent to the testing laboratory.
Nine three inch cubes shall be cut from the sample slab and subjected to
compression tests in accordance with current ASTM Standards. Three cubes
shall be tested at the age of 7 days, three shall be tested at the age of 28 days,
and three shall be retained as spares. Testing shall be by an independent
testing laboratory, approved by the Engineer and at the Contractor’s expense.
3. Test one sample for each 50 cubic yards placed in the same day for chloride ions
in accordance with AASHTO T-260.
3.05 PRESTRESSING
A. Prestressing wire will be placed on the wall with a wire winding machine capable of
consistently producing a stress in the wire within a range of minus seven percent to plus
seven percent of the stress required by the design. No circumferential movement of the
wire along the tank wall will be permitted during or after stressing the wire. Stressing
may be accomplished by drawing the wire through a die or by another process that
results in uninterrupted elongation, thus assuring uniform stress throughout its length
and over the periphery of the tank.
B. Each coil of prestressing wire shall be temporarily anchored at sufficient intervals to
minimize the loss of prestress in case a wire breaks during wrapping.
C. Minimum clear space between prestressing wires is 5/16 inch or 1.5 wire diameters,
whichever is greater. Any wires not meeting the spacing requirements shall be
respaced. Prestressing shall be placed no closer than two inches from the top of the
wall, edges of openings, or inserts, nor closer than three inches from the base of walls or
floors where radial movement may occur.
D. The band of prestressing normally required over the height of an opening shall be
displaced into circumferential bands immediately above and below the opening to
maintain the required prestressing force. Bundling of wires shall be prohibited.
E. A stress plate shall be used at all permanent wall penetrations above grade that results
in displacement of wire equal to or greater than 24 inches in height. The stress plate
shall accommodate a portion of the prestressing wires normally required for the height
of the opening. The remaining prestress wires normally required shall be displaced into
circumferential bands immediately above and below the penetration. The effect of
banded prestressing shall be taken into account in the design.
F. Ends of individual coils shall be joined by suitable steel splicing devices capable of
developing the full strength of the wire.
G. The Contractor shall furnish a calibrated stress recording device, which can be
recalibrated, to be used in determining wire stress levels on the wall during and after
the prestressing process. At least one stress reading per vertical foot or one stress
reading for every roll of wire, whichever is greater, shall be taken immediately after the
wire has been applied on the wall. Readings shall be recorded and shall refer to the
applicable height and layer of wire for which the stress is being taken. The Contractor
shall keep a written record of stress readings. All stress readings shall be made on
straight lengths of wire. If applied stresses fall below the design stress in the steel,
additional wire will be provided to bring the force on the corewall up to the required
design force. If the stress in the steel is more than seven percent over the required
design stress, the wrapping operation should be discontinued, and satisfactory
adjustment made to the stressing equipment before proceeding.
3.06 DECORATIVE COATINGS
A. All exposed exterior dome surfaces shall be given a two-coat finish consisting of one
coat of damp-proofing product such as “Tamoseal with AKKRO-7T” or equal, and one
coat of “Tammscoat Smooth” or equal. All exterior exposed wall surfaces shall be given
a two-coat finish of a non-cementitious 100 percent acrylic such as “Tammscoat
Smooth” or equal. Work shall be performed by workmen skilled in the application of
these types of products. The manufacturer’s application instructions shall be submitted
to the Engineer for approval. The Contractor shall confer with the manufacturer’s
representatives regarding application techniques and shall follow the manufacturer’s
instructions and recommendations.
B. The concrete surface to be coated must be clean, free of all laitance, dirt, grease, or
other foreign materials. All defective surfaces shall be filled and/or repaired.
Application shall be in full accordance with the manufacturer’s instructions or as
amended by the Engineer.
C. The Owner shall select the color.
3.07 DISINFECTION
A. The Contractor shall, at the completion of tank construction, thoroughly clean the
interior of the tank.
B. The contractor shall notify the Engineer prior to disinfecting the tank. Disinfection shall
meet with the approval of the Engineer, AWWA C652, and the appropriate state agency.
C. The tank shall be disinfected by using a solution of chlorine and water per Method 3 of
AWWA C652 (Section 4.3.3). Chlorine shall be added to the facility shall be sodium
hypochlorite as described by Section 4.3.1.2.
D. Prior to placing the tank in service, a bacteriological test shall be taken, and successful
results received. Testing shall be by an independent testing laboratory at the expense
of the owner.
E. Any superchlorinated water (defined as greater than 4 mg/l total residual chlorine.) shall
be discharged through an approved connection to the public sanitary sewer system or
shall be dechlorinated to limits acceptable to the Oregon State Department of
Environmental Quality (DEQ) for discharge into the existing storm drainage system or
natural drainage way. If superchlorinated water is to be discharged into the public
sanitary sewer system, the CONTRACTOR shall notify the sewage treatment plant
notifying the planned time, location, and quantity of discharge. No superchlorinated
water shall be discharged into the storm drainage system or natural drainage way prior
to approved dechlorination treatment. Guidelines for disposal of superchlorinated
water are provided by AWWA C652, Appendix C.
3.08 WATERTIGHTNESS TEST
A. Upon completion, the tank shall be tested to determine watertightness in accordance
with AWWA D110, and this specification. The tank shall be filled with potable water to
the maximum level and allowed to stand for 24 hours. Water will be furnished by the
owner; however the Contractor must facilitate the transfer of potable water from the
existing adjacent Clapsop reservoir per plan requirements, or Engineer approved
alternative. The test shall consist of measuring the liquid level over the next 24 hours to
determine if any change has occurred. If a change is observed and exceeds the
maximum allowance, the test shall be extended to a total of five days. If at the end of
five days the average daily change has not exceeded the maximum allowance, the test
shall be considered satisfactory.
B. The liquid volume loss for a period of 24 hours shall not exceed one-twentieth of one
percent of the tank capacity, (0.0005 x tank volume). If the liquid volume loss exceeds
this amount, it shall be considered excessive, and the tank shall be repaired and
retested.
C. The concrete dome roof shall be tested for watertightness prior to any coating or sealer,
architectural or otherwise, is applied to the dome. The dome shall be leak tested by
thoroughly spraying the entire outside with water from a hose at a maximum distance of 3
feet with a minimum 50 psig static head pressure at the nozzle. Potable water shall be
used. The water shall be sprayed directly over the entire roof, all joints and appurtenances.
Any water on the inside of the roof shall be evidence of leakage and shall be repaired to the
satisfaction of the Owner.
D. Damp spots will not be permitted at any location on the tank wall. Damp spots are
defined as spots where moisture can be picked up on a dry hand. All such areas shall be
repaired to the satisfaction of the Owner.
Damp spots on the footing may occur upon filling the tank and are
permissible within the allowable volume loss. Any measureable
volume of water in this area is not acceptable and must be corrected
to the satisfaction of the owner.
3.09 CLEAN-UP
The premises shall be kept clean and orderly at all times during the work. Upon completion of
construction, the contractor shall remove or otherwise dispose of all rubbish and other
materials caused by the construction operation. The Contractor shall leave the premises in a
condition equal or better than prior to construction.
END OF SECTION
SECTION 15102
Butterfly Valves
GENERAL
DESCRIPTION
This CONTRACTOR shall furnish and install manually operated butterfly valves, complete, as shown
and specified herein, including coatings and linings, appurtenances, operators, and accessories,
in accordance with the requirements of this specification and the Contract Documents.
RELATED SECTIONS
Specification Section 01300 - Submittals
Specification Section 02620 – Ductile Iron Pipe
SUBMITTALS
Shop drawings for all valves, fittings, and appurtenances, including flange facing and bolt patterns.
Catalog data and details, including design pressure class, dimensions of valves and fittings, materials of
construction by ASTM reference, grade and coatings, coatings and lining thicknesses, and
material test data.
Material List/Schedule/Equipment List: Provide accurate list of all valves and appurtenances for this
project.
Installation instructions and methods.
O&M instructions/data.
Manufacturer’s certification of product, including copy of manufacturer’s quality control check of
valve material and production. Include hydrostatic test records and acceptance test records.
Submit written records demonstrating surface preparation, coating applications and coating holiday
tests results.
Water valve data card.
Warranties.
REFERENCES
Standard references shall conform to the current edition of AWWA Specifications.
PRODUCTS
MANUFACTURERS
General: All valves and operators of a given type shall be of one manufacturer and shall be listed with
the Manufacturers Standardization Society of the Valve and Fittings Industry or conform to the
current edition of AWWA Specifications as appropriate.
QUARTER-TURN AWWA MANUALLY OPERATED BUTTERFLY VALVES
GENERAL
ALL QUARTER-TURN BUTTERFLY VALVES SHALL BE IN FULL COMPLIANCE WITH THE LATEST REVISION OF AWWA STANDARD
C504 EXCEPT AS MODIFIED HEREIN.
VALVE BODIES
VALVE BODIES SHALL BE OF ASTM A 126 CLASS B CAST IRON OR ASTM A 536 GRADE 65-45-12 DUCTILE IRON
CONSTRUCTION. VALVES SHALL BE SHORT BODIED LAYING LENGTH ACCORDING TO AWWA C 504-06 TABLE 1 WITH FULL
FACE FLANGES DRILLED PER ASME B 16.1. BOLT HOLES SHALL BE DRILLED THROUGH THE FLANGES. TAPPED HOLES WILL BE
ACCEPTABLE ON EITHER SIDE OF THE SHAFT WHERE DRILLED HOLES WOULD PENETRATE THE SHAFT BEARING OR PACKING
AREA OF THE BODY. EACH BODY SHALL HAVE INTEGRALLY CAST HUBS FOR SHAFT BEARINGS. BURIED VALVES SHALL BE
FURNISHED WITH MECHANICAL JOINT ENDS.
Coatings
Surface Preparation: SSPC-SP10 Near-White Metal Blast Cleaning.
Internal Coating: Valve body shall be coated internally with a two-part epoxy per AWWA C550. Apply
four separate coats of Tnemec Series N140 Pota-Pox Plus (or Engineer-approved equal) applied at 4.0 to
6.0 dry mils per coat. Total minimum dry film thickness shall be 16 mils. Coatings shall be pinhole free
and holiday free.
External Coating: Three separate coats of Tnemec Series N69 Hi-Build Epoxoline II (or Engineer-
approved equal) applied at 4.0 to 6.0 dry mils per coat. Total minimum dry film thickness shall be 12
mils.
Valve Discs
Valve discs shall be ASTM A 48 Class 40 cast iron or ASTM A 536 Grade 65-45-12 ductile iron.
The valve disc and shaft shall be installed horizontally. Disc edge shall be 18-8 Stainless Steel or
Monel except when Ni- Resist disc or valve with seat on the disc are furnished.
Pressure Classes
Valves contained in these Specifications shall be designed to provide a tight shut-off with a
minimum differential across the valve of 150 psi. Valves shall be Class 150B with Class 125
flanges (per ANSI B16.1) as listed in AWWA C 504-06 Table 2. The classification stated above is
as described in AWWA C 504-06, Section 1.1.2.
Valve Shafts
Valve shafts shall be 304 or 316 Stainless Steel and may be of the through shaft or stub shaft
design. Where stub shafts are used, they shall be inserted into the disc hub with a minimum 1-
1/2 inch shaft diameters and shall be affixed to the disc with a minimum one taper pin at each
end. For all valves the minimum shaft diameter shall be as listed for the particular valve size in
AWWA C 504-06 Class 150B Table 3 and the shaft torque capabilities will not exceed those listed
for the particular valve size in AWWA C 504-06 Class 150B Table 4.
Valve Seats
Valves shall have seats which are mounted in the valve body or affixed to the disc edge. Where
seats are mounted in the valve body the seat shall be cemented or bonded. Where seat is
mounted on the valve disc, the seat shall be retained as specified in AWWA C504.
Maximum Input Torque
The maximum input torque to open and/or close the valve shall not exceed150 foot-pounds
under a minimum working pressure of 150 psi, and the butterfly operator shall be compatible
with this pressure. Maximum operating torques shall be in accordance with AWWA C504, Table
1, Class 150 B. The manufacturer of the valve shall be responsible for the operator..
Manual Operators
Manual Operators shall be of the traveling nut type, utilizing spur or bevel gearing as necessary
to produce maximum input of 150 ft.-lbs. to the driver. Operators shall meet the specified
torque requirements as listed in AWWA C504. The housing and cover plate shall be cast steel,
cast iron or ductile iron and provide a watertight construction. The driver assembly shall comply
with AWWA C504 strength and operations. The valve shall be supplied with a handwheel,
except for buried service applications which are to be supplied with a 2-inch operating nut. The
operator shall be supplied with an external position indicator unless the valve is buried.
Extension stems and stem guides shall be shall be provided as required and shall be as
manufactured by Pratt or approved equal. All butterfly valve operators shall be capable of being
maintained in any position between full open and full close.
Manual operators shall be furnished fully packed with grease for both buried and exposed installations.
Acceptable Manufacturers: Pratt, ValMatic, or Engineer approved equal.
VALVE AND PIPE SUPPORTS
Valve and pipe supports shall be provided where shown on the drawings and shall be as shown on the
drawings. The saddle shall be replaced with a cap at the end of the adjustable shank for valve
supports. Adjustable height and diameter of supporting pipe and shank shall depend on the
particular item to be supported and its weight in accordance with valve and pipe support
manufacturers recommendations.
EXECUTION
INSTALLATION
All special equipment shall be installed as shown on the drawings and as specified in this Section.
Provide drain valves at main shut-off valves, low points of piping and appurtenances.
The valve shaft and disc shall be installed horizontally. The valve disc shall pivot and rotate on the
horizontal axis..
APPLICATION
Provide valves suitable to connect to adjoining piping as specified for pipe joints.
Provide valve box for service valves mounted outside below grade as specified.
TESTING
Butterfly Valve: hydrostatically test to 150 psi applied in both directions in addition to the testing
requirements specified in AWWA C504. Furnish certified proof-of-design tests for each valve.
FIELD QUALITY CONTROL
Field measurements: Base final installation of valves on jobsite dimensions and conditions. Jobsite
dimensions shall take precedence over drawing dimensions. Be responsible for adequate
clearance for access to operate and maintain the valves.
END OF SECTION
SECTION 00501 - BRIDGE REMOVAL
Comply with Section 00501 of the Standard Specifications modified as follows:
00501.00 Scope - Add the following paragraph to the end of this subsection:
Remove the existing bridge over Skipanon River.
Add the following subsection:
00501.03 Submittals - Provide unstamped bridge removal plans according to 00150.35
10 calendar days before beginning removal work.
Include the following information in the submittal:
• Removal sequence, including contractor staging and traffic staging. • Detailed schedule of bridge removal work. • Type of equipment that will be used, including size and capacity. • Equipment location during removal operations.
Do not begin bridge removal work until the bridge removal plans have been approved.
SECTION 00510 - STRUCTURE EXCAVATION AND BACKFILL
Comply with Section 00510 of the Standard Specifications modified as follows:
00510.80(b-1) Structure Excavation (Lump Sum) - Add the following to the end of this subsection:
The estimated quantity of structure excavation is:
Location Structure Excavation
(Cubic Yard)
Bridge Abutments 17
00510.80(c-1) Structure Excavation Below Elevations Shown (Lump Sum) - In the first bullet, replace
"00190.10(f)" with "00190.10(h)".
00510.80(d) Granular Wall/Structure Backfill - Replace this subsection, except for the subsection
number and title, with the following:
No measurement of quantities will be made for granular wall backfill or granular structure backfill. The
estimated quantity of granular wall backfill or granular structure backfill is:
Location Granular Wall/Structure Backfill
(Cubic Yard)
Bridge Abutments
5
00510.90(c-1) Structure Excavation Below Elevations Shown (Lump Sum) - In the sentence that begins
"For excavation 0 to 3 feet…", replace "00190.10(f)" with "00190.10(h)".
00510.90(d) Granular Wall/Structure Backfill - Replace this subsection, except for the subsection
number and title, with the following:
Granular wall backfill and granular structure backfill will be paid for at the Contract lump sum amount
for the items "Granular Wall Backfill" or "Granular Structure Backfill", as applicable.
SECTION 00520 - DRIVEN PILES
Comply with Section 00520 of the Standard Specifications modified as follows:
00520.11 Engineer's Estimated Length List - Add the following to the end of this subsection:
The Engineer's estimated lengths of steel piling are:
Location No. Length (Feet) Kind
Abutment 1 3 30 12 ¾” x 0.375 Pipe Piles
* These pile lengths are based on the top of the pile being at the finished cutoff elevation. All
additional pile length above the cutoff elevation, that may be required to accommodate the
Contractors pile installation method or site conditions, shall be added to the lengths listed
above and appropriate changes made to the skin friction distribution input listed below.
00520.42(d) Set Period and Redriving - Add the following sentence to the end of this subsection:
Piles may be redriven after being allowed to set.
00520.43(c) End Treatment - Add the following sentence to the end of this subsection:
Drive steel pipe piles (open) (closed)-ended with tip treatment as shown.
00520.44(c) Strength Before Driving - Replace "00550.12(d)" with "00550.12(c)".
SECTION 00530 - STEEL REINFORCEMENT FOR CONCRETE
Comply with Section 00530 of the Standard Specifications modified as follows:
00530.80(a) Lump Sum - Add the following to the end of this subsection:
The estimated quantity of reinforcement is:
Quantity
Structure Uncoated Coated
(Pound) (Pound)
Warrenton Reservoir Bridge 1333 0
The weight of miscellaneous metal, based on weights listed in 00530.80(b) and Project quantities, is
included in the estimated quantity of uncoated reinforcement.
SECTION 00540 - STRUCTURAL CONCRETE
Comply with Section 00540 of the Standard Specifications modified as follows:
00540.10 General - Add the following sentence to the end of this subsection:
Furnish a concrete surface retarder from the QPL.
00540.15 Form Materials - Replace this subsection, except for the subsection number and title, with
the following:
Furnish wood, minimum nominal 5/8 inch thick APA exterior grade plywood, minimum nominal 5/8 inch
thick APA plyform, metal, or other suitable form material. For round concrete columns, provide either
metal or other approved form material that produces a smooth and true surface free from fins, joints
and other irregularities. Use APA plyform for all decks and slabs.
00540.17(a) Aggregate - Delete the sentence that reads "Blend aggregates only as allowed in
02001.20."
00540.17(c) Hardened Concrete - In the paragraph that begins "Cast and cure test…", replace
"14 inch x 8 inch" with "4 inch x 8 inch".
00540.17(c-3) Acceptance - Replace the paragraph that begins "If an ASTV falls…" with the following
paragraph:
If an ASTV falls below ƒ'c, the Contractor may submit a written plan outlining a proposed alternate
method of evaluating compressive strength. Submit the plan for review by the Engineer within three
days of the test. Provide evidence that a reasonable ƒ'cr (over-design) was maintained and that there is
credible evidence (besides low strength) which warrants consideration of this option. The Engineer may
allow an alternate method of acceptance if the compressive strength test results are determined to be
suspect from definable external factors.
00540.43(a) Construction Joints - Replace the paragraph that begins "Within 24 hours after…" with the
following paragraphs:
Apply a concrete surface retarder according to the manufacturer’s recommendations. Remove surface
mortar within the time period recommended by the manufacturer and clean the joint surface and
reinforcing steel by removing loosened particles of aggregate, damaged concrete, unconsolidated
concrete and surface laitance with a high pressure washer conforming to 00540.28 to the extent that
clean aggregate (free of surface mortar) is exposed on 50% of the surface. Clean the joint surface again
immediately prior to the concrete placement to remove any subsequent deposits of dirt, debris or other
foreign materials. Saturate the joint surface with potable water immediately before resuming concrete
placement. Remove standing water in depressions or hollows of the joint surface.
Saw cut the top 1 inch of the deck joints with a straight vertical cut before subsequent concrete
placement and before saturating the surface with water. Where joints are straight and without spalls,
the Engineer may waive this saw cut requirement.
Hand rub or brush fresh concrete paste onto the existing surface of vertical deck joints down to the top
mat of reinforcing steel at the beginning of subsequent concrete placement.
Stay in place joint forms are not allowed in bridge deck construction joints.
00540.43(c) Joint with Fillers - Add the following sentence to the end of the paragraph:
Provide a 3/4 inch chamfer on each edge of the joint unless otherwise noted.
00540.48(g) Bridge Decks - Add the following bullet to the bullet list:
• Has saturated the tops of precast prestressed concrete members and formwork by applying continuous water for a minimum of 2 hours immediately prior to beginning deck placement.
00540.49(a-2-a) General - Replace the paragraph that begins "Do not place …" with the following two
paragraphs:
Do not place concrete if the air temperature is, or is forecast to be, below 40 °F the day of placement or
is forecast to be below 40 °F on any of the next seven calendar days (14 calendar days for decks) after
placement unless a Cold Weather Plan has been approved by the Engineer.
To place concrete when the temperature is below 40 °F, submit a Cold Weather Plan that identifies the
methods that will be used to prevent the concrete temperature from falling below 50 °F. Methods
include heated enclosures and insulated forms. Also include in the plan measures that will be taken if
the concrete temperature falls below 50 °F. Provide a 24 hour continuous recording thermometer to
verify the concrete temperature.
00540.49(b) Bridge Deck Placement - Add the following bullet before the first bullet:
• Only if precipitation is not forecast between 2 hours before and 2 hours after the scheduled placement duration. An acceptable forecast will have less than 30% chance of precipitation for the entire placement window. Provide a forecast to the Engineer 1 hour before placement.
00540.50(c) Deck Roadway Texturing - In the bullet that begins "Unequally space…", replace
"Unequally space grooves from" with "Space groves randomly from".
Add the following bullet after the bullet that begins "Orient the grooves…":
• Do not groove within 6 inches of joint blockouts and bridge ends. For skewed bridges, additional ungrooved portions at joint blockouts and bridge ends are allowed to accommodate the width of the gang saw.
00540.51(b) Curing Concrete Bridge Decks - In the bullet that begins "Provide wind breaks…", replace
"0.20 pounds per square foot" with "0.10 pounds per square foot".
00540.53(a-1) On All Surfaces - In the bullet that begins "Fill holes and…", replace "1/2 inch" with
"1/4 inch".
00540.54 Crack Inspection and Deck Sealing - Replace the paragraph that begins "Immediately after
the cure…" with the following paragraph:
Before opening the bridge deck to traffic, the Engineer will inspect the deck for cracks.
00540.80(a-1) Lump Sum - Add the following to the end of this subsection:
The estimated quantity of concrete is:
Type and Class Quantity (Cu. Yd.)
Foundation Concrete, Class 3600 11
Deck Concrete, Class 4000 5
SECTION 00550 - PRECAST PRESTRESSED CONCRETE MEMBERS
Comply with Section 00550 of the Standard Specifications modified as follows:
00550.47 Surface Finish - In the paragraph that begins "Provide a roadway finish…", replace the
sentence that begins " Provide a roadway finish …" with the following two sentences:
Provide a roadway finish on the tops of members that do not have an asphalt concrete wearing surface.
Provide a light broom finish on the tops of members that have an asphalt concrete wearing surface.
00550.50 Tie Rods - In the third bullet, replace the sentence that begins "Install compressible washer…"
with the following sentence:
Install compressible washer type direct tension indicators under the turned nuts and tighten the nuts as
recommended by the manufacturer until the gaps in the indicators are nil or as shown.
SECTION 00587 - BRIDGE RAILS
Comply with Section 00587 of the Standard Specifications modified as follows:
00587.80 Measurement - Add the following to the end of this subsection:
The estimated quantity of bridge rail is:
Quantity
Structure Rail Type (Foot)
Warrenton Reservoir Bridge Std. Thrie Beam Rail 62.50
SECTION 00589 - UTILITY ATTACHMENTS ON STRUCTURES
Section 00589, which is not a Standard Specification, is included in this Project by Special Provision.
Description
00589.00 Scope - This work consists of providing for attachment or installation of utilities on new and
existing structures as shown or as directed.
Materials
00589.10 General - Furnish utility attachment systems using materials from the QPL and meeting the
following requirements:
Structural Steel .......................................................................................... 02530
Forgings, Shafting, Castings, and Nonferrous Materials ........... 02540
Fasteners ...................................................................................................... 02560
Reflective Sheeting ............................................................................ 02910.30
Resin Bonded Anchor System ....................................................... 00535.10
Furnish brackets constructed of stainless steel or hot-dip galvanized structural steel.
Construction
00589.40 General - Provide sufficient space around utilities for maintenance activities.
Measurement
00589.80 Measurement - No measurement of quantities will be made for work performed under this
Section.
Payment
00589.90 Payment - The accepted quantities of work performed under this Section will be paid for at
the Contract lump sum amount for the item "Utility Attachment on Structures".
Payment will payment in full for furnishing and placing all materials, and for furnishing all equipment,
labor, and incidentals necessary to complete the work as specified.
SECTION 00810 - METAL GUARDRAIL
Comply with Section 00810 of the Standard Specifications.
Comply with Section 00810 of the Standard Specifications modified as follows:
00810.40 Timing and Coordination of Work - Add the following paragraph at the end of this subsection:
Contact the Engineer and the appropriate utilities 72 hours before beginning hand digging guardrail post
holes.
00810.90 Payment - Add the following pay item:
(j) Extra for Hand Dug Guardrail Post Holes Each
In item (j) the extra costs for hand dug holes are costs that are not covered and included in the unit price
for one or more of the other listed pay items.
Payment for item (j) performed beyond the quantity shown in the Contract Schedule of Items will be
made at the Contract unit price if the Engineer determines that the Contract unit price does not exceed
the value of the work as determined on the basis of rates given in Section 00197. If the Engineer
determines that the Contract unit price exceeds the value of the work, payment for the additional work
will be made according to Section 00196.
SECTION 00810 - METAL GUARDRAIL
Comply with Section 00810 of the Standard Specifications.
Comply with Section 00810 of the Standard Specifications modified as follows:
00810.40 Timing and Coordination of Work - Add the following paragraph at the end of this subsection:
Contact the Engineer and the appropriate utilities 72 hours before beginning hand digging guardrail post
holes.
00810.90 Payment - Add the following pay item:
(j) Extra for Hand Dug Guardrail Post Holes Each
In item (j) the extra costs for hand dug holes are costs that are not covered and included in the unit price
for one or more of the other listed pay items.
Payment for item (j) performed beyond the quantity shown in the Contract Schedule of Items will be
made at the Contract unit price if the Engineer determines that the Contract unit price does not exceed
the value of the work as determined on the basis of rates given in Section 00197. If the Engineer
determines that the Contract unit price exceeds the value of the work, payment for the additional work
will be made according to Section 00196.