Plans 1
1
TECHNICAL SPECIFICATIONS
FOR
RIVER TERRACE NORTH PUMP STATION AND FORCE MAIN
' PROJECT NO. 6631
FOR
CLEAN WATER SERVICES
1
DECEMBER 2015
VOLUME 2 OF 4
Technical Specifications —Divisions 1 through 15
01) PRW4Cr
r1
it. f f lir'
RENEWS 6-30-16
' MURRAY, SMITH& ASSOCIATES, INC.
121 SW Salmon, Suite 900
Portland, OR 97204
(503) 225-9010
14-1611
1
1
1
CleanWater Services
1
River Terrace North Pump Station and Force Main
' TABLE OF CONTENTS
Number Section Title Number of Pages
VOLUME 1 OF 4
' TITLE PAGE
TABLE OF CONTENTS 4
1 DIVISION 0—BIDDING AND CONTRACT REQUIREMENTS
1 00030 Advertisement to Bid 2
00100 Instruction to Bidders
9
00300 Bid Forms 14
00500 Agreement 8
1 00610 Performance Bond 2
00620 Payment Bond 2
00700 General Conditions 54
' 00800 Supplementary Conditions 33
00810 Oregon Prevailing Wage Rates 1
SUPPLEMENTARY INFORMATION
Geotechnical Investigation,Clean Water Services,River Terrace North Pump Station and Force Main,PN
6631,Tigard,Oregon,GRI, September 11, 2015.
City of Tigard Drawing No. 120
City of Tigard Drawing No. 143
City of Tigard Drawing No. 520
Easement for Sanitary Sewer Pump Station
Easement for Force Main,Water Line, Sanitary Sewer, Storm Sewer, and Emergency Vehicle Access
PGE Easment
Easement for Construction Staging Area
' 10'x 43' Subsurface Drain Outfall Easement
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TABLE OF CONTENTS TOC-1
December 2015
1
1 VOLUME 2 OF 4
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TITLE PAGE
DIVISION 01 - GENERAL REQUIREMENTS
I01010 Summary of Work 6
01100 Special Provisions 25
01115 Work Sequence and Constraints 5
I01200 Measurement and Payment 4
01300 Submittals 8
01515 Temporary Pumping and Piping 5
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01611 Seismic Requirements,Non-Structural 5
01650 Force Main Pressure Testing 4
01652 Testing,Training and System Startup 8
IDIVISION 02—SITE WORK
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02100 Site Preparation 4
02140 Dewatering 4
02160 Excavation Support Systems 4
I 02200 Earthwork 8
02221 Excavating,Backfilling and Compacting for Structures 5
02222 Excavating, Backfilling and Compacting for Utilities 12
I02230 Erosion and Sedimentation Control 6
02255 Aggregate Pier Foundation Systems 10
02440 Sprinkler Irrigation System 12
02480 Planting 14
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02485 Topsoil Preparation 3
02490 Hydroseeding 4
02505 Pavement and Surface Restoration 6
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02510 Asphalt Concrete Pavement 4
02640 Polyvinyl Chloride(PVC)Pressure Pipe 10
02644 Polyvinyl Chloride(PVC)Pipe for Sanitary Sewer 7
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02700 Storm Drainage Facilities 3
02800 Chain Link Fences and Gates 4
DIVISION 03—CONCRETE
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03100 Concrete Work 36
03400 Precast Concrete 9
1 03600 Grout 4
DIVISION 04—MASONRY
I04100 Mortar and Grout 9
04220 Concrete Unit Masonry 8
1 04700 Manufactured Stone Veneer 5
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TABLE OF CONTENTS TOC-2
1 December 2015
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IDIVISION 05—METALS
1 05500 Metal Fabrications 12
DIVISION 06—WOOD,PLASTICS,AND COMPOSITES
1 06050 Fasteners and Adhesives 2
06100 Rough Carpentry 5
IDIVISION 07—THERMAL AND MOISTURE PROTECTION
07200 Building Insulation 2
1 07310 Asphalt Shingle Roofing 5
07460 Fiber Cement Siding,Trim and Soffit 6
07610 Flashing and Sheet Metal 4
1 07920 Sealants and Caulking 2
DIVISION 08—OPENINGS
I08100 Metal Doors and Frames 3
08710 Finish Hardware 6
IDIVISION 09—FINISHES
09250 Gypsum Board 6
1 09800 Protective Coatings 22
DIVISION 10—SPECIALTIES
1 10400 Identifying Devices 3
DIVISION 11—EQUIPMENT
I11000 Equipment General 8
11100 Pumps, General 6
1 11120 Submersible Sewage Pumps 10
DIVISION 12—FURNISHINGS
IDIVISION 13—SPECIAL CONSTRUCTION
DIVISION 14—CONVEYING SYSTEMS
IDIVISION 15—MECHANICAL
15000 Piping,General 14
1 15100 Valves, General
15101 Gate Valves 52
15104 Plug Valves 2
I 15105 Check Valves 2
15107 Miscellaneous Valves 3
15400 Plumbing 6
1 15500 Heating,Cooling and Ventilating 11
TABLE OF CONTENTS
TOC-3
IDecember 2015
I
IVOLUME 3 OF 4
ITITLE PAGE
DIVISION 16—ELECTRICAL
1 16050 General Requirements for Electrical Work 29
16052 Hazardous Classified Area Construction 7
16060 Grounding and Bonding 8
I 16070 Hangers and Supports 8
16075 Electrical Identification 10
16123 600-Volt or Less Wires and Cables 20
I 16130 Conduits 24
16133 Duct Banks 7
16134 Boxes 14
I 16135 Precast Concrete Pull Boxes and Electrical Manholes 9
16140 Wiring Devices 10
16150 Wire Connections• 8
16210 Utility Coordination 4
I 16222 Low Voltage Motors Up to 500 Horsepower 14
16232 Single Diesel Fueled Engine Generator above 200 KW 42
16251 Automatic Transfer Switch 9
I 16264 Variable Frequency Drives 60-500 Horsepower 25
16272 Dry Type Transformers 8
16285 Transient Voltage Surge Suppressor 8
I 16305 Electrical System Studies 13
16411 Disconnect Switches 7
16412 Low Voltage Molded Case Circuit Breakers 6
I 16422 Motor Starters 10
16444 Low Voltage Motor Control Center 16
16445 Panelboards 10
I 16494 Low Voltage Fuses 5
16500 Lighting 12
16950 Field Electrical Acceptance Testing 46
IDIVISION 17—INSTRUMENTATION AND CONTROLS
17050 Basic Measurement and Control Instrumentation Materials and Methods 48
I 17101 Control Strategies 9
17201 Level Measurement-Switches 4
17302 Flow Measurement-Magnetic Flowmeters 6
17407 Pressure Measurement—Submersible 6
17710 Control Systems—Panels,Enclosures,and Panel Components 32
17720 Control Systems—Programmable Logic Controllers Hardware 12
I 17901 Schedules—Field Instruments 1
17903 UO List 3
VOLUME 4 OF 4 : DRAWINGS
ISee Sheet G-1 for Index of Drawings
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TABLE OF CONTENTS TOC-4
December 2015
ISECTION 01010
1 SUMMARY OF WORK
IPART 1 GENERAL
1
1.1 Summary
A. The work covered by this contract includes:
IFurnishing all labor, materials and equipment necessary to construct a new
1,320-gallon per minute duplex pump station that can be expanded to be a
I 2,640-gallon per minute triplex pump station. Pump Station construction
includes, but is not limited to, the following: 1) constructing a 12-foot
diameter wet well with two 105-horsepower submersible pumps and space for.
I a future third pump; 2)piping and valves for the two pumps installed under
this project and the future third pump including a flow meter on the pipe
header; 3) constructing a 356-square foot control building made of concrete
Imasonry, wood trusses and a composite roof sitting on a 459-square foot
reinforced concrete valve vault; 4) installing a 350-kilowatt(kw)permanent
standby generator with base fuel tank and sound attenuation; 5) installing
approximately 56 feet of 12-inch diameter ductile iron force main, with pipe
and valves for a bypass assembly, and coordinating with others for connection
I of that force main at the property line to the force main piping located off the
pump station site; 6) installing a six foot diameter bypass pumping manhole
with approximately 19 feet of 30-inch diameter PVC gravity sanitary sewer
I and coordinating with others for connection of that gravity sewer at the
property line to the gravity sewer located off the pump station site; 7)
installing and operating a temporary bypass pumping system and removing it
I after construction of the Project is complete; 8) constructing site
improvements, including: earthwork, fencing, paving, landscaping and
irrigation; and 9) performing associated site, mechanical, electrical and
Iinstrumentation work.
B. The above description is for general information only.Provide all work required
Iby the Contract Documents.
1.2 Contract Documents
IA. The contract drawings indicate the general arrangement and location of
equipment, pipe, fixtures, outlets, etc. Follow the indicated positions as closely
I as possible. The exact location of the various items is subject to building
construction and the actual equipment furnished by the Contractor. Contractor
shall verify the location of all items furnished, installed, or connected.
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14-1611.204 01010 - 1
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B. The Drawings are not to be scaled. All implied locations shall be determined at
the building site after field measurements have been taken.
C. Should interferences or discrepanciesprevent the installation of anypart of the
P
work, the Engineer shall be notified and will determine the steps necessary to
complete the true development of the intent of the Drawings and Specifications.
1.3 Specifications
A. The following standard specifications, including current revisions and
P
supplements may be referred to in these Contract Documents to establish
minimum standards for materials, construction, and inspection procedures.
Unless otherwise shown or specified, the provisions for measurement and
payment contained in such standard specifications will not apply.
1. Oregon Standard Specifications for Construction, 2008, as prepared by
the Oregon State Department of Transportation(ODOT) and the Oregon
State Chapter of the American Public Works Association(APWA).
2. American Society for Testing Materials (ASTM).
3. American Water Works Association(AWWA).
4. American National Standard Institute (ANSI).
5. National Association of Sewer Service Companies (NASSCO).
6. Manual on Uniform Traffic Control Devices
(MUTCD).
B. In case of conflict between the several parts of the specifications and between ,
the various referenced standard specifications, the most stringent shall govern
as determined by the Engineer. Where these specifications refer to recognized
standards, such as ASTM, Federal Specifications, N.F.P.A., the reference shall
be to the latest edition, unless specified otherwise.
1.4 Contractor's Copies of Contract Documents t
A. Owner will provide Contractor with two sets of full-size drawings, five sets of
half size drawings, and five sets of specifications. At least one complete set of
Contract Documents, including one full-size set of Drawings shall be kept at the
site of construction in good condition, and at all times available to the Owner
and Engineer. Additional copies of the Contract Documents, if required,will be
furnished by the Engineer at net cost of reproduction to the Contractor.
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1.5 Existing Utilities
A. In general,the locations of existing major underground utilities and some minor
utilities are indicated on the Drawings.This information has been obtained from
utility maps and from oral descriptions provided by the various agencies
involved. Owner does not guarantee the accuracy or completeness of this
information, and it is to be understood that other above ground or underground
facilities not shown on the Drawings may be encountered during the course of
the Work.
B. Contractor shall notify all utility companies and public agencies affected by the
construction 48 hours prior to excavation.
AGENCY TELEPHONE
Clean Water Services 503-681-1520
Frontier(Larry Wheeler) 503-512-9356
PGE (Milo Starr) 503-793-5650
NW Natural (Rich Girand) 503-226-4211
Comcast(Margaret Porter) 503-605-6000
Washington County Operations 503-846-7856
One Call System 1-800-332-2344
C. The Contractor shall arrange with the owners and operators of the respective
utility system to mark the location, and if necessary or prudent, to expose the
existing utilities prior to construction of the facilities contained in this Contract.
If in the course of the work required hereunder, it is found necessary to relocate,
revise or repair publicly or privately owned utility system, the relocations,
repairs or revisions shall be accomplished at Contractor's expense by the
employees of those respective utilities and services.
1.6 Restoration of Structures and Surfaces
A. General: Whenever any of the Work is accomplished on or through property
other than that owned by Owner, Contractor shall furnish Owner, before final
acceptance of the Work by Owner, a written release from the subject property
owner or an authorized representative of the owner of the property affected,
stating that the restoration of structures and surfaces has been satisfactorily
' accomplished. If in the opinion of the Owner the release is arbitrarily withheld,
the Owner may, at its sole discretion, accept the portion of the Work involved
and cause final payment therefore to be made.
River Terrace North Pump Station and Force Main,PN 6631 Summary of Work
14-1611.204 01010 -3
B. In addition to the requirements of any applicable utility permit, street use permit
or franchise relating to this Contract, Contractor shall, as a minimum for any
restoration work, conform to standard plans and specifications of the agency
which controls the use of the right-of-way in which this construction work is
performed.
C. Structures: Contractor shall remove such existing structures as
g may be necessary
for the performance of the Work and, if required, shall rebuild the structures
thus removed in as good a condition as found with minimum requirements as
herein specified. Contractor shall also repair all existing structures which may
be damaged as a result of the Work under this Contract.s
D. All curbs, gutters, drivewa I
y , sidewalks and similar structures that are broken
or damaged by the installation of the Work shall be reconstructed by Contractor.
Reconstruction shall be of the same kind of material with the same finish and in
not less than the same dimensions as the original Work. All concrete shall be as
specified herein unless otherwise indicated. Repairs shall be made by removing I
and replacing the entire portions between joints or scores and not merely
refinishing any damaged part. All Work shall match the appearance of the
existing improvements as nearly as possible. 1
E. All roads and streets in which the surface is removed, broken or damaged, or in
which the ground has caved or settled due to work under this Contract, shall be
resurfaced and brought to the original grade and crown section unless otherwise
indicated. Before resurfacing material is placed, edges of pavements shall be
trimmed back far enough to provide clean, solid, vertical faces and shall be free
of any loose material.Paving shall be as indicated and specified.Roadways used
by Contractor for hauling materials, equipment, supplies, etc., shall be cleaned
and repaired if the condition of the roadway is damaged or otherwise affected
due to Contractor's operations.
F. Cultivated areas and other surface improvements: All cultivated areas, either I
agricultural or lawns, and other surface improvements which are damaged by
actions of Contractor shall be restored as nearly as possible to their original
condition.
G. Existing stakes and marks: All section, section subdivision, property corners,
plat, U.S.C. and G.S., U.S.G.S., and other official monuments or bench marks,
shall be carefully preserved or replaced. In the event any such monument or
marker is disturbed as a result of Contractor's operations, Contractor shall
replace or reset the monument or marker in a manner satisfactory to the Engineer
and shall provide a survey map to be recorded with the County. Replaced or
reset monuments shall be of acceptable type and quality, and shall be, located I
so as to clear existing utilities or any other interferences. They shall be placed
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River Terrace North Pump Station and Force Main,PN 6631 Summary of Work I 14-1611.204 01010-4 I
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Iin a manner consistent with good and recognized engineering and surveying
practices.
IH. All waterways, channels, drainage ditches, drains, culverts and similar facilities
that are damaged by actions of Contractor shall be restored as nearly as possible
I to their original condition.Where necessary, Contractor shall provide temporary
facilities or temporarily realign such watercourses to maintain a continuously
serviceable facility until it is restored to its original location and condition.
1 Restoration of such facilities shall be as shown and specified.
1.7 Rights-Of-Way and Easements
IA. All required right-of-ways and easements, including temporary tem or construction
easements, have been obtained by Owner prior to construction and a copy of
these will be furnished to the Contractor upon request. Contractor shall become
familiar with conditions of the rights-of-way and easements and strictly comply
Iwith all conditions.
1.8 Excess Materials and Debris
IA. Disposal of excess materials and debris shall be in accordance with applicable
federal, state and local laws. Contractor may not dispose of excess materials or
Idebris on the Project sites. There is no designated disposal site.
1.9 Archaeology
A. During construction, if artifacts or any other archaeological objects are
discovered, Contractor shall stop construction immediately and notify Owner.
I Owner will notify the appropriate authorities. Contractor shall cooperate with
authorities investigating the fmd.
I1.10 Emergency Response
A. At the preconstruction meeting, Contractor shall provide Owner with a list of
I phone numbers of those employees responsible for responding to emergency
calls outside normal working hours concerning Contractor's Work.
B. Upon failure to immediately respond to a problem with corrective action,Owner
may respond without further notice to Contactor and deduct all costs thereof
from any payments due or coming due Contactor. Owner shall not be required
I to act in any situation and nothing shall relieve Contactor of its duties in this
regard.
1 1.11 As-Built Drawings
A. Contactor shall be required to provide complete, accurate as-built data to the
IEngineer prior to final payment. The Engineer will furnish one additional set of
I River Terrace North Pump Station and Force Main,PN 6631
14-1611.204 Summary of Work
01010- 5
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construction plan bluelines for final as-built recording. As-built data shall be
kept current daily and available for review daily by the Engineer. Prior to
authorization of each monthly progress pay estimate, the Engineer will review
Contactor's current as-built plans for completeness and accuracy.
1
PART 2 PRODUCTS
(NOT USED)
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PART 3 EXECUTION
(NOT USED)
END OF SECTION
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14-1611.204 01010-6
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SECTION 01100
SPECIAL PROVISIONS
PART 1 GENERAL
1.1 Description
These Special Provisions supplement and amplify certain sections of the General
Conditions and Supplementary Conditions. The General Conditions and
Supplementary 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.
All Work and materials used on this Project shall comply with the "Clean Water
Services Design and Construction Standards" effective June 1, 2007 (R&O 07-20), as
amended and except as modified by these Special Provisions and the Technical
Specifications and Drawings contained in these Contract Documents.
1.2 Scope of Work
The Work under this Contract will consist of, but is not limited to, the work as
described in Section 01010 Summary of Work.
1.3 Segregation of the Work
No attempt has been made in these specifications or plans 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 CONTRACTOR and Subcontractors and shall not be based upon any
inclusion, segregation or arrangement in or of these specifications.
1.4 OWNER-Furnished Equipment
A. The followingitems will be furnished byOWNER for installation
by
CONTRACTOR:
1. One (1) Master Control Panel(MCP), including all items shown in the
Material List on Sheet E-23 of the contract drawings. Contractor shall
furnish and install ground bushings on all conduits entering the MCP and
shall furnish and install all enclosure supports and anchoring.
2. Two (2) Wet Well Submersible Level Transmitters, LE-01 and LE-02.
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River Terrace North Pump Station and Force Main,PN 6631 Special Provisions
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B. CON TRACTOR shall have complete responsibility for handling, installing,
g
adjusting, maintaining, lubricating, testing and operational start-up of
OWNER-Furnished equipment. CONTRACTOR shall provide and coordinate I
the construction of equipment pads, anchoring systems, hangers and supports,
interconnecting structures, equipment, piping, electrical and instrumentation
work, and appurtenances to achieve installation and operation of the OWNER-
Furnished equipment as shown and specified and as required to provide a
complete and properly functioning system.
C. OWNER-Furnished equipment will be available for CONTRACTOR pick up
on the milestone date listed in Article 3 of the Agreement, at the Durham
Wastewater Treatment Facility, 16060 SW 85th Avenue, Tigard, Oregon
97224. CONTRACTOR shall pick up all OWNER-Furnished equipment at
this location and deliver the equipment to the project site. CONTRACTOR 1
shall provide necessary equipment and personnel for the loading and
unloading of equipment. Prior to loading equipment, CONTRACTOR shall
inspect for physical damage. CONTRACTOR shall provide written111
acceptance of equipment and shall bear the responsibility for all storage and
handling until final acceptance of installation by OWNER.
D. CONTRACTOR acknowledges that all materials and equipment to be installed
under this contract shall be securely covered and stored, according to the
storage and handling provisions of the manufacturer, technical specifications
and other provisions herein, until time of installation.
E. Owner shall provide instructions for such requirements and other
documentation forms as may be deemed necessary to protect the suppliers'
liabilities with respect to manufacturer warranty requirements for performance
of supplied equipment in place. CONTRACTOR shall inventory and inspect
all OWNER-Furnished equipment and shall notify the OWNER in writing of
any apparent conditions or deficiencies that may have a bearing on such I
equipment acceptability for the project. Such inventory and inspection shall
be provided before equipment is placed on delivery trucks. CONTRACTOR
shall be responsible for replacement at CONTRACTOR's expense any
equipment damaged or lost due to CONTRACTOR's handling of such
equipment. ,
1.5 Coordination of Plans and Specifications
The drawings and specifications are intended to describe and provide for a complete 1
Work. Any requirement in one is as binding as if stated in all. 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 order of precedence given in
Paragraph SC-3.01.A of the Supplementary Conditions.
River Terrace North Pump Station and Force Main,PN 6631 Special Provisions I
14-1611.204 01100-2
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 drawings and specifications are intended to prescribe the details to construct and
complete the Work that CONTRACTOR undertakes to perform according to the
terms of the Contract Documents. 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,
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
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 of Record's File No. 14-1611.204 and the
general title:
RIVER TERRACE NORTH PUMP STATION AND FORCE MAIN
PROJECT NO. 6631
The specific titles of each sheet are contained on Volume 4, Sheet G-1.
1.6 Code Requirements
All Work shall be done in strict compliance with the requirements of:
A. Oregon Structural Specialty Code and International Building Code
B. Oregon Mechanical Specialty Code
C. Oregon Plumbing Specialty Code
D. Oregon Fire Code
E. Oregon Energy Efficiency Specialty Code
F. National Electric Code
G. National Electric Safety Code
H. Oregon State Bureau of Labor and Industries
I. Clean Water Services
J. Washington County
K. City of Tigard
L. Oregon Department of Transportation
M. Oregon Division of State Lands
N. Oregon Department of Environmental Quality
iIn case of disagreement between codes or these specifications, the more restrictive
shall prevail.
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1.7 Time of Completion/Liquidated Damages
CONTRACTOR shall complete all Work shown and specified within the time limits I
stated in the Agreement. The written Notice to Proced will be sent to the
CONTRACTOR after CON TRACTOR submits the signed Contract, all Bonds and
insurance certificates to OWNER and those documents have been approved as to
form and executed by OWNER. CON 1'RACTOR's attention is directed to Article 4
of the Agreement and the General Conditions with respect to liquidated damages.
Contractor's attention is directed to specification section 01115 Work Sequence and
Constraints, 1.2 Construction Completion and Timing which specifies portions of the
Work that must be completed prior to the temporary pumping milestone date listed in
Article 3 of the Agreement.
1.8 Project Scheduling and Phasing 1
The Work included in this Contract is to be performed on a new municipal sewage
pumping station. Temporary bypass pumping shall be required in accordance with
111
Section 01515 Temporary Pumping and Piping and in accordance with the
Agreement, Article 3 Contract Times. Access shall be provided to OWNER at all
times to inspect and observe the functioning of the temporary pumping equipment. I
All bypass pumping is subject to the requirements of the Oregon Department of
Environmental Quality (DEQ).
CON TRACTOR shall schedule and implement work such that temporary bypass
pumping can implemented by the date specified in the Contract Times. Once
initiated, temporary bypass pumping shall remain in service until Final Completion
See also Section 01115, Work Sequence and Constraints.
1.9 Coordination with Other Contractors and with OWNER I
Certain Work within these Contract Documents may require connection to and
coordination with the work of other contractors and OWNER. CON"1'1RACTOR, I
including all Subcontractors, under these specifications shall cooperate fully with all
other contractors and OWNER and carefully fit and coordinate its' Work to the other
work as may be directed by ENGINEER. CONTRACTOR shall not commit or
permit any act to be committed which will interfere with the performance of work by
any other contractor or OWNER.
1.10 Access to Work
Access to the Work shall be provided as may be required by OWNER or 1
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.
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I1.11 Permits and Licenses
I Permits to be acquired by CONTRACTOR shall include, but not be limited to, the
following: City of Tigard Building, Structural, Mechanical, Plumbing and Electrical
Permits; DEQ 1200-C Erosion Control Permit.
IAll required permits, licenses and fees, not previously obtained by OWNER, shall be
applied for and obtained by CONTRACTOR, and permit costs shall be borne by
I OWNER. OWNER shall pay all plan check fees and other fees necessary to obtain
permits and shall arrange for special inspections required thereof.
I CONTRACTOR shall be responsible for compliance with all permit provisions and
shall accommodate all special inspections required thereof, all at no additional
I expense to OWNER beyond the prices included in CONTRACTOR'S bid price.
1.12 Site Investigation and Physical Data
I CONTRACTOR acknowledges that CONTRACTOR 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,
I availability of water, roads, groundwater, access to the Site, coordination with other
contractors, and conflicts with pipelines, structures and other contractors.
I Information and data furnished or referred to herein is furnished for information only.
Any failure by CONTRACTOR to become acquainted with the available information
and existing conditions will not be a basis for relief from successfully performing the
IWork and will not constitute justification for additional compensation.
CONTRACTOR shall locate the positions and elevations of existing pipelines,
I structures, grades and utilities prior to construction. OWNER assumes no
responsibility for any conclusions or interpretations made by CONTRACTOR on the
basis of the information made available.
I1.13 Water,Power and Lighting for Construction Purposes
I Site is currently undeveloped and without utilities. Site is located within a
subdivision that will be under construction at the same time that CON 1'1{ACTOR
constructs the Works for OWNER. CONTRACTOR shall make all arrangements
1 necessary to obtain sufficient water, power and lighting for construction purposes
until these utilities are provided by the developer of the subdivision.
Temporary power required for construction will not be available from the utility.
CONTRACTOR shall supply and operate generator(s) as necessary to furnish
temporary power until utility power is installed in conjunction with the installation of
Iprimary power to the surrounding development.
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14-1611.204 01100- 5
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Once power and water services are provided, Contractor shall pay all power and water
usage charges including the power required for temporary pumping. See Section
01515, Temporary Pumping and Piping.
1.14 Prevailing Wage Rates for Public Works Contracts in Oregon/Public Works
BondsBOLI Fee
CONTRACTOR and any subcontractors shall abide by ORS 279C.800 through
279C.870 that relate to the prevailing wage rates for the building and construction
trades in the State of Oregon. These prevailing wage rates are incorporated by
reference in Section 00810, which is referenced elsewhere in these Contract
Documents.
Along with any Subcontractors performing Work, CONTRACTOR shall pay workers
in each trade or occupation required for the Work not less than the applicable Oregon
state prevailing rate of wage in accordance with ORS 279C.838 and 279C.840. The
minimum prevailing wage rates are contained in the publication July 1, 2015
Prevailing Wage Rates For Public Works Contracts in Oregon dated January 1, 2011,
including all applicable amendments (see links at
http://www.oregon.gov/boli/whd/pwr/pwr_state.shtml), and are hereby incorporated
herein as of the date these Bidding Documents were first advertised. Contractor shall
also include in every subcontract a provision requiring Subcontractor to comply with
this provision.
CONTRACTOR shall have a public works bond filed with the Construction
Contractors Board before starting work on the Project unless exempt under ORS I
279C.836 (4), (7), (8) or(9). Contractor shall also include in every subcontract a
provision requiring the Subcontractor to have a public works bond filed with the
Construction Contractors Board before starting work on the Project unless exempt
under ORS 279C.836(4), (7), (8) or(9).
OWNER will pay the fee to the Commissioner of the Bureau of Labor and Industries
required by the provisions of ORS 279C.825.
1.15 Field Service by Manufacturer's Representative
1
CONTRACTOR will be required to furnish the services of a manufacturer's or
material's representative for all major equipment and materials furnished by
CONTRACTOR under these Contract Documents, 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 CONTRACTOR and
the equipment manufacturer to determine detailed requirements. Costs for services of
the manufacturer's representative shall be included in CONTRACTOR'S bid. The
operator training mentioned above shall include sufficient time during
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01100 -6
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CONTRACTOR's operation and testing period to fully explain to the operating
personnel the features of the equipment and maintenance thereof.
1.16 Construction within Public Right-of-Way
When the Work contemplated is wholly or partly within the right-of-way of a City
Street, County, Public Road, or State Highway, CONTRACTOR shall obtain from the
proper City, County, or State official any required right-of-way and street opening
permits and all other necessary permit(s) required for the Work contemplated.
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.
CONTRACTOR shall examine the permit(s) granted by the City, County and/or
State. Failure to do so will not relieve CONTRACTOR from compliance with the
requirements stated herein.
CONTRACTOR shall obtain all construction permits and furnish any bonds and
insurance coverage as necessary to ensure that all requirements of the City, County or
State agencies will be observed and the roadway, ditches and landscaping are restored
to their original condition or one equally satisfactory. A copy of all permits obtained
by CONTRACTOR shall be provided to ENGINEER and shall be kept on the work
site for use of ENGINEER.
1.17 Construction within Private Easement and Private Properties
When portions of the Work contemplated are within easements held by OWNER on
private property or on private rights-of-way, CONTRACTOR shall ascertain to what
extent the width, status and special conditions attached to easements may have on
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 as required. Landscaping, surface restoration and
1 fence restoration shall be completed within 72 hours following piping and conduit
installation. Temporary fencing and access shall be provided continuously until the
private fencing and surface restoration is properly restored.
1.18 Private Roads and Driveways
Bridges at entrances to business 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
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 each shift.
All expenses involved in providing for construction, maintenance, and use of private
roads or driveways shall be borne by CONTRACTOR and the amount thereof
absorbed in the unit prices of the CONIRACTOR's bid.
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1.19 Traffic Control and Protection
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 current "Oregon Manual on Uniform Traffic Control Devices for Streets
and Highways" issued by the Oregon State Highway Division and the requirements of I
Washington County and the City of Hillsboro.
CON I RACTOR shall conduct operations so as to keep one lane of traffic open for
public and private access at all times on City, County and other Public roads. If
required by the State, CONTRACTOR shall conduct operations so as to keep both
directions of traffic open on State Highways.
Prior to beginning construction, CONTRACTOR shall submit a detailed street closure
and traffic control plan to ENGINEER and the appropriate jurisdictional agency for
approval. As construction proceeds, CONTRACTOR shall notify ENGINEER as to
the status of street closures and detours.
On streets where traffic is heavy, ENGINEER may require the construction of two-
way bridges of adequate design; they shall be provided with guard rails and shall be
well lighted at all times. Detours as required by 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 I
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.
1.20 Compaction Testing
OWNER will 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, base rock, and asphaltic concrete surfacing
are being achieved by CONTRACTOR's compaction methods. CONTRACTOR I
shall provide OWNER with copies of recent Proctor tests for the backfill, base rock
and paving material proposed to be used in the Work.
CONTRACTOR shall provide not less than 48 hours notice to OWNER in advance of
any acceptance testing required by these Contract Documents. Additional testing
costs associated with the failure of CONTRACTOR to provide sufficient access to 111
acceptance test sites or to have the test site ready for the performance of acceptance
testing at the designated time shall be paid for by CONTRACTOR. Costs for
retesting associated with failed acceptance tests shall also be borne exclusively by
CONTRACTOR.
I
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111 After ENGINEER is satisfied that CONTRACTOR's method of compaction
consistently meets specified compaction requirements, the specified testing frequency
11 may be reduced. ENGINEER may direct and CON TRACTOR shall pay for testing at
a higher frequency upon failure to obtain specified densities or if CONTRACTOR
changes compaction equipment or methods of compaction. All test locations shall be
Idetermined by ENGINEER
1.21 Disposal of Recycled or Chlorinated Water
Anydischarge of recycled or chlorinated water shall be through an approved
g Y $ Pp
connection to the public sanitary sewer system. No recycled or chlorinated water
Ishall be discharged into a storm drainage system or natural waterway.
1.22 Limits of the Work and Storage of Spoils
I
The limits of the Site which may be used for construction, storage, materials handling,
II parking of vehicles and other operations related to the Project include the Project site
as shown on the drawings, subject to limitations specified, and adjacent public rights-
of-way subject to the permission of the public owner of that right-of-way. The limits
I of Work also include rights of access obtained by CONTRACTOR, subject to all
public laws and regulations and rights of access by utility companies and other
holders of easement rights. No storage of construction spoils will be allowed on the
ISite without the approval of ENGINEER or OWNER.
1.23 Existing Water and/or Sewer System Shutdown
ICONTRACTOR shall coordinate the Work to ensure a minimum of shutdown time.
CONTRACTOR shall submit a written shutdown schedule to ENGINEER for
I approval. CONTRACTOR shall confirm shutdown with Engineer and OWNER 48-
hours prior to each shutdown. Contractor shall keep ENGINEER informed of all
arrangements with the water and sewer utilities.
I1.24 Field Changes,Alignment and Grade
I Changes of alignment and grade shall be made during the course of Work in order to
avoid interference with unforeseen obstructions. CONTRACTOR shall locate and
determine material, size and elevations of existing utilities to be crossed by potholing
1 ahead of the pipe installation of sufficient distance to avoid conflicts through pipe
joint deflection if possible. All costs for potholing and minor field changes of
alignment and grade shall be borne by CONTRACTOR. 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.
I
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1.25 Testing and Operation of Facilities
It is the intent of OWNER to have a complete and operable facility. All of the Work
under these Contract Documents will be fully tested and inspected in accordance with
the specifications. Upon completion of the Work, CONTRACTOR shall operate the
completed facilities as required to test the equipment under the direction of
ENGINEER. During this period of operation by CONTRACTOR, the new facilities
will be tested thoroughly to determine their acceptance.
1.26 Protection of Existing Structures and Work
CONTRACTOR must take all precautions and measures necessary to protect all 1
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 ENGINEER.
1.27 Salvage and Debris, Waste Sites I
Unless otherwise indicated on the plans or in the specifications, all castings, pipe,
equipment, demolition debris, spoil, unsuitable excavated material, or any other
discarded material or equipment shall become the property of 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.
Excavated materials not suitable or not required for backfill or embankment shall be
deposited on one or both of the following waste sites: (1)predestinated waste sites
contained in these Contract Documents, if provided, and (2)waste sites provided by
CONTRACTOR. All costs for disposing of this excess material shall be incidental to
other items of Work contained in the bid.
CONTRACTOR shall operate either type of waste site in such a manner as to meet all
safety and health requirements of State and local agencies. Sites, operations, or the
result of such operations which create a nuisance problem, or which result in damage
to public or private properties, will not be permitted. t
It is a goal of OWNER to maintain its status as a"Conditionally Exempt, Small
Quantity Generator"regarding the generation of Hazardous Waste. Pounds of waste
generated by CONTRACTOR during Work activities shall be charged against
CONTRACTOR'S EPA ID number and not against the local site EPA ID number.
This will require that CONTRACTOR remove materials that meet Oregon's 111
definition of Hazardous Waste from OWNER'S property as frequently as practical.
Removal shall be done before consolidation, manifesting or shipping of the waste,
preferably by each Workday's end. Recycling or proper disposal of such waste is to
be the responsibility of CONTRACTOR or its agent.
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1.28 Safety Standards and Accident Prevention
I CON TRACTOR 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
Ihours. The required and/or implied duty of ENGINEER to conduct construction
review of CONTRACTOR'S performance does not, and is not intended to, include
review of the adequacy of CONTRACTOR'S safety measures in, on, or near the
Iconstruction site.
CONDUCTOR shall comply with the safety standards provisions of applicable laws
Iand building and construction codes. CONTRACTOR shall exercise every
precaution at all times for the prevention of accidents and protection of all property
I and persons, including employees. During the execution of the Work,
CONTRACTOR shall provide and maintain all guards, railing, lights, warnings, and
other protective devices which are required by law or which are reasonably necessary
Ifor the protection of persons and property from injury or damage.
1.29 Guaranty Period
IFor all Work, CONTRACTOR shall warrant all materials and equipment furnished
for a period of one year from date of Final Completion of the Work(as defined in the
I General Conditions). This warranty shall mean prompt attention to the correction
and/or complete replacement of the faulty material or equipment. The expiration of
the warranty period shall not affect any other claims or remedies available to
IOWNER.
1.30 Utility Properties and Service
IIn areas where CONTRACTOR'S operations are adjacent to or near a utility and such
operations may cause damage that might result in considerable expense, loss and
I inconvenience, the operations shall be suspended until all arrangements necessary for
the protection thereof have been made by CONTRACTOR.
I CONTRACTOR shall notify all utility offices that 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.
IShould service of any utility be interrupted due to CONTRACTOR'S operation, the
proper authority shall be notified immediately. It is of the utmost importance that
CONTRACTOR cooperates with the said authority in restoring the service as
Ipromptly as possible. Any costs shall be borne by CONTRACTOR.
All of the aforementioned requirements apply to OWNER'S existing system with the
Ifollowing exception. CONTRACTOR shall give the OWNER 72 hours notice prior
to requiring operation of or making adjustments or connections to OWNER'S existing
iservice.
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1.31 Sanitary Facilities
CONTRACTOR shall provide and maintain sanitary facilities for employees and I
Subcontractors' employees that will comply with the regulations of the local and State
Departments of Health and as directed by ENGINEER.
1.32 StreetCleanup
Ceanup
CONTRACTOR shall clean daily all dirt, gravel, construction debris and other ,
foreign material resulting from operations from all streets and roads.
1.33 Vehicle Parking I
The vehicles of CONTRACTOR'S and Subcontractor's employees shall be parked in
accordance with local parking ordinances. t
1.34 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 ENGINEER at all times. Record Drawings shall be
valued at 0.5% of the total Contract amount. This amount shall not be paid to
CONTRACTOR until all Record Drawing have been submitted to and approved by
ENGINEER. Record Drawing submittals will not be returned to CONTRACTOR.
Upon completion of the Contract and as a condition of Substantial Completion,
specifications and record drawings shall be turned over to ENGINEER.
1.35 Surveys I
Based upon the information provided by the Contract Documents, CONTRACTOR
shall develop and make all detailed surveys necessary for layout and construction of
structures and pipelines, including exact component location,working points, lines
elevations, and grades. All surveys shall be performed under the supervision of a land
surveyor licensed in the State of Oregon. ENGINEER shall have the right to
communicate directly with the surveyor.
CONTRACTOR shall set temporary benchmarks throughout the Project area using
available state plane coordinate system information. Prior to construction, the field
layout shall be approved by ENGINEER. CONTRACTOR shall protect and preserve
benchmarks, reference points and stakes, and in the case of destruction or disturbance I
thereof by CONTRACTOR or resulting from its negligence, CONTRACTOR shall be
charged with the expense and damage resulting therefore and shall be responsible for
any mistakes that may be caused by the destruction or disturbance of such I
benchmarks, reference points and stakes.
I
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For pipelines i elines and appurtenant structures, line and grade stakes shall be set at all
beginning and end points, at no more than 50-foot intervals, at all change in grade, at
I all intersections and points of connections, and at all changes in direction. For
pipelines in easement areas, CONTRACTOR shall locate adjacent existing property
I corners to allow for the accurate staking of all permanent and temporary easement
lines. Survey within easement areas shall be completed at least 5 working days prior
to construction to allow for ENGINEER'S review of easement limits and pipeline
Ilocations within easement areas.
1.36 Permanent Survey Monuments and Pre- and Post-Construction Surveys
ICONTRACTOR shall not disturb permanent survey monuments, property corners,
stakes or benchmarks without prior written consent of the appropriate county
I surveyor. It shall be the responsibility of CONTRACTOR to protect such survey
markers. Survey markers which are disturbed or lost shall be replaced by a registered
land surveyor. When a change is made in the finished elevation of the pavement, or
111 any roadway in which a permanent survey monument is located, the monument cover
shall be adjusted to the new grade.
Local jurisdictions, including but not limited to Washington County and the City of
Tigard may require a pre- and post-construction survey to be filed with their office
prior to construction. CONTRACTOR shall confirm and comply with requirements
I prior to construction. CONTRACTOR shall provide all surveys required by local
jurisdictions to ENGINEER.
I1.37 "Or Equal" Clause
In order to establish a basis of quality, certain processes, types of machinery and
I equipment or kinds of material may be specified on the plans or herein by designating
a manufacturer's name and referring to brand or product designation. It is not the
intent of these specifications to exclude other processes, equipment or materials of a
1 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. CONTRACTOR shall secure
Ithe approval of ENGINEER prior to placing a purchase order and/or furnishing items
of equipment by manufacturers other than those specified.
INo extras will be allowed CONTRACTOR for any changes required to adopt the
substitute equipment. Therefore, CONTRACTOR'S bid for an alternate shall include
I all costs for any modifications to the plans, 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
I alternate equipment. Approval of alternate equipment by ENGINEER before or after
bids are due does not guarantee or imply that the alternate equipment will fit the
design without modifications.
I
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1.38 Work Hour Limitations
All Work shall normally be conducted between the hours of 7:00 a.m. and 6:00 p.m. I
on weekdays only, Monday through Friday, unless normal work hours defined as a
condition of the land use permit application are more restrictive, in which case the
more restrictive work hour limitations shall apply. After hours or weekend Work will111
be allowed only upon approved written requests for variations in Work hours that
describe how local noise ordinances will be met. Failure to meet local noise
ordinances will be grounds for retracting previously approved variation requests.
1.39 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.
1.40 Erosion and Sedimentation Control I
Temporary construction site erosion control measures shall be designed and
constructed in accordance with the requirements of the 1200-C permit as issued by
Clean Water Services and Oregon DEQ.
Erosion control measures shall be maintained throughout the Project Site until I
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 I
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.
1.41 Interferences, Obstructions and Sewer Crossings 1
At certain places, power, light and telephone poles and underground utilities may
interfere with excavation and the operation of CON IRACTOR'S equipment. I
Necessary arrangements shall be made with utility companies for moving or
maintaining such facilities. The utility company affected by any such interference
shall be notified so that the necessary moving or proper care of poles and
appurtenances may have appropriate attention.
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IAll costs resulting from any other interference rence and obstructions, or the replacement of
such, whether or not herein specifically mentioned, shall be included and absorbed in
I the unit prices of the CONTRACTOR'S bid.
1.42 Oregon Products
ICON I RACTOR'S attention is directed to the provisions of Oregon law, ORS
279A.120 regarding the preference for products that have been manufactured or
Iproduced in Oregon. CONTRACTOR must use Oregon-produced or manufactured
materials with respect to common building materials such as cement, sand, crushed
rock, gravel, and plaster, in all cases where bid prices of such materials are no greater
I than those of similar materials produced or manufactured outside the state.
1.43 Noise Limitations
All applicable City and County ordinances and State regulations shall be complied
with.
I
1.44 Temporary Utilities
ICONTRACTOR shall provide all temporary utilities and shall pay all costs associated
with temporary utilities.
I1.45 Use of Explosives
The use of explosives is prohibited for the construction of the Project.
I
1.46 Contaminated Material
IA. General
It is possible that CONTRACTOR may encounter contaminated material (soil
0 and/or water) during excavation activities. This specification identifies
requirements for handling and disposing contaminated media.
IB. Definitions
1. "Contaminated material" is defined as soil, water, free product,
IUnderground Storage Tanks (UST), buried abandoned utility lines
containing residual or free product, solid waste, treated wood waste,
chemical containers, or other solid, liquid, or gas substances with
contamination levels above background levels.
2. "Hazardous substances" shall mean those substances or materials
I defined in the Oregon Revised Statutes (ORS) 465.200, as amended.
I
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3. "Release" shall have the meaning as defined in ORS 465.200, as
amended.
4. "Environmental laws" shall mean any applicable statute, law,
ordinance, order, consent decree,judgment, permit, license, code,
covenant, deed, common law, treaty, convention or other requirement
pertaining to protection of the environment, health or safety, natural
resources, conservation, wildlife,waste management or disposal,
hazardous substances or pollution, including but not limited to 111
regulation of releases to air, land, water, and groundwater.
C. Execution I
1. Discovery of Contaminated Material
In the event that CONTRACTOR, during the course of construction or
during any other activities authorized under these Contract Documents,
should encounter suspected contaminated material or any other
materials suspected of posing a threat to human health and the
environment, CONTRACTOR shall notify ENGINEER immediately
and manage according to requirements identified below.
2. Discovery of Contaminated Soil I
CONTRACTOR shall note evidence of contamination(odor, visual
staining of soil, free liquid product seeping from soil, sheen on
groundwater, etc.) and note location of evidence on a sketch of the
excavation and provide to ENGINEER.
CONTRACTOR shall report the discovery to ENGINEER 11
immediately. CONTRACTOR shall stop all excavation activities, and
secure the Site to prevent entry by the public. The excavation shall not
be backfilled. Protect all open excavations with berms, plates and
fencing. CONTRACTOR may continue with work in other non-
contaminated areas.
CONTRACTOR shall assist ENGINEER in collecting sample(s) of
suspected contaminated media for testing and characterization. I
CONTRACTOR shall allow 21 days, at no cost to OWNER, for
testing, results and instructions as to how to proceed with contaminated
materials. 111
CONTRACTOR shall obtain a copy of an approved soil
disposal/acceptance permit(Disposal/Treatment Facility requires
transporter to have a copy of the permit.)
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CONTRACTOR will transport p rt and dispose of contaminated material at
an approved disposal/treatment facility.
CONTRACTOR shallrovi
p de ENGINEER with a copy of the
contaminated soil disposal receipt.
3. Handlingof Contaminated Soil
1
After approval from ENGINEER, excavate the soil in a manner that
prevents commingling of contaminated and non-contaminated soil.
ENGINEER will make the determination(based on soil saturation) if
contaminated soil can be directly transported to a treatment or disposal
facility, or if soil needs to be stockpiled to reduce water content.
ENGINEER will determine when stockpiled soil can be transported
off-site.
CONTRACTOR will be responsible for stockpiling contaminated soil
in containers or on impervious surface to prevent the spread of
contamination. Any water runoff from the contaminated soil stockpile
area(s)must be contained by CON TRACTOR and handled as
contaminated water.
Minimize movement of excavation equipment over or through
contaminated soil to prevent movement of contaminated soil into areas
where no contaminated soil exists.
Stockpiles will be created on an approved site and shall be surrounded
by a fence to limit access. The stockpiles must be covered and bermed
during periods of rainfall to prevent run-on and run-off. The stockpiles
shall be covered with a minimum 10 mil high density polyethylene
(HDPE)plastic during periods of strong winds, nightfall, over the
weekends, or during extended work stoppages. If dust is observed
coming from the stockpiles, the stockpiles shall be either covered or the
dust controlled with water.
Maintain excavation equipment in
good working order. Prevent
spillage of oil, fuel, or hazardous substances from equipment. In
particular, promptly repair oil leaks from equipment and clean up any
contaminated soil.
4. Transport of Contaminated Materials
CONTRACTOR shall comply with all applicable Federal, State, or
local laws, codes, and ordinances that govern or regulate contaminated
substance transportation. Contaminated soils placed in stockpiles shall
be loaded into trucks in a manner that prevents the spilling or tracking
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of contaminated soil into areas of the site with uncontaminated soil.
Loose material falling onto the exterior of the truck during loading shall
be removed before the truck leaves the loading area. Any material
collected in the loading area shall either be placed back into the truck or
back into the stockpile. If loading areas are unpaved,the surface soil
shall be sampled at the conclusion of the loading activities to confirm
that contaminated soil is not present. If loading areas are paved, any
loose soil shall be cleaned from the pavement at the conclusion of the
loading activities.
Specific truck haul routes shall be established before beginning off-site
contaminated media transport. On-site truck routes shall be established
to minimize or prevent movement of trucks over contaminated soils.
Off-site truck routes shall be established to reduce the risk of releases
of contaminated soils and impact on local traffic. CONTRACTOR
shall be responsible for ensuring that loaded truck weights are within
acceptable limits. All trucks shall be covered before they leave the I
loading area.
CONTRACTOR shall ensure that all drivers of vehicles transporting
contaminated substances have in their possession during transport all
applicable Oregon State and local vehicle insurance requirements, valid
driver's license, and vehicle registration and license. CONTRACTOR
shall be responsible for informing all drivers of transport vehicle about:
a. The nature of the material transported.
b. Required routes to and from the off-site thermal treatment or
disposal facility. I
c. Applicable County street regulations and requirements, and
State of Oregon Department of Transportation codes,
regulations and requirements.
d. The County's requirement for proper handling and i
transportation of the substances.
CONTRACTOR shall not allow contaminated substances to be spilled I
or tracked off-site at any time during the Project. Trucks used for the
transportation of contaminated substances off-site shall be water tight,
substance compatible, licensed, insured, and permitted pursuant to
federal, state, and local statutes, rules, regulations and ordinances.
If contaminated media is discarded prior to removal of contaminated �I
material, the price per cubic yard of soil materials and price per 100
gallons of contaminated water will be negotiated with OWNER. I
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1.47 Storage and Protection of Equipment and Materials
A. Materials and equipment stored overnight shall be placed neatly on the Work
Site. Unusable materials (i.e. old concrete chunks, metal scraps, etc.) shall be
expeditiously removed from the Work Site.
CONTRACTOR shall provide appropriate riate barricades, signs, and traffic gn , control
devices in like-new condition where necessary to protect the public from any
Ihazards 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 unless otherwise approved:
1. In any maintained landscaped or lawn area.
1 2. In a manner that would eliminate an individual residents' street parking.
3. In front of any business.
4. In any location that would interfere with the existing North Plains
sewage pumping station and OWNER'S treatment plant operations.
111 The "immediate Work area" is the area where
Work is taking place or will be
taking place within one calendar day.
CONTRACTOR shall immediatelystored
move material or equipment that
causes a nuisance or creates complaints.
1.48 Oregon Utility Protection Laws
CONTRACTOR shall comply with all current Oregon Utility Protection Laws in
conducting excavation operations.
1. 49 Competent Person Designation
CON TRACTOR 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.
1.50 Maintenance of Existing Services during Construction
All Work shall be executed in such a manner so as to maintain continuous operation
of the existing facilities throughout the construction.
I
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1.51 Emergency Maintenance Supervisor
CONTRACTOR shall submit to ENGINEER the names, addresses and telephone 1
numbers of two employees responsible for performing emergency maintenance and
repairs when CONTRACTOR is not working. These employees shall be designated,
in writing by CONTRACTOR, to act as representatives and shall have full authority
to act on CONTRACTOR's behalf.
At least one of the designated employees shall be available by telephone call at all I
times and any time an emergency arises.
1.52 Special Inspections I
Special Inspections and testing as required by Chapter 17 of the International
Building Code 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 I
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. I
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
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Ispecial inspecting will be performed, unless otherwise indicated in the
Contract Documents.
I3. Pay for any CON E ACTOR requested testing and inspecting ecting not
required by the Contract Documents.
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4. Pay for any re-testing or re-inspections by Special Inspectors and
Testing Agencies for replacement work resulting from m work that failed
Ito comply with the Contract Documents. OWNER will deduct such
costs from the Contract Price.
I5. 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.
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6. Where Special Inspection requires preconstruction testing for
I compliance with specified requirements for performance and test
methods, comply with the following:
Ia. Provide test specimens representative of proposed products and
construction in a timely manner with sufficient time for testing
Iand analyzing results to prevent delaying the Work.
b. Provide information on configurations of test assemblies, testing
I procedures and laboratory test records to adequately
demonstrate capability of products to comply with performance
requirements.
I7. Cooperate with Agencies performing required tests, special inspections
and similar quality control services. Notify Agencies in advance of
Ioperations to permit assignment of personnel. Provide the following:
a. Access to the Work.
Ib. Incidental labor, equipment and materials necessary to facilitate
tests and special inspections.
Ic. Adequate quantities of representative samples of materials that
require testing and inspecting. Assist Agencies in obtaining
Isamples.
d. Provide facilities for storage and field curing of test samples.
Ie. Deliver samples to Testing Agencies.
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8. Coordinate sequence of activities to accommodate required I
quality-
assurance and control services with a minimum of delay and to avoid
necessity of removing and replacing construction to accommodate 111
testing and special inspecting.
9. Schedule times for tests, special inspections, obtaining samples and I
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 by CON 1'1tACTOR, a I
preconstruction conference will be held at a location designated by
OWNER at a mutually agreed time, but no later than 14 days after
Notice to Proceed. The conference shall be attended by
CONTRACTOR'S Project Manager, Superintendent, Quality Control
Engineer, Safety Representative, and any requested Subcontractors.
111
Subcontractor attendance shall be requested and approved by
ENGINEER. Other attendees will be:
a. ENGINEER and the Resident Project Representative. I
b. Representatives of OWNER. I
c. Governmental representatives as appropriate.
d. Others as requested by CONTRACTOR and OWNER upon I
approval by ENGINEER.
2. CONTRACTOR shall bring to the preconstruction conference I
submittals in accordance with Section 01300 - Submittals.
3. Thepurp ose of the conference is to designate responsible personnel and I
establish a working relationship. Matters requiring coordination will be
discussed and procedures for handling such matters established. The
complete agenda will be furnished to CONTRACTOR prior to the
meeting date. However, CONTRACTOR shall be prepared to discuss
all of the items listed below: I
a. CONTRACTOR'S initial schedules.
b. Procedures for transmittal, review,and distribution of 1
CONTRACTOR'S submittals (normal and deferred).
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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 ENGINEER will furnish.
1. Submittal Transmittal Form which ENGINEER will furnish.
4. 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 the minutes if CONTRACTOR does not agree with content
of the minutes.
5. 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 ENGINEER and OWNER.
B. Progress Meetings
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. CONTRACTOR
and ENGINEER shall attend each meeting and representatives of OWNER
may also attend. 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
ENGINEER.
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 the minutes if CONTRACTOR does not agree with
the content of the minutes.
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The purpose of the meetings is to review the progress of the Work including
review of 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,
CONTRACTOR shall present any issues that may impact its progress and
propose solutions with a view to resolve these issues expeditiously. I
1.54 Project Information Signs
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. 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. A
minimum of two signs will be required for pipeline projects. I
B. A submittal for the project information sign(s) shall be prepared for the
ENGINEER'S approval prior to fabrication. I
C. CONTRACTOR shall install the project information sign(s) at location(s) as
directed by ENGINEER. I
D. No construction work shall commence on the Project Site until the project
information signs are installed.
111
E. CONTRACTOR shall maintain the signs through the duration of the Project.
F. The project information sign(s) shall be constructed of 3/4-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. Logos shall be color.
The letters shall be at least 4-inches in height.
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G. The sigI
n(s)will contain basic project information including: Project name,
estimated Project duration, Project construction cost, Project OWNER'S name
and OWNER'S contact and phone number, ENGINEER'S name,
CONTRACTOR'S name, OWNER'S and ENGINEER'S company logos, the
CONTRACTOR'S logo if the CONTRACTOR so desires, any funding agency
logo(s) along with any required wording from those agencies. The logos shall
be sized such that they are visible from a distance approved by ENGINEER.
OWNER, ENGINEER and funding agencies will provide electronic images of
their logos for CONIRACTOR's use in developing the signs.
1.55 Removal of Standpipe
As part of geotechnical investigations conducted during project design, three borings
I were drilled on the pump station site. In boring B-1, a one inch standpipe was
installed to a depth of about 25 feet, marked with a flush mounted metal monument.
The standpipe was installed to monitor groundwater levels. Prior to project
completion, the CONTRACTOR shall abandon and decommission the existing
observation standpipe, which shall be conducted by a well driller licensed in the state
of Oregon, and be completed in accordance with Oregon Water Resource Department
rules and regulations.
END OF SECTION
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14-1611.204 01100-25
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SECTION 01115
IWORK SEQUENCE AND CONSTRAINTS
IPART 1 GENERAL
1.1 Description
iA. This new facilitybe required to receive and continuously may q pump
wastewater before the facility has been completely constructed, tested,
Icommissioned and accepted by OWNER.
B. Spillage or discharge of raw sewage to surface waters or drainage courses is
Iprohibited during construction. Penalties imposed on OWNER as a result of
any release of this type caused by CONTRACTOR, its employees or
1 Subcontractors, and legal fees and other expenses to OWNER resulting
directly or indirectly from the release shall be borne in full by
CONTRACTOR.
IC. CONTRACTOR is responsible to plan, schedule, and sequence its
construction activities to ensure that once sewage begins flowing to the pump
istation that sewage pumping is maintained at all times.
D. CONTRACTOR shall be responsible for controlling any and all leakage
I resulting from or integral to making all temporary and permanent piping
connections and shall provide any and all devices required to control, stop,
divert, or dispose of any and all leakage.
E. OWNER may determine the order of precedence and the time and season at
which any portion or portions of the Work shall be commenced and carried on
in order to ensure proper completion of the Contract, proper operation of the
temporary bypass pumping or compliance with NPDES Permit conditions.
i1.2 Construction Completion and Timing
A. Complete all of the Work under this Contract within the number of days
Istipulated in the Agreement.
B. Complete construction and testing and obtain OWNER's acceptance of the
I following components of the facility prior to the date specified in Contractor
Milestone 1, at which time it is anticipated that sewage will begin flowing into
the facility:
1. Bypass manhole.
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14-1611.204 01115 - 1
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2. Sanitary Sewer A (SSA) from the bypass manhole to the property line
at Station SS1+31, as shown on the plans.
3. Force main from the bypass assembly to the property line at Station
1+56, as shown on the plans.
4. Metered temporary power service, complying with Utility and OWNER
requirements, for operation of bypass pumping system.
111
C. Begin temporary pumping in accordance with Section 01515 —Temporary
Piping and Pumping on the date specified in Contractor Milestone 1, or on a
date thereafter when sewage begins flowing into either the SSMH at Station
SS1+57 or the SSMH at Station SS1+97.
1.3 Submittals I
A. Submit a Work Sequencing Plan detailing the complete sequence of a
construction for all activities contained herein.
B. Identify the following in the Work Sequencing Plan:
1. Major work activities to occur.
2. General schedule when work will occur. Submit separately a detailed
schedule as specified in Section 01300, Submittals.
3. What equipment will be present on site, including temporary pumping I
equipment to be used to bypass sewage around the pump station as
necessary. i
4. What assistance will be required of OWNER'S operating personnel
during a sewer shutdown or bypass pumping.
5. Contingency backup plan identifying what action will be taken if
activities during a sewer shutdown cannot be completed within the
allotted times, or if there is a failure of CONTRACTOR'S bypass
pumping equipment to be used during temporary pumping operations.
6. Name and contact information of individual in charge of I
CONTRACTOR'S activity during shutdown.
1.4 Constraints I
A. Constraints primarily relate to the need to receive and pump sanitary sewage
before the complete facility has been constructed, tested, commissioned and
accepted by OWNER. CONTRACTOR shall make every effort to give proper
attention to each of these items so as to avoid any delay in the issuing of I
River Terrace North Pump Station and Force Main,PN 6631 Work Sequence and Constraints I
14-1611.204 01115 -2
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permits to occupy for new developments within theum station service area
p P
if the constraints are not observed. Constraints listed below involve limits on
1 activities during construction. These limits relate to the critical nature of the
new pump station facility.
1 1. Coordinate construction schedule and operation with OWNER.
2. Schedule the constructing, testing and commissioning of those
Icomponents of the facility that are required in order to receive sewage
and convey that sewage to the Scholls Ferry Trunk such that temporary
bypass pumping can be implemented by the date noted above, at which
A time it is anticipated that new developments within the pump station
service area will begin generating sanitary sewage.
IB. Extended Working Hours: If CONTRACTOR desires to perform any Work
outside the specified working hours, CON 1'1tACTOR shall obtain written
I permission from OWNER and all necessary permits from the appropriate
agencies and make all necessary arrangements prior to commencing.
I1.5 Temporary Shutdowns
A. Provide 14-day minimum advance Notice to Request for Approval of a
is Temporary Shutdown of a facility.
B. Each Notice of Request for Approval of a Temporary Shutdown submitted to
OWNER shall include the following:
1. Dates, times, and duration of proposed shutdown.
1 2. Work activities to be performed during the shutdown.
I
3. Assistance required of OWNER'S personnel before, during, and after
shutdown.
I4. CONTRACTOR'S personnel to be on Site during shutdown.
5. Contingency plan if work during shutdown is not completed during
Iallotted time or critical equipment fails.
C. Upon receipt of such request, OWNER will decide what action(s) is required
I by OWNER and if the requested shutdown is acceptable considering the flows
through the pump station at that time. The request from CON TRACTOR will
be returned to CONTRACTOR with OWNER'S written decision noted. If
I OWNER deems that the requested shutdown is unacceptable, OWNER will
state such reasons, and CON l'RACTOR shall reschedule the shutdown as
required.
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14-1611.204 01115 -3
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D. It is hereby agreed between CONTRACTOR and OWNER that disapproval by
OWNER of CONTRACTOR'S shutdown request does not entitle
CONTRACTOR to any time extension unless CONTRACTOR can
demonstrate to the satisfaction of OWNER, through an updated CPM
schedule, that the overall Project completion date will not be met as a result of
this disapproval.
E. OWNER may postpone a planned and approved shutdown at any time for
pumping capacity, or safety reasons.
1.6 Interruption of Utility Service
A. Indicate required shutdowns of existing utilities or interruptions of existing
operations on Progress Schedule. Interruptions to utility service will be
allowed to the extent that customer service will not be adversely compromised.
B. Submit requests for interruptions to utility service not less than five business
days in advance of the date scheduled for the interruption.
C. Following receipt of the request, ENGINEER will notify CONTRACTOR if
the requested date will be permitted. Evaluation of the request will be based
upon the availability of the utility owner's personnel to assist and monitor
utilities during the shutdown period and impact to customer service. I
D. Minimize the period of interruption by thorough advance planning. Procure and
provide all required materials, equipment and labor on site during the shutdown.
E. Do not begin interruption until written authorization is received from
ENGINEER.
PART 2 PRODUCTS I
Not Used.
PART 3 EXECUTION
3.1 General Requirements for Execution of Work
A. Maintain overall coordination of execution of Work. I
B. Obtain schedules from Subcontractors and Suppliers and assume responsibility
for correctness. I
C. Incorporate schedules from all parties into Progress Schedule to plan for and
comply with sequencing constraints. I
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ID. Pre-locate utilities by employing a locate service ce and use of exploratory
excavation of existing utilities to minimize service interruption and demands
Ion OWNER'S personnel.
1 END OF SECTION
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14-1611.204 01115 - 5
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ISECTION 01200
I, MEASUREMENT AND PAYMENT
IPART 1 GENERAL
1.1 Description
Measurement and payment of the work will be on a lump sum basis with the
I exception of several unit price bid items as described below. Where Work is required
but does not appear as a separate item in the bid schedule, the cost for that Work shall
be included and absorbed in the lump sum price for the Pump Station named in the
I bid schedule. CONTRACTOR shall make a careful assessment when preparing the
bid. Basis of measurement and payment for individual bid items will be as follows:
11, 1.2 Lump Sum Bid Item
A. Lump Sum payment under the lump sum bid schedule shall cover all pump
Istation and site work elements within the limits of the Project, mobilization,
bonds, insurance and demobilization, with the exception of those items listed
in the unit price bid schedule. Payment shall be full and complete
I compensation for all work shown within the work limits in the drawings and
all other work required to provide a complete and usable facility including all
I materials, equipment, and labor for construction not included in items listed in
the unit price bid schedule.
I B. Pump Station Control Building and Valve Vault: Payment under the lump sum
item shall include all pump station elements, as specified herein, whether or
not specifically identified in the Contract Documents and as shown on the
Iplans. It shall include, but shall not be limited to the following: preparation
and construction of foundation, valve vault including design, installation and
removal of shoring system as necessary and pump station building
Iconstruction; architectural systems; finishes; pump station mechanical
equipment including piping, valves, fittings; electrical equipment;
instrumentation and control equipment; HVAC systems; plumbing; submittals,
Iincluding operation and maintenance manuals; pump station start up and
testing; and all other items on the drawings and specifications, unless paid for
Iby other bid items.
C. Site Work: Payment under the lump sum item shall also cover all elements of
the Pump Station project site, specifically identified within the project limits as
shown on the plans, as specified herein, and in the contract documents, except
for work included separately in the unit price bid schedule. Payment shall be
Imade for the full completion of all site work including, but not limited to:
I River Terrace North Pump Station and Force Main,PN 6631 Measurement and Payment
14-1611.204 01200- 1
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• Site preparation, clearing and grubbing
• Excavation and backfill for all site utility work I
• Aggregate pier slope stability system
• Electrical service, all exterior electrical systems and emergency standby I
power
• Sanitary sewer gravity piping
• Bypass manhole construction, including: design, installation and removal
of shoring system and installation and compaction of crushed rock for
subgrade bedding as shown on the plans
• Sanitary sewer wet well construction, including: design, installation and
removal of shoring system and installation and compaction of crushed rock 1
for subgrade bedding as shown on the plans
• All mechanical, electrical and instrumentation systems within the wet well -
including pumps and motors and all piping, chases and conduits
connecting the wet well to the pump station control building and valve
vault
• Storm drain piping and facilities
• Subsurface drain piping and facilities111
• Potable water service
• Force main piping, valves and fittings located outside the valve vault and
within the work limits
• All fittings and connections for all exterior piping 1
• Testing of all piping
• Asphalt driveway and parking and maintenance area, including crushed I
rock base material
• Crushed rock parking area
• Concrete pad for emergency standby generator
• Earthwork: grading and erosion and sediment control I
• Landscaping: all material, labor and equipment to construct landscaping
improvements including topsoil, trees, shrubs, plants and ground covers as
required by the plans and specifications
• Testing training and system start up
• Site cleanup I
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14-1611.204 01200 -2
• All other site work as requires by the plans and specifications not included
in the unit price bid schedule.
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D. The Contractor shall provide a Schedule of Values for all of the work under
this item which will include quantities and prices of items aggregating the
lump sum bid price per specification section 01300 Submittal Procedures.
Schedule of Values shall subdivide the Work into component parts in
sufficient detail to serve as the basis for progress payments during
construction. Such process will include an appropriate amount of overhead
and profit applicable to each item of Work. The Schedule of Values will be
incorporated into a form of Application for Payment acceptable to
ENGINEER.
1.3 Unit Price Bid Items: The items covered under the Unit Price Bid Schedule are:
A. Excavation for the bypass manhole, wet well and valve vault to subgrades
shown on the Plans: Pay limits for the bypass manhole,wet well and valve
vault shall be to the depth shown on the plans, unless overexcavation is
required due to unsuitable foundation conditions. CONTRACTOR shall
survey the surface prior to excavation and after excavation to establish pay
quantities and shall provide the survey data to the ENGINEER for calculation
of the quantities.
B. Additional cost for overexcavation of unsuitable foundations conditions:
Payment for overexcavation and select backfill material for unsuitable
foundation will only be considered as approved by the ENGINEER. When
such pre-approval is obtainedb, paymentanment will
backfibell madethroughout on a persite cubic
as yardshown basisonthe.
C. Furnish and install stone em
k
Plans. CONDUCTOR shall survey the surface of the site at the start of the
Work and after placement of stone embankment backfill to the grades shown
in the Plans to establish pay quantities and shall provide the survey data to the
ENGINEER for calculation of the quantities.
D. Additional cost for rock excavation: Rock excavation is defined in Section
02200, Earthwork. Payment for rock excavation will be made at the unit price
per cubic yard of rock excavated. Pay limits for pump station building, wet
well and bypass manhole shall be to the depth necessary to install the structure
as shown on the plans. No payment will be made for rock excavation beyond
these limits.
E. Temporary bypass pumping: mobilization and demobilization of equipment.
This item includes the cost for preparation of the technical submittal in
accordance with specification section 01300 Submittals demonstrating that
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14-1611.204 01200 3
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system will comply with the requirements of specification section 01515
Temporary Pumping and Piping, as well as mobilizing the equipment to the
site, testing the equipment prior to receipt of sewage at the bypass manhole
and removal of equipment from the site once bypass pumping is no longer
required.
F. Operation of temporary bypass pumping from the date that bypass pumping is
required until the new pump station has successfully completed operational
testing. Payment will be made for each day that the bypass pumping is
operated.
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END OF SECTION
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14-1611.204 01200-4
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111 SECTION 01300
ISUBMITTALS
IPART 1 GENERAL
I1.1 Scope
A. This Section specifies submittal procedures for Shop Drawings, Product Data
I and Samples and other project related submittals identified and required by
these Contract Documents.
I B. In case of conflict, these specifications will take precedence over the General
Conditions.
1 C. Inquiries shall be directed to ENGINEER regarding the procedure,purpose, or
extent of the Submittal.
ID. Requirements for Submittals are as provided in the General Conditions, as
specified herein, unless specified otherwise in Division 2 through Division 17,
and as may otherwise be established during the preconstruction conference.
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E. OWNER'S Authorization: At any time, OWNER may authorize changes to
I procedures and requirements for Submittals, as necessary to accomplish
specific purpose of each Submittal. Such authorization will be by Field Order
or Work Change Directive.
111 F. Identification of Submittals:
2 1. Show each Submittal with numbering and tracking system approved by
ENGINEER.
1 2. Show date of submission and dates of previous submissions.
3. Show Project title and OWNER'S contact identification and contract
Inumber.
4. Show names of CONTRACTOR, Subcontractor or Supplier and
Manufacturer as appropriate.
I 5. Identify, as applicable, Contract Document section and paragraph to
which Submittal applies.
1 6. Clearly identify revisions from previous submissions.
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14-1611.204 01300 - 1
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G. Number of Copies: At least six(6) copies of all submittals shall be provided
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to ENGINEER. Four(4) copies of all submittals will be kept by ENGINEER.
If CON TRACTOR requests that more than two (2) copies be returned,then I
CONTRACTOR shall submit the appropriate quantity of submittals.
H. Incomplete Submittal Submissions: I
1. At ENGINEER'S sole discretion, ENGINEER will either(1)return the
entire Submittal for CONTRACTOR'S revision/correction and
resubmission, or(ii) retain portions of the Submittal and request
submission/resubmission of specified items or as noted thereon. I
2. Submittals which do not clearly bear CONTRACTOR'S specific
written indication of CONTRACTOR'S review and approval of I
Submittal or which are transmitted with an unsigned or uncertified
submission form or as may otherwise be required under Contract
Documents, will be returned to CONTRACTOR without review
(unreviewed) for resubmission in accordance with Contract
Documents.
3. Delays, change in sequencing or other impact to the Work resulting
from CONTRACTOR'S submission of unchecked or unreviewed,
incomplete, inaccurate or erroneous, or nonconforming Submittals,
which will require CONTRACTOR'S resubmission of a Submittal for
ENGINEER'S review, shall not constitute a basis of claim for
adjustment in Contract Price or Times.
I. ENGINEER'S Review: ENGINEER will act upon CON TRACTOR'S
Submittal and transmit a response to CON TRACTOR within the period
established in the shop drawing schedule. At least 14 calendar days after
receipt shall be allocated in the schedule, unless specified otherwise.
Resubmittals will be subject to the same review time.
ENGINEER will review the submitted data and shop drawings, and will make I
notations thereon indicating "No Exception Taken", "Make Corrections
Noted", "Rejected", "Revise and Resubmit", or "Submit Specified Item".
ENGINEER will then return copies of the submitted data and shop drawings to I
CON TRACTOR. ENGINEER'S review of Submittals and Shop Drawings is
understood to be an acceptance of the character of the details and not a check
of any dimension or quantity, and will not relieve CONTRACTOR from
responsibility for errors of any sort in the Submittals and Shop Drawings.
Submitted data shall be sufficient in detail for determination of compliance I
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 I
River Terrace North Pump Station and Force Main,PN 6631 Submittals I
14-1611.204 01300-2
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I for which listings, drawings, or descriptive material is required shall be
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installed until ENGINEER has made a determination that the submittal
Icomplies with the Project specifications.
I Regardless of corrections made in or review given to the drawings by
ENGINEER, CONTRACTOR shall be responsible for the accuracy of such
drawings and for their conformity to the plans and specifications.
CONTRACTOR shall check all Submittals and shall stamp CONTRACTOR'S
Iapproval on all copies of the Shop Drawing documents before submitting them
to ENGINEER. Any Submittals received by ENGINEER which do not bear
the CON TRACTOR'S approval shall be returned without review. If more
ll
than two (2) submissions are required to meet the Project specifications, the
cost of reviewing these additional submissions may be charged directly against
CONTRACTOR and OWNER may withhold the funds necessary to cover
these costs.
1.2 Administrative Submittals
A. Description: Submittals required by Contract Documents that are not Shop
I Drawings or Samples, or that do not reflect quality of product or method of
construction. Administrative submittals may include, but will not be limited to
Ithe Submittals identified below:
1. Construction Progress Schedule
I 2. Shop Drawing Submittal Schedule
3. Work Sequencing Plan
4. Erosion/Sedimentation Control Plan
I 5. Schedule of Values
6. Materials Certificates
7. Quality Control and Product Data Submittals
8. Manufacturer's Instructions
9. Applications for Progress Payments and Materials Invoices
10. As-Constructed Drawings ,
I 11. Proof of All Required Insurance
12. Operation and Maintenance Manuals
IB. Construction Project Schedule: CON TRACTOR shall prepare and submit to
ENGINEER, at the preconstruction meeting, a practicable schedule showing
I the order in which CONTRACTOR proposes to carry out the Work, the dates
on which the important features of Work will start, and the contemplated dates
for completing the same. The schedule shall be in the form of a bar chart that
I outlines the Work in sufficient detail such that the time frame for each item of
Work does not exceed 7 calendar days. In addition to a time-scaled bar chart
schedule depicting the project critical path, CONTRACTOR shall submit a
I
I River Terrace North Pump Station and Force Main,PN 6631 Submittals
14-1611.204 01300 -3
1
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 materials and equipment
• Duration of work, including completion times of all stages and their sub- 1
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 CONTRACTOR upon the request of 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 I
each activity:
• Event(node)number(s) for each activity I
• 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/total-float" sort.
CONTRACTOR'S attention is drawn to typical local climatic weather patterns
and CONTRACTOR shall coordinate Work accordingly.
OWNER will require CONTRACTOR to submit updated schedules at regular
intervals as construction progresses.
I
River Terrace North Pump Station and Force Main,PN 6631 Submittals
14-1611.204 01300-4
The construction schedule shall take into account the orderly, timely and
efficient prosecution of the Work and identify how system constraints will be
tmet. The construction schedule shall indicate CONTRACTOR'S plan of
prosecution of the Work in sufficient detail to enable CONTRACTOR,
OWNER, and ENGINEER to plan, coordinate, appraise documents, and
' control their respective contract responsibilities. The construction schedule
shall include the ordering, delivery and installation dates of all material items
' critical to the substantial completion of the Project.
CONTRACTOR'S failure to provide the schedules, schedule information,
progress reports, or schedule updates at the times required herein shall cause
progress payments under the Contract Documents to be suspended until the
required data is provided to ENGINEER unless ENGINEER waives the
provisions of the subsection in writing.
C. Schedule of Values: 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 price for that item. Breakdown of
lump sum items shall be coordinated with the unit price 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% of
' the total base bid. Upon acceptance of the breakdown of the contract price by
ENGINEER, it shall be used as the basis for all requests for payment.
D. Product Data Submittals: Where required by the specifications, the Contractor
shall submit descriptive information that will enable the Engineer to assess
' whether the Contractor's proposed materials, equipment or methods of work
are in general conformance with the design concept and in compliance with
the drawings and specifications. The information submitted shall consist of
' drawings, specifications, descriptive data, certificates, samples, test results,
and such other information, all as specifically required in the specifications.
Submittals must be legible. Unreadable submittals will be rejected. Contractor
' shall be responsible for the accuracy and completeness of the information
contained in each submittal.
' The Contractor shall verify that the material and equipment described in each
submittal conform to the requirements of the specifications and drawings. If
' the information.shows deviations from the specifications or drawings,the
Contractor shall, by statement in writing accompanying the submittal, identify
the deviations and state the reasons therefore.
The Contractor shall ensure that there is no conflict with other submittals and
shall notify the Engineer in each case where a submittal may affect the work
detailed in another submittal. The Contractor shall ensure coordination of all
River Terrace North Pump Station and Force Main,PN 6631 Submittals
14-1611.204 01300- 5
i
submittals among the various craftserformin the Work. The Contractor
p g
shall be responsible for all coordination and costs incurred as a result of
changes caused by substitution of equipment other than that specified. '
Submittal documents shall be edited to clearly indicate only those items,
models or series of equipment that are being submitted for review. All
extraneous materials shall be crossed out or otherwise obliterated. For each
item, equipment or component, Contractor shall submit for review only one
manufacturer and only one model. Contractor shall not submit data from more
than one manufacturer, or more than one model from a manufacturer, with the
intention of selecting the manufacturer or model after submittal review is
complete.
Contractor is responsible for ensuring that the material or equipment supplied
or the method of work employed shall be as described in the submittal.
E. Operation and Maintenance Manual
1. Operation and maintenance instructions shall contain the following as a
minimum:
a. Approved shop drawings and submittal data
b. Model, type, size and serial numbers of equipment furnished
c. Equipment and driver nameplate data
d. List of parts showing replacement numbers
e. Recommended list of spare parts
f. Complete operating instructions including start-up, shutdown,
adjustments, cleaning, maintenance and overhaul procedures I
g. Maintenance and repair requirements including frequency and
detailed instructions
h. Name, address and phone numbers of local representative and
authorized repair service
2. Operation and maintenance instructions shall be provided at a '
minimum for the following items and as required in individual
specification sections:
a. Submersible Sewage Pumps and Accessories
b. Gate Valves
c. Plug Valves
d. Check Valves
e. Heating, Cooling and Ventilating Equipment
f. Automatic Transfer Switch
g. Variable Frequency Drives
h. Packaged Engine Generator System '
River Terrace North Pump Station and Force Main,PN 6631 Submittals '
14-1611.204 01300-6
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Process Control and Instrumentation Equipment
' 3. Operation and maintenance instructions shall be submitted in 8-1/2 x
11-inch, heavy-duty, three-ring binder(s) in a format approved by
' ENGINEER. Provide title page, table of contents, vendor list and
contact information for all of the supplied equipment.
4. Submit three (3) copies of the draft operation and maintenance (O&M)
manual for ENGINEER'S review at least two (2) weeks prior to start-
up. One copy will be returned to CONTRACTOR with ENGINEER'S
comments.
5. Incorporate ENGINEER'S comments and submit six(6) copies of the
' final O&M manual prior to Substantial Completion. The manual will
be returned to CONTRACTOR for revision if the manual data does not
meet the conditions of the Contract Documents and Substantial
Completion will not be issued until the final manual is accepted by
ENGINEER.
' 6. Electronic Copies: In the final O&M Manual, enclose one electronic
copy of the manual in each hard-copy version. The file and folder
' structure of the electronic copy is to mirror the tabbed structure of the
hardcopy. Electronic documentation shall be provided on standard CD-
ROM media capable of being read by standard PC CD-ROM drives. All
documents shall be provided in Adobe Systems portable document
' format (PDF), viewable with Adobe Reader, latest version. Where
possible, the PDF documents shall be produced using a printer driver
engine. Documents for which no electronic form exists may be scanned
at 100 percent image scaling and a resolution of 300 dpi or better. All
PDF files shall be text captured, image with hidden text, optimized,
' searchable, and indexable using the Adobe Acrobat Catalog engine.
Drawings generated in AutoCAD shall be provided as both DWG files
and PDF files.
' 1.3 Quality Control Submittals
A. Manufacturer's Certificates of Compliance signed by the product manufacturer
certifying that materials, manufacture, and product specified conforms to or
exceeds specified requirements and intent for which product will be used.
B. Certificates of Compliance Testing and Inspection
Submit Certificates of Compliance Testing and Inspection when testing or
inspection is required by Laws and Regulations or governing agency or
specified in the individual Specification Sections.
River Terrace North Pump Station and Force Main,PN 6631 Submittals
14-1611.204 01300- 7
C. Field Materials Samples
Provide as required by individual Specifications and as may be required by
ENGINEER during progress of Work.
111
PART 2 PRODUCTS I
Not Used.
1
PART 3 EXECUTION
Not Used. I
END OF SECTION
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River Terrace North Pump Station and Force Main,PN 6631 Submittals '
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SECTION 01515
ITEMPORARY PUMPING AND PIPING
IPART 1 GENERAL
1.1 Description
A. This new facility may be required to continuously pump wastewater after
Iconstruction of the force main and bypass pumping manhole but before the
wet well, valve vault and control room have been completely constructed,
tested, commissioned and accepted by OWNER.
IB. CONTRACTOR shalllan andprosecute the Work
P such that temporary
bypass pumping operations can be initiated in accordance with the schedule
Ioutlined in Section 01115 —Work Sequence and Constraints.
C. Pumping disruptions could potentially result in the spillage or discharge of
I municipal wastewater. State law allows DEQ to impose civil penalties for
spillage of wastewater. A person who unlawfully pollutes water as specified is
Isubject to criminal prosecution.
D. Spillage or discharge of wastewater to surface waters or drainage courses is
I prohibited during construction. Penalties imposed on OWNER as a result of
any bypass caused or allowed by CONTRACTOR, its employees or
Subcontractors, and legal fees and other expenses incurred by OWNER
I resulting directly or indirectly from the bypass shall be borne in full by
CONTRACTOR.
IE. CONTRACTOR is responsible for planning, scheduling, and sequencing its
construction activities to ensure that pumping of wastewater can begin in
accordance with the schedule outlined in Section 01115 —Work Sequence and
I Constraints and remains in effect, at all times thereafter uninterrupted, until the
complete facility has been accepted by OWNER.
IF. CONTRACTOR shall be responsible for controlling any and all leakage
resulting from or integral to making all temporary and permanent piping
I connections, and shall provide any and all devices and materials required to
control, stop, divert, or dispose of any and all leakage.
I1.2 Submittals
A. CONTRACTOR shall submit to OWNER and ENGINEER, in accordance
Iwith Section 01300, SUBMITTALS, a Temporary Pumping and Piping Plan
IRiver Terrace.North Pump Station and Force Main, PN 6631 Temporary Pumping and Piping
14-1611.204 01515 - 1
for each CONTRACTOR planned bypass for approval. Submit each plan a I/
minimum of four weeks prior to the proposed date of installation of the
facility. CONTRACTOR shall not construct, install or place in operation
temporary process pumping and piping facilities until OWNER and
ENGINEER have reviewed the plans and approved each planned bypass.
B. Include the following information, at a minimum, in each plan:
1. Name, qualifications, and references of the subcontractor providing the
pumping facilities, including a minimum of three jobs of similar scope
and complexity completed by the proposed Subcontractor. '
2. Description of the pumps to be used, including pump curves and
calculation of pumping capacity required. 1
3. Description of the temporary primary and backup power supply, and
estimated fuel consumption for engine-driven pumps and generators. '
4. Description of the control equipment, the temporary control panel(s)
and the method to be used to operate the pumps.
5. Drawing showing the layout and routing of bypass pumping equipment,
piping, and valves with associated sizes and dimensions.
6. Drawing showing the layout and routing of proposed electrical service
connections, including conductor types and sizes, conduits and routing,
with associated sizes and dimensions.
7. Pumpmaintenanceplan describingregular maintenance to be
g
performed while the pumps are in service and the length of the
maintenance period when a pump will be out of service. ,
8. Contingency plan describing steps to be taken if a pump fails and
emergency contact phone numbers.
9. Noise levels at minimum and maximum operating speed.
10. Alarms sent to OWNER'S central control facility.
C. Results of field pressure test of temporary piping shall be submitted prior to
startup of temporary pumping operation.
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River Terrace North Pump Station and Force Main,PN 6631 Temporary Pumping and Piping ,
14-1611.204 01515 -2
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1.3 Continuity of Pump Station Operation
' A. Once initiated, the temporary pumping must be kept in operation, except as
specified herein, until the new facilities are accepted by OWNER and capable
of accepting the raw sewage.
B. CONTRACTOR shall execute its Work in such a way to allow reasonable
access to the facilities by OWNER.
C. Through the use of temporary pumps, CONTRACTOR shall maintain the
' following minimum pumping ability from the date specified in Contractor
Milestone 1, or on a date thereafter when sewage begins flowing into either the
SSMH at Station SS1+57 or the SSMH at Station SS1+97, until the complete
facility has been constructed, tested, commissioned and accepted by OWNER:
1. Minimum Capacity: 150 gpm at 110 feet total dynamic head (TDH)
' with one pump running.
' 2. Redundancy: CONTRACTOR shall provide on site, and installed
ready for operation, a complete redundant pump equal to or larger than
the largest pump in the system used to provide the specified minimum
' pumping capacity.
3. Power: CONTRACTOR shall provide and install a metered temporary
electric connection, approved by the power utility, from the utility
transformer to be installed on the pump station site under this contract
to the temporary pumping system.
4. Backup Power or drive: An engine-driven generator, with automatic or
manual transfer switch, shall be provided and installed ready for
' operation in the event of a power failure, if the standby pump is
identical to the primary pump. Alternatively,the standby pump may be
a vacuum-prime engine-driven non-clog raw sewage pump.
' 5. Noise
Standard: The temporary pumping system shall meet all local,
State and OWNER'S noise standards for operating in a residential
environment.
' 1.4 Bypassing of Wastewater to Surface Waters
Any discharge of wastewater to surface waters is prohibited.
1
River Terrace North Pump Station and Force Main,PN 6631 Temporary Pumping and Piping
14-1611.204 01515 -3
1
PART 2 PRODUCTS
2.1 Temporary Bypass Pumping Equipment 1
A. Provide all temporary bypass pumping equipment necessary to ensure
continuous pumping operations from the date defined in Contractor Milestone
1 until substantial completion.
B. Temporary bypass pumps shall include one electrically-driven submersible '
pump, meeting the requirements of Section 11120, SUBMERSIBLE
SEWAGE PUMPS, as the primary pump. The standby pump may be identical
to the primary pump, in which case CONTRACTOR shall provide backup
power in accordance with 1.3.C.4. Alternatively, the standby pump shall be a
vacuum-prime, engine-driven, non-clog raw sewage pump. '
C. Temporary pumping equipment shall include a pump control panel to allow
both the primary pump and the backup pump to be automatically operated,
unless bypass system is manually operated and staffed by the
CON TRACTOR'S staff 24 hours per day.
D. CONTRACTOR shall provide all lifting mechanisms and other equipment
required to install, maintain and remove temporary pumping equipment.
E. CONTRACTOR shall provide high level and overflow level floats for the
temporary pumping system. Connect alarm outputs to a wireless autodialer.
Program wireless autodialer to automatically notify CONTRACTOR and
OWNER upon all alarms. Coordinate alarm programming with OWNER.
2.2 Temporary Piping
p
A. Provide temporary piping, valves, and fittings for temporary pumping ,
equipment.
B. Provide pipe and couplings rated for a minimum pressure of 150 psi. ,
PART 3 EXECUTION 111
3.1 Operation i
A. CONTRACTOR shall be responsible for all costs associated with temporary
pumping, including temporary electric service, temporary standby power, all
electricity usage and fuel to operate the temporary pumps and controls.
River Terrace North Pump Station and Force Main,PN 6631 Temporary Pumping and Piping '
14-1611.204 01515 -4
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B. CONTRACTOR shall respond to and resolve all alarms from temporary
pumping operations.
C. CONTRACTOR shall be responsible for ensuring that the temporary bypass
pumps are maintained and remain operational 24 hours per day 7 days per
week for the duration of any CONTRACTOR planned bypass.
D. CONTRACTOR shall notify OWNER immediately in the event of a high level
or overflow alarm. OWNER will provide CONTRACTOR with names and
telephone numbers of personnel to be contacted in the case of an alarm or
other emergency.
3.2 Staffing
Provide a minimum of one operator for temporary pumping at all times that the
pumps are in operation, unless automatically controlled in accordance with Paragraph
1 2.1.
3.3 Temporary Piping
' Route temporary piping to avoid blocking construction and maintenance equipment
access. Provide protection for piping and couplings where crossing access points in
' unavoidable.
3.4 Testing
A. Prior to operation pressure test temporary piping to a pressure no less than 150
' psi and submit test results to ENGINEER.
B. Prior to operation, provide a functional test for the complete temporary
pumping system including pumps, valves, alarms, telemetry, and redundancy.
i
' END OF SECTION
1
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' River Terrace North Pump Station and Force Main,PN 6631 Temporary Pumping and Piping
14-1611.204 01515 - 5
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SECTION 01611
ISEISMIC REQUIREMENTS FOR NON-STRUCTURAL
COMPONENTS AND SYSTEMS
PART 1 GENERAL
I
1.1 Related Documents
A. Drawings, general provisions of the Contract including General and
1 Supplementary Conditions, Section 01300 - Submittals, and sections within
other Specification Divisions related to hangars, anchors, supports and seismic
restraint or seismic control.
I1.2 Summary
IA. This section contains seismic design requirements common to several
Specification Divisions and Sections including but not limited to Architectural,
Mechanical, HVAC, Plumbing and Electrical for non-structural equipment,
Icomponents and systems. The components and systems indicated below are
required for immediate re-occupancy and minimization of disruption to
operations following a seismic event. All elements shall meet the
requirements of this section and Chapter 13 of ASCE 7-10 as amended by the
2014 OSSC section 1613.5.
IB. Components that require seismic anchorage design in accordance with this
section include:
1 1. Distributed systems weighing more than 5 lbs/ft
I2. Components weighing more than 400 pounds
3. Components weighing more than 20 pound but less than or equal to
I 400 pounds that have a center of mass located 4-feet or more above the
floor or roof level that supports the component.
4. Exceptions:
I
a. Furniture
Ib. Temporary or movable equipment
1.3 Accepted Standards
IA. ASCE 7-10 Section 13.1.6 allows for the use of reference documents or
standards for industry specific systems or components which represent
acceptable procedures for seismic design and construction. The use of these
I River Terrace North Pump Station and Force Main,PN 6631 Seismic Requirements,Non-Structural
14-1611.204 01611 - 1
1
documents or standards does not alleviate the CONTRACTOR from
submitting calculations, drawings and product data that show conformance to
the requirements of this section.
B. Pre-approved details meeting the requirements of ASCE 7-10 Section 13.3
may be used for this project without submitting calculations indicating
compliance with the design criteria specified in Section 1.6 Design Criteria.
The CONTRACTOR shall provide shop drawings detailing the product and
specifying the pre-approved detail(s) to be used and their locations along with
supporting documentation.
1.4 Submittals I
A. Product data: Illustrate and indicate style, material, strength, fastening
provision and finish for each type and size of seismic restraint component
used.
B. Shop drawings: Submit shop drawing plans and details indicating horizontal ,
and vertical location(with respect to floor level and grids) layout, spacing,
sizes and types of seismic restraint and gravity supports for each system or
component requiring bracing. The connection details shall be on similar size
plan sheets or clearly presented in bound 8-1/2" x 11", 3-ring binder format.
Indicate materials and dimensions andidentify hardware, including attachment I
and anchorage devices. Shop drawings shall be stamped by a registered
Structural Engineer in the state of Oregon. The shop drawings must be clearly
organized and presented such that they can be readily interpreted by the
CONTRACTOR for installation and the Special Inspector. Include the
following:
1. Fabricated Support: representations of field-fabricated supports not
detailed on the Shop Drawings.
2. Seismic Restraints: Detail anchorage and bracing not defined by other
details or charts on the Shop Drawings. Include the following:
a. Design: To support selection and arrangement of seismic
restraints, include calculations of combined tensile, compressive
and shear loads. NOTE: Anchorage to concrete shall comply with
ACI 318-08 Appendix D assuming cracked concrete conditions.
b. Details: Detail fabrication and arrangement. Detail attachments of
restraints to the restrained items and to the structure. Show
attachment locations, methods and spacing. Identify components,
list their strengths and indicate directions and values of forces
transmitted to the structure during seismic events.
1
River Terrace North Pump Station and Force Main,PN 6631 Seismic Requirements,Non-Structural '
14-1611.204 01611 -2
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C. Calculations: Calculations shall be submitted together with the Shop
p
Drawings. Calculations shall substantiate the design of the sizes, thicknesses,
Iand types of seismic-restraint connections, gravity support connections,
fabrication, and attachment(fastening, anchorage, welding, etc.) to the
I structure, including all fasteners. Calculations shall clearly indicate the loads
imposed on the primary building structure, including magnitude, direction and
location. Calculations shall be based upon the design requirements in Section
I 1.6 Design Criteria and shall be stamped by a registered Structural Engineer in
the State of Oregon.
D. Welding certificates of welders performing component or system installation.
i
E. Field Quality Control Reports
IF. Field Observation Reports from the Special Inspector
1.5 Quality Assurance
A. Comply with seismic-restraint requirements in ASCE 7-10 as amended by the
I 2014 OSSC section 1613.5 unless requirements in this Section are more
stringent
I1.6 Design Criteria
A. General: Seismic Demands on Non-Structural Components per ASCE7-10
I Chapter 13 are superseded by Sections 1.6.B and 1.6.0 below. Conform to all
other Sections of ASCE7-10 Chapter 13 as amended by the 2014 OSSC
section 1613.5.
IB. Horizontal seismic forces: Design and detail all members and connections to
meet the requirements of ASCE 7-10 based on the actual system or component
I operating weight. The design and evaluation of components and their support
and attachments shall consider their flexibility as well as their strength. The
following forces shall be used for all design and calculations.
I1. Seismic design category: refer to Structural Notes in the Drawings.
1 2. Occupancy category: Refer to the Drawings.
3. Fp =horizontal seismic design force applied at the components center
I of gravity in any direction and distributed relative to the component's
mass distribution.
I Fp =0.4 SDS [(apWp)(1+2z/h)]/(Rp/Ip)
FpiAx= 1.6 Ip SDs Wp
FPMIN= 0.3 Ip SDs Wp
I
I River Terrace North Pump Station and Force Main,PN 6631 Seismic Requirements,Non-Structural
14-1611.204 01611 -3
4. ap =component amplification factor, per ASCE 7-10 Chapter 13,
specified elsewhere within individual Divisions or Specification
Sections.
5. Rp =component response modification factor, per ASCE 7-10 Chapter
13, unless specified elsewhere for individual Division or Specification
Sections.
6. Wp=component operating weight. 1
7. Ip = component importance factor. The component importance factor
shall be 1.5 if any of the four conditions listed in ASCE 7-10 13.1.3
apply; where none of the four conditions apply, the component
importance factor shall be the same as the seismic importance factor for
the structure. Refer to Structural Notes in the Drawings.
8. z =height above grade for the attachment of the component. z shall be
taken as zero below grade. The value of z/h need not exceed 1.0.
9. h=average roof height of the structure above grade. 1
10. SDS = Short Period Design Spectral Response Acceleration, refer to
Structural Notes in the Drawings
C. Vertical seismic forces: Calculate vertical seismic force by the following
equation. The design force shall be applied vertically at the center of gravity of
the component or distributed according to the mass distribution of the
component or system. The vertical seismic force shall be combined with the
horizontal seismic force as well as the Dead Load gravity force to determine
the maximum force for component or anchorage design. Combine horizontal
and vertical effects as indicated in ASCE 7-10, Section 13.3.1.
Fpv=+/-0.2 SDSWp I
D. Seismic attachments, bracing and anchorage shall be designed such that the '
component force is transferred to the lateral force resisting system of the
structure through a complete load path. Attachments shall not be made across
expansion and contraction joints. I
E. Components with vibration isolation systems shall have snubbers in each
horizontal direction and vertical restraints as necessary to resist overturning. I
F. The seismic anchorage system shall provide restraint in all directions,
including vertical, for each component or system for which seismic design is
required.
1
River Terrace North Pump Station and Force Main,PN 6631 Seismic Requirements,Non-Structural 1
14-1611.204 01611 -4
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PART 2 PRODUCTS
III
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I (NOT USED)
IPART 3 EXECUTION
(NOT USED)
1 END OF SECTION
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IRiver Terrace North Pump Station and Force Main,PN 6631 Seismic Requirements,Non-Structural
14-1611.204 01611 -5
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SECTION 01650
FORCE MAIN PRESSURE TESTING
PART 1 GENERAL
1.1 Description
A. This section covers field pressure testing of piping, fittings, and valves for
1 sewage force main. 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 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
CONTRACTOR.
B. CONTRACTOR shallrovide 72 hour notification to ENGINEER
p and
OWNER prior to conducting hydrostatic testing. CONTRACTOR shall provide
coordination and scheduling required for OWNER and ENGINEER to witness and
provide necessary labor for operating OWNER's existing system during hydrostatic
testing procedures. CONTRACTOR shall not operate any part of the existing water
or sewer system.
C. CONTRACTOR shall perform flushing and testing of all pipelines and
appurtenant piping, complete, including conveyance of test water to point of use and
all disposal thereof, all in accordance with the requirements of the Contract
Documents.
1.2 Reference Specifications, Codes, and Standards
Codes and Standards: Comply with theprovisions of the followingcodes, standards
pY
and specifications, except as otherwise shown and specified:
ANSI/AWWA C605-05 -
(Revision of ANSI/AWWA C605 94) —
Underground
Installation of Polyvinyl Chloride (PVC) Pressure Pipe and Fittings for Water
ANSI/AWWA C600-05 (Revision of ANSA/AWWA C600-99) — Installation of
Ductile-Iron Water Mains and Their Appurtenances
AWWA M23 —PVC Pipe—Design and Installation
1
River Terrace North Pump Station and Force Main,PN 6631 Force Main Pressure Testing
14-1611.204 01650- 1
1
1.3 Contractor Submittals
A testing schedule, including proposed plans for water conveyance, control, and I
disposal shall be submitted in writing for approval a minimum of two weeks before
testing is to start.
PART 2 PRODUCTS
2.1 Equipment
A. All test equipment, temporary valves, bulkheads, or other equipment and
materials shall be determined and furnished by CONTRACTOR subject to
ENGINEER'S review. No materials shall be used which would be injurious to the '
construction or its future functions.
B.As a minimum, CONTRACTOR shall furnish the following equipment and f
materials for the test:
Amount Description I
1 Hydraulic pump approved by ENGINEER with valves and fittings as
needed and required for testing the facilities.
1 As required, suitable suction and discharge hose.
2 Pressure gages with pressure range at least 120% greater than the
required maximum test pressure with graduations in two (2)psi
increments. Gages shall have been calibrated within 90 days of
pressure testing.
4 Volume graduated containers approved by ENGINEER I
C. All temporary thrust restraint and equipment and facilities required for
hydrostatic testing will be considered incidental. i
PART 3 EXECUTION 1
3.1 Hydrostatic Testing- PVC Force Main
A. CONTRACTOR shall make all necessary provisions for conveying water to
the points of use and for the disposal of test water. I
B. No section of the pipeline shall be hydrostatically tested until all field-placed
concrete or mortar has attained full strength. At CON IRACTOR'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 ENGINEER prior to each installation. '
River Terrace North Pump Station and Force Main,PN 6631 Force Main Pressure Testing I
14-1611.204 01650-2
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1
C. All piping shall be tested under a hydrostatic test pressure not less than 100 psi
I
(+1- 5 psi) at the highest point along the test section or as shown on the plans.
The hydrostatic test pressure shall not be less than 1.25 times the maximum
I anticipated sustained working pressure at the highest point along the test
section unless the pressure exceeds the design pressure limit for any pipe,
thrust restraint, valve, fitting or other appurtenance of the test section.
ID. Testing shall be performed by filling the pipe with water, purging the pipe of
air and applying the specified test pressure by pumping. Once the test pressure
I has been attained the pump shall be valved off. The duration of the
hydrostatic test shall be 2 hours.
I E. The testing allowance shall be defined as the quantity of water that must be
supplied to the pipe section being tested to maintain a pressure within 5 psi of
the specified hydrostatic test pressure. No installation will be accepted if the
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quantity of makeup water is greater than that determined by the formula:
Q =
LDP 1/2
1 148,000
Where:
Q = quantity of makeup water, gallons per hour
IL = length of pipe section being tested, feet
D =nominal diameter of the pipe, inches
P = average test pressure during the hydrostatic test, psi
IF. Visible leaks shall be repaired, regardless of the amount of leakage.
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G. 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
the test period, operate the pump until the specified test pressure is again
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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
Ibe accurately measured.
H. If the test reveals any defects, leakage in excess of the allowable, or failure,
I CONTRACTOR shall furnish all labor, equipment and materials required to
locate and make necessary repairs. Testing the line (and repairing defects,
excessive leakage, and failures) shall be repeated until a test satisfactory to
I ENGINEER has been achieved. All costs for locating, repairing, and retesting
shall be borne by CONTRACTOR.
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3.2 Hydrostatic Testing- Ductile Iron Force Main I
A. All provisions of Section 3.1 shall apply.
END OF SECTION 1
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SECTION 01652
TESTING, TRAINING AND SYSTEM START-UP
PART 1 GENERAL
1.1 Scope
This section specifies equipment and system testing and start-up services to be
provided by CONTRACTOR,training of OWNER'S personnel and final testing
requirements for the complete facility. Additional requirements may be found in
other Specification sections.
1.2 Contract Requirements
A. Testing,training and start-up services are requisite to the satisfactory
completion of the Work.
B. Complete all testing, training, and start-up within the Contract Times.
labor, power, chemicals, tools, equipment,
C. Furnish all necessary 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. For each piece of equipment and each system installed, CONTRACTOR shall
develop and implement a start-up and testing plan. Submit a start-up plan for
each piece of equipment and each system not less than eight(8) 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 manuals
S. Functional testing
6. Performance testing
7. Operational testing
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River Terrace North Pump Station and Force Main,PN 6631 Testing, Training and System Startup
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C. Provide testing plan with test logs for each item of equipment and/or system.
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Include testing of alarms, control circuits, capacities, speeds, flows, pressures,
vibrations, sound levels, and other parameters. I
D. Provide summary of shutdown requirements for existing systems if required,
which are necessary to complete start-up of new equipment and systems. i
E. Revise and update start-up plan based upon review comments, actual progress,
or to accommodate changes in the sequence of activities. I
1.4 Equipment Installation
A.
InsPect all equipment and systems following installationand prior to start-
up
and operational testing.
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B. Provide written certification that mechanical, electrical and instrumentation
systems furnished are installed to manufacturer requirements prior to start-up
and testing.
1.5 General Start-up and Testing Procedures
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A. Mechanical Systems:
1. Remove rust preventatives and oils applied to protect equipment during I
construction.
2. Flush lubrication systems and dispose of flushing oils. Recharge I
lubrication systems with lubricant recommended by manufacturer.
3. Flush fuel system and provide fuel for testing and start-up. 11
4. Install and adjust packing, mechanical seals, 0-rings, and other seals.
I
Replace defective seals.
5. Remove temporary supports, bracing, or other foreign objects installed I
to prevent damage during shipment, storage, and erection.
6. Check rotating machinery for correct direction of rotation and for I
freedom of moving parts before connecting driver.
7. Perform cold alignment and hot alignment to manufacturer's tolerances. 111
8. Adjust V-belt tension and variable pitch sheaves. 1
9. Inspect hand and motorized valves for proper adjustment. Tighten
packing glands to ensure no leakage, but permit valve stems to rotate I
River Terrace North Pump Station and Force Main,PN 6631 Testing, Training and System Startup
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14-1611.204 01652 -2
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without galling. Verifyvalve 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 continuitytests on groundingsystems.
3. Test and set switchgear and circuit breaker relays for proper operation.
4. 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.
4. Follow Clean Water Services Electrical, Instrumentation
and Control
IStartup Standard Procedures. See attached form (01652-7).
1.6 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
River Terrace North Pump Station and Force Main,PN 6631 Testing, Training and System Startup
14-1611.204 01652- 3
functions. Generate signals with test equipment to simulate oeratin
operating
conditions in each control mode.
D. Conduct continuous 8 hour test under full load conditions. Replace parts
which operate improperly.
E. Coordinate with OWNER, equipment suppliers and manufacturer's
representatives as necessary to accommodate all OWNER pre-purchased
testing assistance services.
1.7 Certificate of Proper Installation I
A. At completion of functional testing, furnish written report prepared and signed
by manufacturer's authorized representative, certifying equipment: I
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. I
5. Controls, protective devices, instrumentation, and control panels
furnished as part of the equipment package are properly installed,
calibrated, and functioning.g start-up, q
6. Control logic for 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: 111
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.
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I1.8 Training of OWNER'S Personnel
IA. Provide operations and maintenance training for items of mechanical,
electrical and instrumentation equipment. Utilize manufacturer's
representatives to conduct training sessions.
I
B. Coordinate training schedule with OWNER'S staff. Coordinate training
I sessions to prevent overlapping sessions. Arrange sessions so that individual
operators and maintenance technicians do not attend more than two (2)
sessions per week.
IC. Provide operation and maintenance instructions structions for specific pieces of
equipment or systems two (2)weeks prior to training session for that piece of
Iequipment or system. See additional requirements for operation and
maintenance instructions specified in Section 01300, Submittals.
ID. Satisfactorily complete functional testing before beginning operator training.
E. OWNER may videotape the training for later use with OWNER's personnel.
I 1.9
Operational Testing
IA. Conduct operational test of the entire facility after all installation certifications
have been provided. Demonstrate satisfactory operation of equipment and
Isystems in actual operation.
B. Conduct operational test for continuous 3-day period.
IC. OWNER will provide operations personnel, ower, fuel, and other
P
consumables for duration of test.
ID. Immediatel correct defects in material,, workmanship, or equipment which
became evident during operational test.
IE. Repeat operational test when malfunctions or deficiencies cause shutdown or
partial operation of the facility or results in performance that is less than
I specified.
IF. Provide certificate of completion for variable frequency drive training.
1.10 Minimum Service Schedule
IMinimum services shall be provided by the manufacturers' representatives for certain
CONTRACTOR-provided equipment in accordance with the following schedule:
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IRiver Terrace North Pump Station and Force Main,PN 6631 Testing, Training and System Startup
14-1611.204 01652 - 5
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Minimum On-Site Time Requirements
1
1)Equipment 2)Equipment 3) Operator I
Specification Installation Testing Training
Section Equipment Instruction Assistance
11120 Submersible Sewage Pumps 0.5 CWD 1 CWD 0.5 CWD
15500 Heating&Ventilating 0.5 CWD 1 CWD 0.5 CWD
I
16232 Single Diesel Fueled Engine 0.5 CWD 2 CWD 0.5 CWD
Generator above 200 kW
16251 Automatic Transfer Switch 0.5 CWD 1 CWD 0.5 CWD i
16264 Variable Frequency Drives 0.5 CWD 1 CWD 3 CWD
60 to 500 HP i
16444 Low Voltage Motor Control 0.5 CWD 2 CWD 0.5 CWD
Center I
Div 17 Control Equipment 0.5 CWD 0.5 CWD 0.5 CWD
consecutive workingdayconsistingof an 8 hour I
NOTE: CWD is defined as a
period each day between the hours of 7:00 a.m. to 6:00 p.m. at the
Project Site. I
1.11 Record Keeping
Maintain and submit to ENGINEER the following records generated during start-up 111
and testing phase of Project:
A. Dailylogs of equipment testing identifying all tests conducted and outcome. 1
B. Logs of time spent by manufacturer's representatives performing services on
the Project site.
C. Equipment lubrication records. I
D. Electrical phase, voltage, and amperage measurements.
E. Insulation resistance measurements. I
F. Generator torsional and lateral vibration analysis report. 1
G. Data sheets of control loop testing including testing and calibration of
instrumentation devices and set-points. 1
River Terrace North Pump Station and Force Main,PN 6631 Testing,Training and System Startup
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14-1611.204 01652-6
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
END OF SECTION
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CleanWate Services
Last Updated: Oct 15,2007
CWS ELECTRICAL,INSTRUMENATION & CONTROL I
STARTUP STANDARD PROCEDURES
Item Specs Submittal By Contractor(s) Field Execution By District I
Contractor(s) Witness Test
(Yes/Optional)
1 Div 17 Pre-submittal conference Agenda I
2 Div 17 Initial set-Interconnection wiring
diagrams w/o approved'submittals
3 Div 17 Construction set-Interconnection
wiring diagrams with final
approved submittals
• Pre-requisite:w/approved initial
drawing set
4 Div 17 ORT 1 form filled out
• Pre-requisite:w/ approved
construction drawing set
5 Div 17 Calibration form preparation
• Pre-requisite:w/approved
submittal
6 Div 17 Electrical continuity point-to- Optional
point test(Pre-ORT 1)
• Pre-requisite:Approved ORT
1 form filled out
7 Div 17 MFR field calibrate and/or Optional
certify proper equipment
installation and signed
calibration and/or certification
forms.
• Pre-requisite: Completed
electrical continuity test.
8 Div 17 ORT 1 Demonstration Yes-with Owner I
• Pre-requisite: Signed Software Developer
calibration/certification form &Engineer
by MFR field service reps.
9 Div 17 ORT 2 Demonstration- Yes-with Owner
Conduct by Owner Software Software Developer
Developer&support by
Contractor
• Pre-requisite:Signed ORT 1
forms by Contractor and
Engineer
10 Div 17 Startup Yes-with Owner
• Pre-requisite:Completed Software Developer
ORT 2 by Owner Software
Developer
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Startup
14-1611 01652 - 8
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1 SECTION 02100
ISITE PREPARATION
IPART 1 GENERAL
1.1 Description
I
Work includes all demolition, clearing and grubbing indicated on the plans or
1 required for completion of work specified elsewhere.
1.2 Submittals
ISubmit 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
Imaterials.
1.3 Requirements of Regulatory Agencies
I
A. Permits -- Burning on project site will not be permitted.
IB. Protection of Persons and Property-- Meet all federal, state and local safety
requirements for the protection of workmen, other persons, and property in the
I vicinity of the demolition and clearing work and requirements of General
Provisions.
I1.4 Site Conditions
A. Existing Conditions -- CONTRACTOR shall determine extent of work
Irequirements and limitations before proceeding with work.
B. Protection--Protect existing site improvements, trees and shrubs to remain to
Ipreclude 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,
Iexcess foot or vehicular traffic and parking of vehicles within drip line.
Provide temporary guards, as necessary, to protect trees and vegetation to be
I 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 the 1tACTOR.
C. Existingby UtilitiesCON--1'Before starting clearing of site work, notify utility
agencies; disconnect or arrange for disconnection of utilities (if any) affected
Iby required work. Keep all active utilities intact and in continuous operation.
I River Terrace North Pump Station and Force Main,PN 6631 Site Preparation
14-1611.204 02100- 1
1
PART 2 PRODUCTS
2.1 Ownership of Existing Materials 1
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 I
ENGINEER.
PART 3 EXECUTION
3.1 Workmanship I
Perform work in accordance with recognized standard and efficient methods.
Operators of equipment shall be conscientious and skilled.
3.2 Clearing and Grubbing I
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. I
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 I
2. Roads and parking areas 18 inches
3. All other areas 12 inches I
C. The CONTRACTOR shall remain within the property lines and construction
easements at all times. I
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River Terrace North Pump Station and Force Main,PN 6631 Site Preparation I
14-1611.204 02100-2
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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
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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
Ian emulsified asphalt. Temporarily cover exposed roots with wet burlap to prevent
roots from drying out; cover with earth as soon as possible.
1 3.4 Landscaped Areas
When any portion of the work crosses private property or landscaped areas, the
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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
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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.
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1 River Terrace North Pump Station and Force Main,PN 6631 Site Preparation
14-1611.204 02100 -3
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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 I
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 I
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, I
unused material, or equipment shall have been removed and the premises left
in a condition satisfactory to the OWNER and the ENGINEER.
111
END OF SECTION
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14-1611.204 02100-4
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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 CON IRACTOR shall submit its plans for dewatering the pump station site and
force main and gravity pipe trenches to the ENGINEER for review prior to the
beginning of construction activities requiring such systems. No excavations shall be
started until the su' bmittal review is complete. Said review by the ENGINEER of the
CONTRACTORS 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 CON IRACTOR of its overall
responsibility and liability for the work. Information to be provided with the
submittal shall include the following:
A. Design calculations and drawings indicating the location and size of deep
11 wells, observation wells, well points, sumps, discharge lines, sediment control
systems and any other groundwater control system component. Calculations
and drawings shall be made by an Oregon registered Professional Engineer
experienced in the design of dewatering systems.
B. Capacities and details of pumps and standby equipment.
C. Design calculations showing adequacy of system and selected equipment,
including well screen slot sizes and filter pack calculations.
D. Detailed description of the dewatering schedule, operation, maintenance and
well abandonment procedures.
E. Projected drawdown in wells and estimated zone of influence with
groundwater elevations.
F. Estimated dewatering system discharge flow rate.
G. Test method, equipment and schedule for monitoring discharge water quality.
River Terrace North Pump Station and Force Main,PN 6631 Dewatering
14-1611.204
02140- 1
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H. Name of Oregon licensed well driller planned for installation and
abandonment of dewatering and observation wells.
1.3 Quality Control
A. It shall be the sole responsibility of the CONTRACTOR to control the rate and I
effect of the dewatering in such a manner as to avoid all objectionable
settlement and subsidence. I
B. All dewatering operations shall be adequate to assure the integrity of the
finished project and shall be the responsibility of the CONTRACTOR. I
C. Where structures or utilities 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 utilities rests solely with the CONTRACTOR. The cost of
repairing any damage to adjacent structures and restoration of utilities shall be
the responsibility of the CON"TRACTOR.
PART 2 PRODUCTS
2.1 Equipment
required, mayinclude the use of wellpoints, sumppumps, 1
Dewatering, where
temporary pipelines for water disposal, rock or gravel placement, and other means.
Standby pumping equipment shall be maintained on the jobsite. I,
PART 3 EXECUTION t
3.1 General I
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 insure111
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.
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14-1611.204 02140-2
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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 CON TRACTOR 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 use other means to
prevent pumping of fine sands or silts from the subsurface. Continual
monitoring by the CONTRACTOR shall be required to ensure that the
subsurface soil is not being removed by the dewatering operation.
The CONTRACTOR shall dispose of water from dewatering operations and/or
surface runoff 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. All
release of water from dewatering operations and surface runoff shall be in
compliance with the 1200-C permit and all other erosion and sediment control
requirements.
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, sewers, adjacent utilities, roadways and railroads.
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River Terrace North Pump Station and Force Main,PN 6631
14-1611.204 Dewatering
02140-3
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3.2 Removal of Dewatering Systems
A. Removal of dewatering systems shall be performed in a manner that does not I
disturb or damage adjacent new or existing structures or utilities. Fill all voids
immediately with specified backfill material. I
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
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River Terrace North Pump Station and Force Main,PN 6631 Dewatering I
02140-4
14-1611.204
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SECTION 02160
IEXCAVATION SUPPORT SYSTEMS
IPART 1 GENERAL
I1.1 Description
I
111
This Section specifies minimum requirements for excavation support systems such as
Isheeting, 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 designing and providing 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.
A tight sheet excavation support system selected by the CONTRACTOR shall be
provided for the excavation of the wet well, manholes and the pump station valve
vault. The tight sheet system shall conform to the requirements of this section and
I shall be designed to prevent sloughing and to contain running sand and silt behind the
lagging.
1.2 Submittals
The CONTRACTOR shall submit its plans for trench and excavation support systems
Ito 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:
A. Design calculations and shop drawings of 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
I support systems and shall comply with the applicable requirements of OSHA
and the Oregon Structural Specialty Code with respect to excavation and
construction.
for B. Arrangement, size and details each excavation support system.
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River Terrace North Pump Station and Force Main,PN 6631 Excavation Support Systems
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C. Construction methods and sequencing to be used for the installation and
removal of each excavation support system.
D. Contingency plan for alternative procedures to be implemented if the
excavation support system is found to perform unfavorably or if obstructions
are encountered in the installation.
1.3 Design Criteria I
Shop drawings with supporting calculations for the various excavation support
systems shall be prepared in accordance with the following minimum criteria: I
A. Design the excavation support system and all components to support the earth
pressures, unrelieved hydrostatic pressures, utility loads, equipment,traffic, I
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 I
during the excavation and support removal stages.
C. Design system so that water seepage is minimized. Provide dewatering and I'
positive means for preventing sloughing and containing material behind
lagging. 1
D. Vertical support capacity shall be provided for wall systems and internal
bracing elements for loads due to vertical force components and live loads onII
any portion of the system.
1.4 Quality Control I
A. , CONTRACTOR is solely responsible for quality assurance of temporary
shoring. At a minimum, the CON TRACTOR shall continually verify that the 111
shoring is planned, executed, and maintained in accordance with applicable
codes and regulations and good construction practice. CONTRACTOR shall
continually verify that installation of the shoring is in conformance with the
plans prepared by the CONTRACTOR's design engineers.
B. CON TRACTOR shall institute as a part of shoring construction a quality I
assurance program at each shoring location. The program shall include, but
not be limited to, systematic observation of suitability of shoring materials,
installation, excavation, settlement and lateral deflection monitoring,
groundwater control, adjacent construction activities, and other factors.
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C. CONTRACTOR'S S engineered shoring described in this Section shall include
design calculations and drawings prepared, stamped, sealed and signed by a
Professional Civil or Structural Engineer who is licensed in the State of
Oregon.
D. The work of this Section shall be done by a firm specializing in thise of
work. The firm shall: type
1. Regularly and presently perform shoringinstallation as one e of their
principal services.
2. Have technical qualifications,q experience, training and facilities to
properly install shoring.
3. CONI'
KACTOR shall provide the services of a supervising engineer,
registered in the State, with at least 5 years of experience in the design
and construction of shoring walls. A foreman or superintendent
experienced in the installation and removal shoring walls shall be
present while this work is performed.
4. Support of excavations shall be designed by the CONTRACTOR in
accordance with the criteria indicated and specified.
E. CONTRACTOR shall monitor performance of support system components for
both vertical and horizontal movement.
F. CONTRACTOR shall 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, except as authorized by the ENGINEER.
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B. The support system shall extend below the main excavation bottom elevation
I
to a depth adequate to prevent hydrostatic uplift, seepage and piping, and
lateral movement and to adequately support applied vertical loads. Damage to 1
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.
D. A company representative from the excavation support system shall be on site I
during initial setup of the system. Contractor shall install excavation support
system in strict conformance with the representative's recommendations.
3.2 Removal of Support Systems
A. Removal of excavation support systems shall be performed in a manner that 1
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 1
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SECTION 02200
IEARTHWORK '
IPART 1 GENERAL
•
1.1 Description
Work covered in this section includes general excavation, fill and backfill work.
IEarthwork shall meet the specifications of this Section, City of Tigard, and
Washington County Standards, and Clean Water Services Standards. In the case of
conflict, the more stringent specification shall apply.
I1.2 Submittals
IA. Submit results of aggregate sieve analysis and standard proctor tests for all
granular material.
IB. 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
I
CONTRACTOR shall submit to the ENGINEER batch weights of each batch
of CLSM used during construction.
IC. See Section 01300 for CONTRACTOR submittals.
I1.3 Reference Specifications, Codes and Standards
A. Commercial Standards
111
ASTM C 94 Specification ification for Ready-Mixed Concrete
1 ASTM C 403 Test Method for Time of Setting Concrete Mixtures by
Penetration Resistance
IASTM D 422 Method for Particle-Size Analysis of Soils
III ASTM D 698 Test Methods for Moisture-Density Relations of Soils
and Soil-Aggregate Mixtures, Using 5.5-lb (2.49-kg)
I
Rammer and 12-inch (304.8-mm) Drop (AASHTO T-99)
ASTM D 2487 Classification of Soils for Engineering Purposes
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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 I
ASTM D 4832 Preparation and Testing of Controlled Low Strength
Material Test Cylinders t
B. Reference Standards
References herein to the "Oregon Standard Specifications" shall mean the
most recently published version of the Oregon Standard Specifications for
Construction, published by the Oregon Department of Transportation.
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, 1
character, composition or condition of the material encountered and shall
further include all debris,junk, broken concrete, and all other material. All I
excavation shall be unclassified unless provided for otherwise elsewhere in
these specifications.
B. Classified Excavation
1. Common Excavation I
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, 1
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 1
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exvium . Stabmy defined as a track-
mounted caathydraulic excavatorentuiofle the 52achiner,800 ti72,500 pound class
Iequipped with a single shank ripper. The ENGINEER may waive the
demonstration if the material encountered is well-defined rock. The
i term "rock excavation" shall be understood to indicate a method of
removal and not a geological formation.
0 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
Ithis 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
I 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.
I
In trench excavations, boulders or pieces of concrete below grade larger
l' 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
I 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
Ithan 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
Irock excavation.
Use of explosives for excavation of rock will not be allowed on this
V project.
a 1.5 Quality Assurance
A. Soil Testing -- Soil sampling and testing to be by an independent laboratory .
approved by the ENGINEER and paid for by the OWNER. The frequency of
testing to be determined by the ENGINEER.
IB. Compaction Tests for Moisture-Density Testable Materials-- Maximum
density of optimum moisture content by ASTM D698 (AASHTO T-99). In-
place density in accordance with Nuclear Testing Method ASTM D2922 and
ID3017.
C. Compaction Tests for Non-Density Testable Embankment Materials shall be
completed as specified in Section 3.5 C.
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D. Soil Classification-- All imported materials, classification in accordance with
ASTM D2487.
E. Allowable Tolerances --Final grades shall be plus or minus 0.04 foot.
F. In Place Testing of CLSM-- CLSM shall be tested in accordance with ASTM I
C 403.
G. 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 I
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 and Local 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 I
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) 1
inches below subgrade established under this contract. All abandoned piping
to be plugged as approved by ENGINEER.
E. Existing Survey Baseline Calibration Monuments - Protect and preserve all
baseline monuments along the project site area. Horizontal and Vertical
locations of monuments shall remain unchanged and CONTRACTOR is
responsible for any damage to existing baseline monuments and will be
responsible for any repairs or replacement.
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IPART 2 PRODUCTS
I2.1 Crushed Rock
a Crushed rock identified as 3/4 inch-0, 1 inch-0, and 1 1/2 inch-0 gradation on the
• plans shall meet the gradation and other requirements of the Oregon Standard
Specifications for Dense-Graded Base Aggregates. Crushed rock identified as open-
I graded aggregate on the plans shall meet the gradation and other requirements of the
Oregon Standard Specifications for Open-Graded Base Aggregate.
1 2.2 Granular Drain Backfill Material
Granular drain backfill material shall be crushed or uncrushed rock or gravel as
Ishown 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 Oregon Standard Specifications for such material.
I2.3 Stone Embankment Material
IStone embankment material shall be crushed rock or gravel, clean, hard, angular,
durable, unweathered, free-draining, and visibly well graded from course to fine with
I the maximum size as shown on the plans. Stone embankment material shall meet the
gradation and other requirements of the Oregon Standard Specifications for such
material with the exception that oversize durable rock fragments shall not be used.
I2.4 Controlled Low Strength Material (CLSM)
ICLSM 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,
I dense, non-settling fill and a compressive strength at 28 days of 100 to 200 psi if not
otherwise shown or specified.
2.5 Select Native Fill
Select native fill shall consist of approved earth obtained from on-site excavations,
I free of peat, humus, vegetative matter, organic matter, and rocks greater than 12
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
I these specifications.
2.6 Imported Fill
Imported fill material shall consist of approved imported earth substantially free of
1 organic material and foreign debris. Imported fill material shall meet the
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requirements for select native fill as defined above and shall be approved by the
ENGINEER. I
2.7 Topsoil
Top 6-12 inches of existing soil containing organic matter. ENGINEER's decision I
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.
2.8 Spoils
All excess material not suitable or not required for backfill and grading shall be I
hauled off site (and disposed of at a location approved by the ENGINEER). The
CON TRACTOR 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.
I
PART 3 EXECUTION
3.1 General I
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. I
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.
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3.3 Excavation
A. Excavate material of every nature and description to the lines and grades as
III
3.4 Rock E
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
thatxc needed to complete the work shall be hauled off site and disposed of at no
expense to the OWNER.
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.
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 100 percent maximum density unless otherwise specified.
C. Embankment Construction --New embankment fill shall belace
p don
minimum 8-ft-wide horizontal benches excavated into firm, undisturbed
existing ground approved by the ENGINEER. Place non-density testable
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embankment fill material shown or specified in horizontal 12-inch maximum
loose lifts and compact with at least four full passes of a heavy-weight
vibratory roller. Conduct at least one proof-roll deflection test in the presence
of the ENGINEER for each every two layers of embankment placed. If the
layer being tested exhibits any yielding, deflection, or pumping, rework the
area to provide acceptable test results prior to placement of any additional
material.
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
111
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
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14-1611.204 02200 - 8
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I
SECTION 02221
IEXCAVATING, BACKFILLING AND COMPACTING FOR STRUCTURES
I PART 1 GENERAL
1
1.1 Description
A. Scope -- The work described in this section consists of excavating material, fill
II 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
11 project as shown on the Plans and as specified.
B. Definitions
1. Rock Excavation--As defined in Section 02200
I 2. Common Excavation -- As defined in Section 02200
3. Unclassified Excavation --As defined in Section 02200
ii1.2 References
References herein to the "Oregon Standard Specifications" shall mean the
I most recently published version of the Oregon Standard Specifications for
Construction,published by the Oregon Department of Transportation.
ii
111 1.3 Quality Assurance
A. Compaction Requirements -- In-place dry density of compacted material shall
be at least 100 percent of maximum dry densityoptimum moisture content
at p
determined on the basis of ASTM Method D698 (AASHTO T-99).
B. Testing Requirements
I1. In-place compaction tests shall be performed by the OWNER at 2-foot
elevation increments in the fill material. The ENGINEER shall be
provided with the results of each compaction test at the time of testing.
I2. The ENGINEER and the OWNER reserve the right to require
additional tests at no additional cost to the OWNER.
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02221 - 1
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PART 2PRODUCTS
2.1 Structural Fill I
Clean, free-draining sand, sand and gravel or crushed rock with all material passing
the 3-inch sieve and no more than 5 percent by weight passing the No. 200 sieve by
the wet sieve analysis method. Material shall be generally uniformly graded from
coarse to fine with enough finer material to fill the voids. I
2.2 Crushed Rock
theplans shall meet the gradation and other I
Crushed rock with gradation as shown on
requirements of the Oregon Standard Specifications for base aggregates.
2.3 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 Standard Specifications for base aggregates.
PART 3 EXECUTION 1
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. I
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 the CONTRACTOR's expense.
C. See also Geotechnical Report included as Supplemental Information. At a 1
minimum comply with the recommendations therein.
3.2 Control of Water I
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. I
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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. 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 during construction, it shall
be restored to requirements and satisfaction of the ENGINEER.
1. Soil conditions -- If the finalade for supporting�' pp g s tructures is
disturbed or becomes wet or dried out 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
111 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 CON TRACTOR and provided to
the ENGINEER.
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6. Stockpiling of excavated materials -- Construction areas and spoils
I
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 the 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 i
designated and adequately protected against deterioration(i.e. erosion,
water, etc.)
3.4 Subgrade Preparation
General I
Excavate to firm undisturbed soil or rock. 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.
3.5 Structural Fill under Structures
Pump Stations to
--Bringrequired subgrade with compacted crushed rock fill I
q �'
material. Place in 8-inch(measured loose) lifts and compact to 100 percent maximum
dry density. Mechanical tampers permitted in confined areas. Do not place when I
weather conditions and/or moisture content prevent attainment of specified density.
Place a 6-inch minimum layer of 3/4-inch-0-inch crushed rock to required grade under
all concrete footings. Place an 8-inch minimum layer of 3/4-inch-0-inch crushed rockII
to required grade under all concrete slabs. All material placed shall be compacted in
six-inch lifts to 100 percent of maximum dry density.
3.6 Backfill for Structures
A. General I
Prior to placing backfill, remove forms,temporary construction and debris
below grade. Backfill shall not be placed against poured concrete until 28 111
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 I
River Terrace North Pump Station and Force Main,PN 6631 Excavating,Backfilling and Compacting
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02221 -4
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units. Particular care must be taken to avoid damage to the pipe connections
to the structure.
B. Pump Stations
Crushed rock backfill material shall be brought up on all sides of the wall 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 100 percent of the standard maximum dry
density.
3.7 Structural Fill under Slabs and Footings
g
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.
1 2. Minimum depth of base course below equipment pads shall be 12
inches.
END OF SECTION
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SECTION 02222
IEXCAVATING, BACKFILLING AND COMPACTING FOR UTILITIES
1 PART 1 GENERAL
I1.1 Description
A. Work covered in this Section includes trench excavation for pipe, utility vaults
I and other utilities, pipe bedding, trench and utility vault backfill. All work
shall conform to Washington County Standards, Oregon Standard
Specifications and Clean Water Services Standards except as modified herein.
In the case of discrepancy the more stringent provisions shall apply.
B. Excavation for Utilities Includes
I1. Work of making all necessary excavations for the construction of all
1 contract work
2. Furnishing, placing and use of sheeting, shoring, and sheet piling
Inecessary in excavating for and protecting the work and workmen
3. Performing all pumping and work necessary to keep the trenches free
1 from water
4. Providing for uninterrupted flow of existing rivers, treatment plant
I processes, drains, and sewers and the temporary disposal of water from
other sources during the progress of the work
I5. 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
I7. Removing and replacing existing sewers, culverts, pipelines, and
bulkheads where necessary .
1 8. Removing after completion of the work all sheeting and shoring not
necessary to support the sides of excavations
1 9. Removing all surplus excavated material
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10. Performing all backfilling and rough grading of compacted backfill to I/
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 off-
site 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
111
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 I
granular material.
B. See Section 01300 for CONTRACTOR submittals.
1.3 Protection I
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. Bracingshall 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 I
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removed at the time of backfilling, but the CONTRACTOR shall be
a 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
I 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
ICONTRACTOR of his responsibility under the contract.
D. Removal of Water
1. The CON TRACTOR 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. Refer to
Section 02140 Dewatering for more information.
2. The CONTRACTOR shall dispose of water from the work in a suitable
1 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 6 inches. The compaction requirement for the pipe bedding
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and pipe zone shall not be less than that required for the trench backfill above
the pipe zone I
B. Trench Backfill Zone
Trench backfill is defined as the furnishing, placing and compacting of I
material in the trench above the pipe zone, up to bottom of the pavement base
rock, ground surface or surface material. I
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. I
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 I
Section 2200, Earthwork
D. Classification of Excavated Material �
Excavated materials are defined within Section 02200, Earthwork.
111
1.5 Quality Assurance
A. Compaction Requirements I'
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 ASTM D698 (AASHTO T-99).
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B. Testing Requirements
An independent laboratory approved by the ENGINEER and paid for by the
OWNER will perform all soil sampling and testing. Testing location and
frequency to be determined by the ENGINEER.
1.6 References
I . A. Standard Specifications for Public Works,APWA, current manual, hereinafter
called"APWA Standard Specifications".
B. Oregon Department of Transportation, Oregon Standard Specifications pecificahons for
Construction current manual, hereinafter called "Oregon Standard
1 Specifications".
PART 2 MATERIALS
I
2.1 Native Backfill Material
1
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
I 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
IUnless otherwise shown on the1
p ans or specified herein, granular backfill material
shall be well graded crushed rock with a maximum aggregate size of 3/4-inch in the
Ibedding 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
I less than 8 percent by weight passing the 1/4-inch sieve, as approved by the
ENGINEER.
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PART 3EXECUTION
3.1 Preparation I
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 I
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, structures, and utilities be left in 111
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. I
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 0
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,
III
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 I
A. The CONTRACTOR shall remove, replace and/or repair any damage done by
the CONTRACTOR during construction to fences, buildings, cultivated fields, 1
drainage crossings, and any other properties at his own expense without
additional compensation from the OWNER. The CONTRACTOR shall
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I :111 or Class E and pipe zone backfill shall be Class D. Class D backfill shall be
compacted to 100 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
I Class B backfill shall be to not less than 95 percent of maximum density at
optimum moisture content. Class D backfill shall be compacted to not less
than 100 percent of maximum density at optimum moisture content.
I3.10 Compaction Testing
A. The OWNER will provide the services of a licensed, independent agency to
perform compaction testing. 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
1 feet of pipeline trench as measured along the pipe centerline. After the
ENGINEER is satisfied that the CONTRACTOR's method of compaction
I 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.
I3.11 Utility Crossings
IA. 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
I
leakage at the new joints. Unless otherwise specified herein,all expenses
I 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
Ihis bid.
B. Water Lines Crossing Sewer Lines-- Whenever water lines cross sewer r lines,
I 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
Iat the crossing. For clearances less than 1.5 feet, the CONTRACTOR shall
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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
141 06
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. I
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 I
areas on which reasonable topsoil conditions exist, the CON TRACTOR 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 1
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 1
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SECTION 02230
1 EROSION AND SEDIMENTATION CONTROL
PART 1 GENERAL
1.1 Scope
A. This section covers the requirements for temporary and permanent ry p t erosion and
sedimentation control necessary to prevent migration of sediment and silt
laden water to adjacent surface water bodies and drainage structures.
I
B. CONTRACTOR shall provide all materials, labor, and equipment necessary to
Iinstall adequate erosion and sedimentation controls.
1.2 Quality Control
IThe OWNER has made application anon to Clean Water Services and Oregon Department
of Environmental Quality for a 1200-C Erosion Control Permit. All fees and permit
ill costs will be borne by the OWNER. If CONTRACTOR proposes to modify the
approved erosion control plan, CONRACTOR shall work through Clean Water
Services to revise application/permit. CON TRACTOR shall obtain the final permit
I and 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.
A. In addition to the conditions of the Erosion Control Permit issued by Clean
I Water Services and Oregon Department of Environmental Quality, erosion
control provisions shall conform to regulatory requirements of the following
agencies.
1
1. Federal Clean Water Act— Section 208.
2. Oregon Revised Statutes—Chapter 451.
I3. Washington County Community Development Code.
1.3 Submittals
A. At the Preconstruction Conference, CONTRACTOR shall submit a completed
1200-C Name Change and Permit Transfer Application to Clean Water
I Services and DEQ Northwest Region, 2020 SW 4th Avenue, Suite 400,
Portland, Oregon 97201-4987. The 1200-C permit will be transferred to the
CONTRACTOR and the CONTRACTOR will have sole responsibility for
1' compliance with all of the permit requirements and the day-to-day
implementation of the Erosion and Sediment Control Plan.
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B. Upon completion of and acceptance of all Work, CONTRACTOR shall submit
Notice of Termination Application for NPDES General Permit to Discharge
Storm Water Associated with Construction Activity to Clean Water Services
and DEQ Northwest Region, 2020 SW 4th Avenue, Suite 400, Portland,
Oregon 97201-4987.
1.4 Schedule
A. Required temporary sedimentation control facilities must be constructed and in
operation prior to land clearing and other construction to ensure that sediment
laden water does not enter the natural drainage systems.
B. Temporary sediment facilities shall be maintained in a satisfactory condition
until such time that permanent ESC facilities are in place or sufficient
vegetation has been established and potential for on-site erosion has passed.
C. The implementation, maintenance, replacement, and additions to
erosion/sedimentation control systems shall be the responsibility of the
CONTRACTOR.
I
PART 2 PRODUCTS
2.1 Check Dam Sand or Gravel Bags
Bags to be either burlap or woven"Geotextile" fabric filled with gravel or sand. I
2.2 Jute Matting
A. Be of a uniform open plain weave of unbleached, single jute yarn treated with f
a fire retardant chemical.
B. The yarn shall be of a loosely twisted construction and shall not vary in I
thickness by more than one-half of its normal diameter.
C. Furnished strips hed in rolled stri s 48 inches wide by approximately 50 yards long.
D. Average weight of 0.92 pounds per square yard with an allowable tolerance of
plus or minus 1 inch in width and 5 percent in weight.
2.3 Filter Fabric
Filter fabric for the erosion protection barriers shall be Mirafi 140, or equivalent.
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2.4 Wire
IWire for the erosion protection barriers shall be 2 by 2 mesh, 12 gauge galvanized
wire.
1 2.5 Support Posts
Support posts for the erosion protection barriers shall be minimum 2 inch by 2 inch,
I Douglas Fir No. 1, or better wood posts.
2.6 Clear Plastic Covering
I
Clear plastic covering for protection of
slopes and cuts shall meet the requirements of
the NBS Voluntary Product Standard, PS 17 for Polyethylene sheeting having a
1111,
minimum thickness of 6 mil.
111' PART 3 EXECUTION
Ill3.1 Erosion Control
A. Erosion control provisions shall meet or exceed the requirements of the local
agency having jurisdiction.
I
B. When provisions are specified and shown on the drawings, they are the
-, minimum requirements.
1
C. CONTRACTOR shall not permit sediment-laden waters to enter natural
Iwaterways.
D. As construction progresses and seasonal conditions dictate, more siltation
control facilities may be required. It shall be the responsibility of the
CON TRACTOR to address new conditions that may be created and to provide
additional facilities over and above minimum requirements as may be
required.
E. Provide temporary erosion control measures to prevent erosion from piles of
I topsoil or fill material. Before completing the Contract, any areas of bare soil
shall be permanently seeded.
F. Additional measures may be necessary depending on construction activity and
weather. CONTRACTOR will be responsible for carrying out the erosion
control provisions of the approved ESC Plan.
1,
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IRiver Terrace North Pump Station and Force Main,PN 6631 Erosion and Sedimentation Control
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3.2 Siltation Control
Siltation control is required. Check dams or silt fences may be placed in streams or I
ditches receiving stormwater from areas disturbed by construction.
3.3 Filter Fabric Fences
A. Filter fabric fence shall consist of filter fabric fastened to wire fabric with
staples or wire rings. I
B. Wire shall be fastened to posts set at 6 foot-maximum centers.
C. Fabric shall be buried into ground a minimum of 12 inches to prevent silt from
washing under fabric.
D. Fence shall be located to catch silt and prevent discharge to drainage courses.
E. Erosion Control Check Dam
F. Sand or gravel filled bags shall be installed in drainage way to catch silt.
a gap Spillway shall be lower than outer edge of dam. Leave a one sand bag g p in
top row to provide spillway.
3.4 Placing Jute Matting
A. Seed and fertilizer shall be placed prior to placing of matting.
B. Jute matting shall be unrolled parallel to the flow of water. Where more than
one strip of jute matting is required to cover the given area, it shall overlap the
adjacent mat a minimum of 4 inches. The ends of matting shall overlap at least
6 inches with the upgrade section on top.
C. The up-slope end of each strip of matting shall be staked and buried in a 6
inch-deep trench with the soil firmly tamped against the mat. Three stakes per
width of matting (one stake at each overlap) shall be driven below the finish
ground line prior to backfilling of the trench.
D. ENGINEER may require that any other edge exposed to more than normal r
flow of water or strong prevailing winds be staked and buried in a similar
manner.
E. Check-slots shall be laced between the ends of strips by placing a tight fold of
the matting at least 6 inches vertically into the soil. These shall be tamped and
stapled the same as up-slope ends. Check-slots must be placed so that one .�
check-slot or one end occurs within each 50 feet of slope.
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1 F. Edges of matting shall be buried ed around the edges of catch basins and other
structures as herein described. Matting must be spread evenly and smoothly
1 and in contact with the soil at all points.
G. Matting shall be held in place by approved wire staples, pins, spikes, or
I wooden stakes driven vertically into the soil. Matting shall be fastened at
intervals not more than 3 feet apart in three rows for each strip of matting, with
II one row along each edge and one row alternately spaced in the middle. All
ends of the matting and check-slots shall be fastened at 6 inch intervals across
their width. Length of fastening devices shall be sufficient to securely anchor
1 matting against the soil and driven flush with the finished grade.
3.5 Placing Clear Plastic Covering
IA. Clear plastic covering shall be installed on erodible embankment slopes.
I B. The clear plastic covering shall be installed immediately after completion of
the application of roadside seeding. It is the intent of this specification that
clear plastic covering will be in place before the fall rainfall begins.
IC. Maintain the cover tightly in place by using sandbags or ties on slopes with a
minimum of 10 foot grid spacing in all directions. All seams shall be taped or
I weighted down full length. There shall be at least a 12 inch overlap of all
seams.
ID. Immediately repair all damaged areas.
E. Existing Drainage Facilities
F. Should a storm sewer or culvert become blocked or have its capacity restricted
due to siltation from CONTRACTOR's operations, the CONTRACTOR shall
I make arrangements with the jurisdictional agency for the cleaning of the
facility at no additional expense to the OWNER.
1
G. CONTRACTOR shall install catch basin inserts in existing catch basins in the
vicinity of, or adjacent to, clearing or construction activities to prevent
sediment from entering the on-site stormwater conveyance system.
I3.6 Drainage Diversion
A. CONTRACTOR may divert up-gradient surface runoff water around the site
as required. CONTRACTOR will be responsible for routing diverted surface
water to its original flow path downstream of the site, and providing energy
Idissipation and/or dispersion as needed to mimic pre-diverted flow
characteristics, as required by the ENGINEER.
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B. Drainage shall be restored to condition existing prior to construction unless I
otherwise shown on the drawings. I
END OF SECTION
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SECTION 02255
IAGGREGATE PIER FOUNDATION SYSTEMS
IPART 1 GENERAL •
1.1 Description
Work shall consist of designing, furnishing and installing Aggregate Pier foundations
to the lines and grades designated on the project foundation plan and as specified herein.
IThe aggregate piers shall be constructed to the design depth by vertically ramming lifts
of aggregate using high-energy impact densification equipment to create the compacted
aggregate pier. The Aggregate Pier elements shall be in a columnar-type configuration
Iand shall be used to produce an intermediate foundation system for support of static
and seismic foundation loads and meeting the total and differential settlement
I requirements; and increase the apparent soil shear strength to improve global stability
beneath the embankment supporting the pump station.
Work Included
I1.2
A. Provision of all equipment,material labor, and supervision to design and install
Aggregate Pier elements. Design shall rely on subsurface information presented
Iin the project geotechnical report. Layout of Aggregate Pier elements, spoil
removal (as required), footing excavations, and subgrade preparation following
aggregate pier installation is not included.
I B. The Aggregate Pier design and installation shall adhere to all methods and
Istandards described in this Specification.
C. Drawings and General Provisions of the Contract, including General and
Supplemental Conditions, and Division 1 Specifications, apply to the work in
Ithis specification.
1.3 Approved Systems
IA. Impact®and Rampact®Rammed Aggregate Pier(RAP) System by Geopier
Foundation Company;
IB. GeoRam®Engineered Aggregate Pier system by GeoTech Foundation
Company West;
IC. Vibro Pier by Hayward Baker, Inc.
Approved Installers
I1.4
A. Contractorsualified for inclusion in the Bid Proposal as the Installer are:
p
I1. Geopier-Northwest—Bellevue, WA
IRiver Terrace North PS and FM,Project No 6631 Aggregate Pier Foundation Systems
14-1611.204 02255-1
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—Hillsboro OR I
2. GeoTech Foundation Company-West ,
3. Hayward Baker, Inc. —Tukwila, WA
4. Advanced Geosolutions, Inc. —Lake Forest, CA
5. Malcolm Drilling Company, Ground Improvement Division —Kent,
WA
1.5 Reference Standards
A. Design
1. "Control of Settlement and Uplift of Structures Using Short Aggregate
Piers," by Evert C. Lawton (Assoc. Prof., Dept. of Civil Eng., Univ. of
Utah),Nathaniel S. Fox (President, Geopier Foundation Co., Inc.), and
Richard L. Handy (Distinguished Prof. Emeritus, Iowa State Univ.,
Dept. of Civil Eng.), reprinted from IN-SITU DEEP SOIL
IMPROVEMENT, Proceedings of sessions sponsored by the
Geotechnical Engineering Division/ASCE in conjunction with the
ASCE National Convention held October 9-13, 1994, Atlanta, Georgia.
2. "Settlement of Structures Supported on Marginal or Inadequate Soils
Stiffened with Short Aggregate Piers," by Evert C. Lawton and
Nathaniel S. Fox. Geotechnical Special Publication No. 40: Vertical
and Horizontal Deformations of Foundations and Embankments,
ASCE, 2, 962-974.
B. Quality Control Testing
1. ASTM D 1143 - Pile Load Test Procedures
2. ASTM D 1194 - Spread Footing Load Test
3. ASTM D 5778 —Standard Test Method for Electronic Friction Cone
and Piezocone Penetration Testing of Soils (e.g. Cone Penetration Test
(CPT) probes)
C. Materials and Inspection
1. ASTM D 1241 - Aggregate Quality '
2. ASTM D 422 - Gradation of Soils
D. Where specifications and reference documents conflict, the Aggregate Pier
Designer (the Designer) shall make the final determination of the applicable
document.
1.6 Certifications and Submittals '
A. Design Calculations- The Installer shall submit detailed design calculations and
construction drawings prepared by the Designer for review and approval by the
ENGINEER.All plans shall be sealed by a Professional Engineer in the State in
which the project is constructed.
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14-1611.204 02255-2
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IB. Professional LiabilityInsurance ce-
The Designer shall have Errors and Omissions
design insurance for the work. The insurance policy should provide a minimum
I coverage of$3 million per occurrence.
C. Building Code Acceptance - The Installer shall demonstrate that the proposed
Iaggregate pier system has been evaluated by the International Code Council
(formerly ICBO).
ID. Modulus Test Reports—A modulus test(s) is performed on a non-production
aggregate pier element as required by the Designer to verify the design
assumptions. The Installer shall furnish the CONTRACTOR a description of
I the installation equipment, installation records, complete test data, analysis of
the test data and verification of the design parameter values based on the
modulus test results. The report shall be prepared under direction of a
I Registered Professional Engineer.
E. Daily Aggregate Pier Progress Reports — The Installer shall furnish a complete
I and accurate record of Aggregate Pier installation to the CONTRACTOR and
ENGINEER. The record shall indicate the pier location, length, volume of
I aggregate used or number of lifts, densification forces during installation, and
final elevations or depths of the base and top of piers. The record shall also
indicate the type and size of the installation equipment used, and the type of
I aggregate used. The Installer shall immediately report any unusual conditions
encountered during installation to the CONTRACTOR, to the Designer and to
the ENGINEER.
IF. Contingency Work Plan - The Installer shall furnish a Contingency Work Plan
that details the manner in which Aggregate Pier installation shall continue in
Ithe event that unanticipated work conditions.
1.7 Aggregate Pier Design
IA. The design of the Aggregate Pier system shall be based on the service load
bearing pressure and the allowable total and differential settlement(static and
I
seismic) criteria for the valve vault and control building for the Aggregate Pier
Foundation System; and to achieve the required composite effective friction
angle for the Aggregate Pier Slope Stability System; as indicated by the
I Drawings, Specifications and as discussed in the Geotechnical Report for
support by the Aggregate Pier system.
B. The Aggregate Pier system shall be designed in accordance with generally-
111 accepted engineering practice and the methods described in Section 1 of these
Specifications. The minimum design life of the structure shall be 50 years.
IC. The aggregate pier elements shall be designed using an aggregate pier stiffness
modulus to be verified by the results of the modulus test described in Section
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3.3 of these Specifications.
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14-1611.204 02255-3
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D. Design for Aggregate Pier Foundation System
1. The Aggregate Pier installation area shall extend 5 feet outside/beyond 1
all sides of the valve vault and control building footprint and extend 5
feet outside/beyond the pipe trench limits between the valve vault and
the wet well. See Drawings for details.
2. The Aggregate Pier system shall be installed to a depth of at least 15
feet below the original ground surface.
I
3. The aggregate pier dimensions (spacing and diameter) shall be
engineered by the Designer to meet the following criteria:
I
Minimum Allowable Static Soil Bearing Pressure
following installation of Aggregate Piers 2,000 psf
Minimum Allowable Seismic Soil Bearing Pressure
following installation of Aggregate Piers 3,000 psf
I
Estimated Total Long-Term Static Settlement
for Valve Vault and Control Building: <_ 1-inch I
Estimated Long-Term Differential Static
Settlement(edge of footing to point on floor slab I halfway between footings): <_0.5-inch
E. Design for Aggregate Pier Slope Stability System
I
1. The Aggregate Pier installation area shall be completed within the full
extent of the Aggregate Pier Slope Stability area. See Drawings for I details.
2. The Aggregate Pier system shall be installed to a depth of at least 15
feet below the original ground surface.
I
3. The aggregate pier dimensions (spacing and diameter) shall be
engineered by the Designer to provide a minimum composite effective
I
friction angle of the aggregate pier treated soil mass of 34 degrees
based on an assumed existing (untreated) soil mass effective friction I angle of 32 degrees.
1.8 Work Hour Limitations
A. All site work associated with the installation of the Aggregate Pier systems
shall be conducted between the hours of 8:00 a.m. and 5:00 p.m. on weekdays
only, or as limited by the Land Use Permit, whichever is more restrictive.
I
B. No weekend or holiday work will be allowed.
I
River Terrace North PS and FM,Project No 6631 Aggregate Pier Foundation Systems I
14-1611.204 02255-4
C. Requests for variations in work hours shall be made in writing and shall be
approved by the OWNER.
PART 2 MATERIALS
2.1 Aggregate
A. Aggregate used by the Installer for pier construction shall be pre-approved by
the Designer and shall demonstrate suitable performance during modulus
testing. Typical aggregate consists of Type 1 Grade B in accordance with
ASTM D-1241-68, No. 57 stone, recycled concrete or other graded aggregate
approved by the Designer.
' B. Potable water or other suitable source shall be used to increase aggregate
moisture content where required. The CON TRACTOR shall provide such
water to the Installer.
PART 3 EXECUTION
3.1 Approved Installation Procedures
' The following sections provide general criteria for the construction of the Aggregate
Pier elements. Unless otherwise approved by the Designer, the installation method
used for Aggregate Pier construction shall be that as used in the construction of the
successful modulus test.
A. Displacement Aggregate Piers
1. Displacement Aggregate Pier systems shall be constructed by
advancing a specially designed mandrel with a minimum 10 ton static
' or dynamic force, augmented by dynamic vertical ramming energy, to
the full design depth. The hollow shaft mandrel, filled with aggregate,
is incrementally raised permitting the aggregate to be released into the
shaft and then lowered by vertically advancing and/or ramming to
densify the aggregate and force it laterally into the adjacent soil. The
cycle of raising and lowering the mandrel/rammer is repeated to the top
' of pier elevation. The cycle distance shall be determined by the
Designer.
2., Special high-energy impact densification apparatus shall be employed
to vertically densify the Aggregate Pier elements during installation of
' each constructed lift of aggregate.
3. Densification shall be performed using a mandrel/tamper. The
mandrel/tamper foot is required to adequately increase the lateral earth
River Terrace North PS and FM,Project No 6631 Aggregate Pier Foundation Systems
14-1611.204 02255-5
pressure in the matrix soil during installation. Compaction equipment
that induces horizontal vibratory energy is not permitted.
4. Downward crowd pressure shall be applied to the mandrel during
installation.
limmommomm.
5. It is not acceptable to utilize air or water jetting to advance the
aggregate pier equipment.
B. Augered Aggregate Piers I
1. Augered Aggregate Pier system shall be pre-augered using mechanical
drilling or excavation equipment.
2. If cave-ins exceeding 10 percent of the lift volume occur during
excavation such that the sidewalls of the hole are deemed to be unstable
by the ENGINEER and/or the Installer, or if in the opinion of the
ENGINEER the sidewall instability of the excavations is not providing
the required ground improvement detailed in the specifications, steel
casing shall be used to stabilize the shaft at no additional cost to the
OWNER. The Installer shall have sufficient steel casing available for
111
delivery to the project site as may be needed to complete the work
without delays.
3. Aggregate shall be placed in the augered shaft in lift thicknesses as ,
determined by the Designer.
4. A specially-designed beveled tamper and high-energy impact I
densification apparatus shall be employed to densify lifts of aggregate
during installation. The apparatus shall apply direct downward impact
energy to each lift of aggregate. Compaction equipment that induces
horizontal vibratory energy is not permitted.
3.2 Plan Location and Elevation of Aggregate Pier Elements '
A. The as-built center of each pier shall be within 6 inches of the locations
indicated on the Designer's plans.
B. Aggregate Pier elements installed beyond the maximum allowable tolerances
shall be abandoned and replaced with new piers, unless the Designer approves
the condition or provides other remedial measures.
C. All material and labor required to replace rejected piers shall be provided at no
additional cost to the OWNER.
D. It is the responsibility of the CONTRACTOR to determine if probable ,
rejection may occur due to an obstruction or mislocation.
1
River Terrace North PS and FM,Project No 6631 Aggregate Pier Foundation Systems I
14-1611.204 02255-6
111
3.3 Quality Control
A. Control Technician
1. The Installer shall have a full-time, on-site Control Technician
dedicated exclusively to Quality Control observation to verify and
report all installation procedures.
1 2. Equipment operators shall not have the dual role of Control Technician.
3. The Installer's Control Technician shall immediately report any
' unusual conditions encountered during installation to the Designer, the
CON TRACTOR, and to the ENGINEER.
B. Aggregate Pier Stiffness Modulus Testing
1. Aggregate Pier Stiffness Modulus Tests will be performed at locations
i agreed upon by the Designer and the ENGINEER to verify or modify
Aggregate Pier designs.
' 2. Stiffness Modulus Test procedures shall utilize appropriate portions of
ASTM D 1143 and ASTM D 1194, as outlined in the Aggregate Pier
' design submittal.
C. Bottom Stabilization Testing (BSTs) /Crowd Stabilization Testing(CSTs)
1. Bottom stabilization testing (BSTs) or Crowd stabilization testing
(CSTs) shall be performed by the Installer's Control Technician during
the installation of the modulus test pier.
2. Additional testing as required by the Designer shall be performed on
' selected production Aggregate Pier elements to compare results with
the modulus test pier.
3.4 Quality Assurance
A. Responsibilities of the ENGINEER
' 1. The ENGINEER shall monitor the modulus test pier installation and
testing. The Installer shall provide and install all dial indicators and
other measuring devices as may be necessary for ENGINEER to
monitor testing.
' 2. The ENGINEER shall monitor the installation of Aggregate Pier
elements to verify that the production installation practices are similar
to those used during the installation of the modulus test elements.
1
' River Terrace North PS and FM,Project No 6631 Aggregate Pier Foundation Systems
14-1611.204 02255-7
1
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3.5 Responsibilities
A. Site Preparation and Protection i
1. The CONTRACTOR shall locate and protect underground and '
aboveground utilities and other structures from damage during
installation of the Aggregate Pier elements.
2. Site grades for Aggregate Pier installation shall be within 1 foot of the
top of footing elevation or finished grade elevation to minimize
Aggregate Pier installation depths. Ground elevations and bottom of
footing elevations shall be provided to the Installer in sufficient detail
to estimate installation depth elevations to within 3 inches.
3. The CONTRACTOR will provide site access to the Installer, after '
earthwork in the area has been completed. A working surface shall be
established and maintained by the CONTRACTOR to provide wet
weather protection of the subgrade and to provide access for efficient
operation of the Aggregate Pier installation.
4. Prior to, during and following Aggregate Pier installation, the 1
CONTRACTOR shall provide positive drainage to protect the site from
wet weather and surface ponding of water. ,
5. If spoils are generated by Aggregate Pier installation, spoil removal
from the Aggregate Pier work area in a timely manner to prevent
interruption of Aggregate Pier installation is required.
B. Aggregate Pier Layout
The location of Aggregate Piers for this project, including layout of individual
Aggregate Pier elements, shall be marked in the field using survey stakes or
similar means at locations shown on the drawings.
C. Excavations of Obstructions '
1. Should any obstruction be encountered during Aggregate Pier
installation, the CONTRACTOR shall be responsible for promptly
removing such obstruction, or the pier shall be relocated or abandoned.
Obstructions include, but are not limited to, boulders, timbers, concrete,
River Terrace North PS and FM,Project No 6631 Aggregate Pier Foundation Systems 1
14-1611.204 02255-8
I
bricks, utili lines etc. whichch shall prevent placing the piers to the
I
required depth, or shall cause the pier to drift from the required location.
2. Dense natural rock or weathered rock layers shall not be deemed
obstructions, and piers may be terminated short of design lengths on
I such materials.
D. Utility Excavations
111
Protection of completed p d Aggregate Pier elements is the responsibility of the
CONTRACTOR. The CON TRACTOR shall coordinate all excavations made
I subsequent to Aggregate Pier installations so that excavations do not encroach
on the piers as shown in the Aggregate Pier construction drawings. In the
event that utility excavations are required in close proximity to the installed
I Aggregate Pier elements, the CONTRACTOR shall contact the Designer
immediately to develop construction solutions to minimize impacts on the
Iinstalled Aggregate Pier elements.
E. Foundation Preparation
I1. Excavation and surface preparation of foundation subgrade and base
aggregate shall be the responsibility of the CONTRACTOR.
I2. Foundation excavations to expose the tops of Aggregate Pier elements
shall be made in a workman-like manner, and shall be protected until
I placement of foundation aggregate base, with procedures and
equipment best suited to (1) avoid exposure to water, (2)prevent
softening of the matrix soil between and around the Aggregate Pier
Ielements before placing foundation aggregate base course, and (3)
achieve direct and firm contact between the dense, undisturbed
Aggregate Pier elements and the foundation aggregate base course.
I3. All excavations for foundations supported byAggregate Pier
foundations shall be prepared in the following manner by the ,
ICONTRACTOR. Recommended procedures for achieving these goals
are to:
Ia. Excavate to subgrade elevation using smooth-edged equipment
buckets/blades to minimize disturbance to aggregate pier and soil
matrix. Excavation subgrade shall be evaluated and approved by
1 ENGINEER.
I
b. Compaction of the top of Aggregate Pier elements shall be completed
using a motorized impact compactor ("Wacker Packer," "Jumping
Jack," or similar) if loose. Sled-type tamping devices shall only be
I
used in granular soils and when approved by the Designer. Loose or
IRiver Terrace North PS and FM,Project No 6631 Aggregate Pier Foundation Systems
14-1611.204 02255-9
I
soft surficial soil over the entire footing bottom shall be recompacted I
or removed, as directed by the ENGINEER. The surface of the I aggregate pier shall be recompacted prior to completing footing
bottom preparation as directed by the ENGINEER.
c. Place foundation aggregate base immediately after subgrade is I
prepared and approved, preferably the same day as the excavation.
Foundation aggregate base should be placed on the same day if I moisture-sensitive soils are exposed. If same day placement of
foundation aggregate is not possible, open excavations shall be
protected from surface water accumulation. Any soft or loose soil,
or water, that collects in foundation excavations shall be removed
before placement of foundation aggregate base.
4. The following criteria shall apply, and a written Site Visit Report
prepared by the ENGINEER shall be furnished to the Installer to
confirm: I
a. That water (which may soften the unconfined matrix soil between
and around the Aggregate Pier elements, and may have detrimental
I
effects on the supporting capability of the Aggregate Pier reinforced
subgrade) has not been allowed to pond in the footing excavation at
any time. I
b. That all Aggregate Pier elements designed for each footing have been
exposed in the footing excavation.
I
c. That immediately before footing construction, the tops of Aggregate
Pier elements exposed in each footing excavation have been
I
inspected and recompacted as necessary with mechanical compaction
equipment.
I
d. That no excavations have been made after installation of Aggregate
Pier elements within the excavation limits described in the Aggregate
Pier construction drawings, without the written approval of the
Installer or Designer.
I
END OF SECTION
I
I
I
River Terrace North PS and FM,Project No 6631 Aggregate Pier Foundation Systems
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14-1611.204 02255-10
SECTION 02440
' SPRINKLER IRRIGATION SYSTEM
PART 1 GENERAL
1.1 Description
A. Scope: Design, furnish, install and warranty automatic landscape irrigation
system.
1.2 Quality Assurance
A. Acceptable Manufacturers: Rainbird, or equal
p q
B. Installer's Qualifications: Has satisfactorily installed acceptable underground
sprinkler systems on at least 3 other projects of comparable complexity.
1.3 Irrigation System Design Criteria
' A. Velocities in mainline and lateral pipes shall not exceed 5 feet per second.
B. Coordinate pipe alignments with pavement, curbs, utilities, light poles,
vegetation, and other site structures. Consolidate piping wherever possible.
C. All lines and wires under paving, driveways, pathways, and structures shall be
' sleeved.
D. Sprinkler type, location, size and quantity shall provide 100% coverage for all
' new plant material. Head to head coverage may not be necessary in all areas.
E. Provide a manual isolation valve within 2' of all points of connection. The
valve size shall be the same as the irrigation mainline pipe diameter.
F. Provide a winterization assembly at all points of connection after the manual
valve.
G. Provide manual drain valves in all lateral lines at the lowest point for drainage.
H. CONTRACTOR shall determine static water pressure ranges in the supply
main at the site once service has been provided to the site and shall estimate
pressures anticipated for peak summer hours.
River Terrace North Pump Station&Force Main,PN 6631 Sprinkler Irrigation System
14-1611.204 02440- 1
1.4 Submittals
A. Design drawings: Submit CON TRACTOR design of irrigation system for ,
review, including at a minimum, the following:
1. Sprinkler head schedule: sprinkler type for each landscape area given in
area schedule
2. Piping layout (minimum scale 1" = 10') showing mainline and lateral I
piping size, location and flow rates
3. Automatic Valve layout
4. Locations of all manual isolation valves, winterization assemblies and
lateral pipe manual drain valves
B. Manufacturer's Data: Submit each manufacturer's catalog of parts I
C. Installation Instructions: Submit installation instructions
D. Operating and Maintenance Manuals
E. Spare Parts and Maintenance Materials I
F. Manufacturer's Standard Warranty Cards ,
G. As-Constructed drawings
1.5 Product Delivery, Storage,Stora e, and Handling
A. Prevent damage to system components during loading,transporting, and ,
unloading.
B. Store components in a dry, clean location. 1
PART 2 PRODUCTS '
2.1 Pipe and Pipe Fittings '
A. Main Lines to 4"
1. PVC pipe: PVC Schedule 40
2. Fittings: Schedule 40
3. PVC solvent cement: ASTM D2564 '
River Terrace North Pump Station&Force Main,PN 6631 Sprinkler Irrigation System ,
14-1611.204 02440-2
I
I B. Underground Lateral Lines
es
1 1. PVC pipe: PVC 1120, ASTM D1785 or D2241, Class 200
2. PVC fittings: Socket Type, ASTM D2464 or D2467
1
3. Solvent cement: ASTM D2564
4. No smaller than 3/4"
IC. Pipe Sleeves: PVC, Schedule 40 +
1. 4" PVC
IID. Brick
II1. ' Size: Standard solid, 4" x 2" x 8", nominal
2. Material: Sand, gravel, and Portland cement, conforming to ASTM
C90, Grade N
IE. Reduced Pressure Backflow Devices
1 1. Conbraco 40-200RP or equal
2. Febco 850 Y
3. Hersey FRP II
4. Or equal
I
2.2 Irrigation Equipment
A. Sprinkler Heads
I1. Pop-up sprinklers: Rainbird 1800-SAM-PRS Seriespop-up
pop up
height
1 2. Rotor Sprinklers: Rainbird 3500 Series
B. Automatic Valves- 1" through 2"
I
1. Rainbird 100 PESB-PRS-D
2. Plastic body
1 3. Self-cleaning nylon scrubber
4. Manual bleed
I 5. Contamination proof
6. Pressure regulating
C. Drain Valves
1. Size: 3/4"
llI I 2. Bronze or brass bonnet and stem, ASTM B62
IRiver Terrace North Pump Station&Force Main,PN 6631 Sprinkler Irrigation System
14-1611.204 02440-3
34.. Suitable
Service crossrating:wheel150-psi fornon-shock operation withcoldwater a standard key
5. Furnish three standard operating keys
D. Valve Boxes
1. Bolting locking device, "Jumbo" size for valve stations and as shown
on drawings
2. 10" diameter minimum box for drain valves and others as shown on
drawings
3. Ametek
4. Carson
5. Or equal
E. Automatic Controller, Field Transmitter (Provided by Owner) I
1. Owner-provided Weathermatic Smart Line Series, 10-station controller.
F. Wiring
1. Wire 1
a. Insulated, single or multi-strand copper, #14
b. 24-50 volt
c. UL approved as "Underground Feeder"
d. Conductor meeting ASTM B3
e. Insulation color: Red or orange: power, white: neutral
f. UL and UF designations clearly marked
2. Wire Splicer
a. 3M Scotch-Lok seal Tack 3576-77-78 or DBY '
b. Or equal
3. Electrical tape ,
a. All-weather type
b. 3/4" wide
c. 0.007" thick minimum
G. Swing Pipe Sprinkler Risers
1. Spiral barb elbow fittings, twist-in insertion,Rainbird SBE-050 (1/2")
and Rainbird SBE-075 (3/4"), or equal.
2. Swing Pipe: Rainbird SP-100, or equal, cut lengths in field as required '
River Terrace North Pump Station&Force Main,PN 6631 Sprinkler Irrigation System 1
14-1611.204 02440-4
I
1 H. , Winterization Assembly
1 1. Rainbird 44 "NP," or equal
2. . Top pipe male threads: 1"
1 3. Top pipe female threads: 3/4"
4. Operational with 44K key
5. 1" female NPT end universal air coupling on end of 44K, "Air King,"
Ior equal
I. Gate Valves
1 1. Bronze, ASTM B62
2. 200 psi WOG
I
3. IPS threaded connection and screw-in bonnet
4. Aqua, Hammond, or equal
5. Size per valve station, winterization assembly and drain valve
•
I
requirements
J. Air and Vacuum Relief Valve
1 1. 2" Bronze relief valve
2. 2" Hammond ball valve
1 K. Locating Wire
1 1. Blue#14 insulated, single- strand copper wire.
IPART 3 EXECUTION
I
3.1 General
A. Install the sprinkler system after the completion of site preparation
I
immediately prior to finish landscaping.
B. Piping and sprinkler layout: Adjust alignments to accommodate installed
I
condition of pavements, curbs, utilities, light poles, vegetation, and other site
structures. Install all piping in the landscape areas.
' C. Install irrigation system with caution, avoiding damage to underground
utilities throughout the site. Verify all utility locations prior to installation of
the irrigation system. Replace or repair all utilities damaged during
1 construction immediately.
I
I
River Terrace North Pump Station&Force Main,PN 6631 Sprinkler Irrigation System
14-1611.204 02440- 5
1
D. Sleeve all lines and wires under paving, driveways, pathways and structures in
sleeves.
E. Install automatic valves, manual isolation valves, and lateral pipe drain valves
in locations shown in design as prepared by CONTRACTOR and reviewed by
ENGINEER. Adjust locations to accommodate installed condition of
pavements, curbs, utilities, light poles, vegetation, other site structures and
finished grade.
3.2 Installation
A. Excavating and Trenching ,
1. Trenching
a. Excavate trench to pipe embedment depth.
b. Make width of trench at least 4" or 1-1/2 times the diameter of
pipe, whichever is wider.
pipe Below 6" above the topof the hold trench width to less 1
than 6" more than the diameter of the pipe.
d. Embed pipe as indicated on the Drawings. ,
e. Keep trenches free of obstructions and debris that would
damage pipe.
f. Do not mix subsoil with topsoil. ,
2. Jacking or boring: Jack or bore under walks, drives, and other obstacles
at a depth conforming to bottom of adjacent trenches. '
3. Rip and pull method of installing laterals will be allowed.
B. Piping System
1. Cover I
a. Main: 24" in all locations
b. Lawn areas (Laterals): 18"
c. Shrub beds (Laterals): 18"
d. Pipe sleeves: min of 6" to a max of 18" below paved or concrete '
areas
1
River Terrace North Pump Station&Force Main,PN 6631 Sprinkler Irrigation System I
14-1611.204 02440 -6
I
I
2. Clearances
Ia. Maintain following minimum horizontal clearances between
lines
1 1) Pipe 2" and smaller: 4"
2) Pipe 2-1/2" and larger: 12"
I3) Other services: 12"
b. Maintain a minimum vertical clearance between lines crossing
Iat an angle greater than 450.
3. Copper pipe under asphalt paving from 12" back of curb to 12" back of
Icurb when not shown on Drawings as sleeved.
4. Provide drain valves and grade lines to allow complete system
I drainage.
IC. Piping Erection
1. Threaded galvanized steel
Ia. Prior to installation thoroughlyream pipe to be threaded.
b. Cut threads conforming to procedures of ANSI B2.1.
Ic. Make joints with pipe joint compound applied to male end only.
2. PVC pipe fittings
Ia. Cuti e ends at 90 degrees.
grees
b. Clean all burrs.
Ic. Use approved reaming tool.
d. Wipe pipe ends with rag lightly wetted with PVC thinner.
111 e. Cement
1) Light coat on inside of fitting.
I2) Heavier coat on outside of pipe.
f. Set pipe by inserting into fitting and give a quarter turn to seat.
1g. Wipe excess cement from outside of pipe.
h. Allow 15 minutes set up time before moving.
i. No water permitted in pipe until joints have cured 10 hours.
ii. No testing permitted until joints have cured 24 hours.
k. Triple swing joints
1 1) Assemble with two wraps of Teflon tape.
IRiver Terrace North Pump Station&Force Main, PN 6631 Sprinkler Irrigation System
14-1611.204 02440- 7
I
2) Watertight but capable of being adjusted up or down.
1. Install pipe locating tape from the mainline to the remote control I
valve on each zone.
3. Copper pipe fitting s: solder '
D. Sprinklers I
1. Install plumb to within 1/16"
E. Backfill
1. Do not backfill joints until system has been tested and accepted. I
2. For first 3" over pipe, backfill with pipe zone material and compact.
3. Fill remainder of trench with excavated material, and mechanically
compact to density specified in Specification Section 02200 the full
depth of the trench.
4. Under pavement use techniques and compaction specified in Section
02200.
5. Backfill when pipe is not in an expanded condition due to heat or ,
pressure.
6. Cooling of pipe may be accomplished by operating system for short
period of time.
F. Control Wires '
1. Control wires are to be taped together at 10" intervals;then, this bundle
is to be taped to the bottom of supply main at 10' intervals with at least
three wraps of electrical tape.
2. Splices I
a. All splices must be encapsulated in the device specified in the
paragraph for "Wire Splices."
b. All splices must be contained in a plastic valve box wherein a
valve is installed.
c. No splices are permitted between the controllers and the valves. '
River Terrace North Pump Station&Force Main,PN 6631 Sprinkler Irrigation System I
14-1611.204 02440- 8
3. A separate "hot" lead d for each automatic valve
4. One common wire may be used to reach all valves.
5. Auxiliary wires shall be installed as noted on the Drawings.
6. Install auxiliarywires to pass through
each intermediate valve box and
to loop at least 24" of the wire in a coil as it passes through that
intermediate box.
7. Minimum size of copper wire is No. 14 UF.
8. The
control wires shall be color added as follows:
a. Neutral (Common) Wire: White
b. Hot wire: Red(or Orange)
9. All 24 V wiring inside of structures shall be enclosed in conduit.
IG. Automatic Controllers
1. The CONTRACTOR will coordinate controller location and
installation with ENGINEER, and electrical connections in accordance
with controller manufacturer's standard specifications,
recommendations, and all applicable local and state codes.
H. Automatic Valves
1. Install in "Jumbo" valve boxes.
' 2. Provide PVC Schedule 80 unions on each side of automatic valves.
3. Flush supply lines before installing automatic valves.
4. Use valve box extensions to ensure that box extends completely below
bottom of valve.
5. Install valve boxes 2" above finished
grade.
1 6. Install in shrub beds.
I. Mainline Connection
1. Connect at location shown on Drawings.
River Terrace North Pump Station&Force Main,PN 6631 Sprinkler Irrigation System
14-1611.204 02440- 9
1
J. Manual Drain Valves
1. Provide drainage pocket surrounding valve: 3 cubic feet of drain gravel. 1
2. Install drain valves at the lowest point for each circuit zone. Locate
additional drain valves at secondary low points as required to
completely drain the system. Two (2) valves per zone minimum.
3. Install valve in 10" diameter valve box, with top flush with finished
grade.
K. Winterization
Assemblies
1. Install drain and compressor quick coupler in common"Jumbo" box. I
L. Backflow Devices
1. The CONTRACTOR will coordinate backflow preventer location and
installation with ENGINEER.
2. Install after manual valve at point of connection to water supply.
3. Install in Jumbo box or above grade per manufacturer's I
recommendations and specifications.
3.3 Inspection
A. Do not enclose or cover any work until it has been inspected, tested, and
•
accepted.
3.4 Testing and Flushing '
A. Flushing
1. After all piping, risers, and valves are in-place and connected, but prior
to installation of sprinkler heads and quick-coupling assemblies,
thoroughly flush piping system under a full head of water.
2. Remove riser cap closest to automatic valve. I
3. Cap all risers.
4. Maintain flushing for 3 minutes through furthermost valve. I
5. Repeat process until the last head on the circuit is flushed. I
River Terrace North Pump Station&Force Main,PN 6631 Sprinkler Irrigation System I
14-1611.204 02440- 10
1
I
B. Pressure
I1. Conduct tests in presence of ENGINEER
2. Perform testing with pump approved by ENGINEER.
1 3. Hydrostatically test thei in in-place before completion
p p gp backfilling
leaving all system joints and connections exposed.
I4. Cap system and maintain a minimum test ressure of 100
p psi without
pumping for period of not less than 1 hour.
1 5. Visually check joints and connections for leaks
I6. Test is acceptable if no leakage or loss of pressure is evident during test
period.
1 7. Detect and repair all leaks.
I 8. Retest the system until test pressure can be maintained for duration of
the test.
1 C. Performance Test
1. At conclusion of pressure test, install sprinkler heads and test entire
Isystem for operation under normal operating pressure.
a. Test for manual, semi-automatic and fully automatic operation.
I
2. Test is acceptable if system operates with uniform coverage of areas to
be sprinkled under manual, semi-automatic and fully automatic
1 operation.
I3. Conduct test in presence of ENGINEER.
3.5 System Familiarization
1 A. Acceptance
111 1. Demonstrate operation of the system, including controller and all
valves to OWNER's operating personnel. Explain and demonstrate
start-up and winterizing procedures to OWNER's operating personnel.
I2. Provide the necessary keys s and/or other tools necessary to
operate/drain/activate the system.
I
IRiver Terrace North Pump Station&Force Main,PN 6631 Sprinkler Irrigation System
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3. Upon receipt of notice from the OWNER of failure on any part of this
equipment during the guarantee period, new replacement parts shall be
furnished and installed promptly by the CONTRACTOR at no
additional cost to the OWNER. Damages resulting from failure or
malfunction of specified components shall be repaired promptly, at no I additional cost to the OWNER.
4. The CONTRACTOR shall be responsible for grade settlement, and/or
I
erosion activity of soil surfaces resulting from irrigation construction
throughout specified warranty period.
3.6 System Protection I
A. Warranty I
1. Guarantee the irrigation system installed under this section to be free
from defects in materials and workmanship for a period of two years I
from the date of Final Inspection and Acceptance.
2. As part of the warranty under this contract,the CONTRACTOR shall I
be responsible for the deactivating and draining of the system prior to
the onset of the freezing season.
3. Upon the completion of the winterizing phase, submit a letter to the
OWNER certifying that the system was winterized and drained and
indicated the date such action was accomplished.
4. The CONTRACTOR will also be liable for any damage resulting from
failure to comply with the warranty.
5. Manufacturer's Warranty: Provide equipment manufacturer's i
standard Warranty for all system components, including but not limited
to, automatic controller, backflow preventer, valves, quick couplers,
and sprinkler heads.
END OF SECTION 1
I
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SECTION 02480
IPLANTING
IPART 1 GENERAL
I1.1 Description
A. Scope: Soil preparation, topsoil, compost, planting trees, shrubs, and ground
Icover; garden mulch and seeding operations.
1.2 Quality Assurance
IA. CONTRACTOR's Qualifications
1. Licensed landscaping CON I RACTOR, State of Oregon
2. Experienced with type and scale of Work specified
3. Adequate equipment and personnel to perform Work
IB. Comply with Local Requirements and Applicable Codes and Ordinances
C. Reference Standards
1. See referenced codes, ordinances, and current editions of the following:
Ia. American Standard for Nursery Stock, 1980
b. Sunset Western Garden Book: 1995 Edition, or most current
I edition
c. Hortus Third: Cornell University
ID. Coordinate with design-build sprinkler gn p er irrigation system installation
I1.3 Submittals
A. Certification that plants are of variety specified
IB. Maintenance Data
l1. Watering Requirements
2. Pruning instructions
3. Other care information
I
C. Provide shipping documents indicating nursery where plant material
has been
grown for last 12 months.
1
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1
1.4 Product Delivery, Storage, and Handling
A. Preparation for Delivery I
1. Balled and burlapped(B&B)plants
Dig
a.
and preparefor shipment in a manner that will not damage I
P
roots, branches, shape, and future development after replanting.
b.
Ball with firm, natural balls of soil. I
c. Wrap ball firmly with burlap or strong cloth and tie: I
ANSI Z60.1
d. Ball sizes and ratios: ANSI Z60.1 1
B. Delivery
1. Deliver fertilizer to site in original unopened containers bearing I
manufacturer's guaranteed chemical analysis, name, trade name,
trademark, and conformance to state law.
I
2. Do not deliver more plant materials than can be planted in one day.
3. Deliverlants with legible identification labels. I
p g
a. Label trees, evergreens, bundles, or containers of like shrubs or
ground cover plants.
b. State correct plant name and size indicated on Drawings. I
c. Use durable waterproof labels with water-resistant ink that will
remain legible for at least 60 days.
I
4. Protect during delivery to prevent damage to rootball or desiccation of
leaves. I
5. Notify ENGINEER of delivery schedule in advance so plant material
may be inspected upon arrival at Project site. I
6. Remove unacceptable plant material immediately from Project site.
C. e Stora 111
Storage
1. B&B plant stock I
a. Deliver direct from nursery.
I
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b. Heel-in immediately upon delivery if not to be planted within 4
hours.
2. Protect roots of plant material from drying or other possible injury.
ury.
3. Store plants in shade and protect from weather.
4. Maintain and protect plant material not to be planted within 4 hours.
5. Plant material not heeled in or planted within 4 hours will be marked
and removed from the site within 24 hours.
D. Handling
l 1. Do not drop plants
2. Do not pick up container or balled plants by stems or trunks
1.5 Job Conditions
A. Environmental Requirements
1. Plant during normal periods for optimum growth as determined by
season, weather conditions, and accepted practice, generally from
iFebruary 1 to May 1 and from October 1 to November 15.
2. Guarantee seed germination with roots and shoots by October 1 at the
latest.
B. Protect and maintain landscaped areas by watering, fertilizing, replanting, and
weeding until final acceptance by ENGINEER.
C. Finish grading of the site will include the addition of 3" Commercial Compost.
1 as soil amendment to be tilled into top 8" of the site soils prior to planting and
seeding.
PART 2 PRODUCTS
2.1 Materials
A. General
111
1. Comply with QualityAssuranceprovisions, References Standards, and
manufacturer's data. Where these conflict, the more stringent
requirements govern.
i
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2. Plant materials
a. Meet or exceed following reference standards for quality, size,
I
and conditions:
1) ANSI Z60.1: Nursery stock I
2) American Joint Committee of Horticultural
Nomenclature: Standardized Plant Names
3. Fertilizer: Conform to referenced FS O-F-24D, Commercial Fertilizers
B. Topsoil
I
1. , Topsoil for planting areas:
a. Upper 8" of native on-site material with 3" of Commercial
Compost tilled in
2. Topsoil for trees and shrubs: 111
•
a. Prepare mixture of 1/2 coarse native on-site material and 1/2 1
Commercial Compost
3. Imported topsoil fill for enhancement, mitigation and treatment areas: I
a. Imported topsoil shall be a natural, friable soil, representative of
productive soils in the vicinity. I
b. It shall be obtained from well-drained areas, free from
admixture of subsoil and foreign matter and objects larger than I
2 inches in diameter, toxic substances, and any other deleterious
material which may be harmful to plant growth.
c. Imported topsoil supply shall be approved by the ENGINEER.
C. Commercial Compost I
Composted yard debris, no noxious weed seed, composted a minimum of two
years. Submit sample and analysis from supplier.
I
1. Seed mix to be applied at a rate of 5-7 pounds per 1000 square feet.
D. Bark Mulch: Fir or hemlock, medium grade, well-rotted. 1
E. Hydroseed Products I
1. Weyerhaeuser Silva Mulch
2. Tackifier shall be J-Tac, Sentinnel Tackifier additive, or equal. I
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IF. Fertilizer
I1. Apply fertilizer at manufacturer's recommended rate, unless specified
elsewhere in the Contract documents.
1 2. Provide "Osmocote" 14-14-14 for all plant material. Divide the
recommended amount between the planting pit and as top dressing as
directed in 3.3 —Installation.
I
3. Provide Agro Transplanter in planting pit for plant material.
I4. Provide Kronde 20-10-15 plant tablets (agriform) for trees.
5. Provide 10-20-20 for hyrdroseeding preplanting fertilizer at 5 lbs/1,000
I sq ft
6. Provide 6-2-4 for hydroseeding post-installation fertilizer at 8 lbs/
I1,000 sq ft
G. Plants
I1. Plant list abbreviationsse
( e Drawings for plant list)
Ia. B&B: Balled and burlapped
b. BR: Bare root
c. cal: Caliper _
d. GC: Gallon Container
e. dia: Diameter
If. O.C.: On center
2. Quantities, species, and varieties, sizes, and conditions:
Ia. As shown on planting plan and plant list.
b. If number of plants shown in Drawings conflicts with plant
schedule, the larger number is required.
I
3. Unless otherwise designated, plants are required to:
Ia. Be fresh, well foliaged, in prime condition when in leaf, and
exhibiting normal growth habits.
1 b. Have all buds intact.
c. Be free of disease, injury, insects, insect eggs, larvae, and
I indication of strawberry root weevil.
d. Be free of seeds, weed roots, and other such contaminants.
IRiver Terrace North Pump Station&Force Main,PN 6631 Planting
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e. Be grown in Zone 6 per Sunset Western Garden, 1995
edition
4. Plants are required to be stock-acclimated to project site environmental I
conditions.
5. Plants are also required to have been consistently cultivated and grown I
in these conditions.
6. No cold storage plants are permitted. I
7. Grafted trees are required to be grafted at ground level.
8. B&B stock is required to have a
natural ball sufficient to ensure
survival and healthy growth.
9. BR materials are required to have sufficient root system ensuring
survival and healthy growth.
10. Plant Species
a. Proposed ONLY at the time of submitting documentation of I
ordered plant material.
b. Proposed substitutions require written proof from at least three t
sources (major plant suppliers) that particular plant is not
available.
c. Secure plant materials 3 months prior to commencing work.
H. Weed Control I
1. "Ronstar", or equal at specified agronomic rates for pre and post
emergence in planting beds outside of Sensitive Areas,Vegetated I
Corridors, and Storm Water Facilities.
2. For Sensitive Areas, Vegetated Corridors, and Storm Water Facility I
areas comply with list of approved chemical application standards
identified in Clean Water Services "Integrated Vegetation and Animal
Management Guidance." 1
I. Soil Amendment
1. CommercialCompost or equal organic amendment sample and analysis
from supplier submitted for approval.
River Terrace North Pump Station&Force Main,PN 6631 Planting I
14-1611.204 02480-6
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J. Tree/Shrub Guards
1 1. Comply with type and recommended height, shape, etc. for tree and
shrub guards identified in Clean Water Services "Integrated Vegetation
Iand Animal Management Guidance."
2. Pol eth lene S it
y y pal or Mesh plastic tree guards
3. Wire mesh guards: 12 or 16 gauge
IPART 3 EXECUTION
I
3.1 Inspection
IA. Verifygrades final g ades have been established prior to beginning planting
operations.
I
B. Inspect trees, shrubs, and ground cover plants for injury, insect infestation; and
trees and shrubs for improper pruning.
I C. Do not begin planting or wrapping of trees until deficiencies are corrected or
plants are replaced.
I
3.2 Preparation
IA. Stake out locations for plants and outline of planting beds on ground.
B. Do not begin installation until stakeout of plant locations and plant beds are
I acceptable to ENGINEER.
C. Field Measurements: Verify actual layout in relation to Drawings
1 1. Make adjustments as required quired by ENGINEER at no additional cost.
2. In grouped planting areas, follow specified distances on center.
I D. Protect theublic adjacent
p � properties, surfaces, and surrounding areas to
preclude harm during Work.
I
E. Protect all new planting until beginning of warranty period as required to
ensure vigorous establishment of plant material.
I F. Protect unfinished work when stopping for the day.
I
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3.3 Installation
A. Install the Work in accordance with Quality Assurance provisions, references, I
specifications, and manufacturer's directions.
1. Where these conflict,the more stringent requirements govern. I
B. Planting Areas
1. Bring grades to within 3" of finish grades for shrub beds.
2. Bring grades to top of curb for native grass areas.
C. Soil Conditions
1. Verify existing soil conditions for contaminants that may have been I
discarded by other trades, such as thinner and plaster.
2. Report findings immediately to ENGINEER. 1
D. Notification of Adverse Conditions
1. Responsibledrainage for adverse draina a conditions affecting plant growth, I
without proper notice to ENGINEER.
and Finish GradingI
E. Soil Preparation
1. As defined in the Drawings.
2. Fine grade prior to commencing planting and seeding.
3. Allow for added topsoil, commercial compost, and mulch.
F. Positive Draining
1. Crown planting areas in the center at 1/4" per ft from edge (unless I
otherwise noted).
2. Make grades flow smoothly one into another. I
3. Produce positive drainage away from structures.
G. Grade Verification I
1. Verify grades with ENGINEER at time of staking and layout before
beginning planting.
H. Layout
I
1. Stake out and verify layout for planting with ENGINEER before
beginning planting. I
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111
2. Refer to notes on Drawings.
I3. Immediately notify ENGINEER, in writing, of any variances between
Drawings and actual site; then await instructions before proceeding.
1 4. CONTRACTOR shall stake planting boundaries rather than individual
planting for large blocks of identical plant material.
1 5. Set plantings according to spacing shown on Drawings. If ground
position is more than 2' from plan position, consult with ENGINEER.
II. Planting
1. Plant trees in pits
a. Pits for trees: Dig according to details, rough not smooth, no
augering allowed.
I
b. If clay soil or any unusual condition likely to be detrimental to
new plantings is encountered, notify ENGINEER immediately.
I c.
Remove excess or unsuitable material excavated from plant
holes, and dispose.
I
d. Install plants with positive drainage away from rootball, unless
otherwise noted.
I
2. Backfill for plantings
Ia. Topsoil planting mix (equal parts native topsoil and commercial
compost) for trees and shrubs as shown in details.
I3. Hold plants in center of hole, approximately 2" above normal growing
position, and backfill approximately halfway(use topsoil for trees)
Ia. Place half of the manufacturer's recommended amount of
Osmocote evenly around rootball.
Ib. Backfill to within 5" of finish grade, fill hole with water, and
allow to settle.
Ic. Backfill to subgrade depth(if mulch is to be applied) or to
nursery growth depth.
Id. Apply remaining half of the manufacturer's recommended
amount of"Osmocote" to surface around periphery of plant's
rootball.
IRiver Terrace North Pump Station&Force Main,PN 6631 Planting
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e. Before planting, soak significantly dry rootballs.
f. Prune broken roots, 1/2" or greater in diameter. I
. immm•immmm • .mmi m•
g. If container stock is rootbound, slash roots vertically with a
sharp knife along outside of ball in three places before planting.
h. Remove string ties or straps holding rootball of B&B plants.
i. After planting and allowing for settlement, perform finish
grading to afford positive drainage away from crown at no
greater than 1/2" per ft, unless otherwise indicated.
J. Seeding
1. Method of seeding may be varied at discretion of CONTRACTOR on
his own responsibility to establish a smooth, uniformly seeded area.
2. Hydroseeding:
a. Sow seed evenly using seed mix, tackifier, and mulch materials I
uniformly at the seeding rates indicated in the Plant List.
b. Supply tackifier and mulch at manufacturer's recommended rate
of application.
3. Mechanical Seeding:
a. Sow seed evenly with a mechanical spreader and suspension
material such as sawdust, in two directions over entire area to be
seeded.
b. Roll with a cultipacker after spreading to cover seed, or drag to
incorporate seed into soil.
c. Water with a fine spray. I
K. Plant Protection
1. Properly protect plantings against harm from wind and unusual
weather.
2. Special planting techniques, defoliating, wiltproofing, or spray misting
may be required by ENGINEER for unseasonal planting,prolonged
drought, and the like. I
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L. Tree Pruning
1 1. Do not prune prior to delivery.
2. Do not prune without notifying the ENGINEER.
Ia. Applies to native plant materials existing at the site (as
applicable) and new plant materials to be installed.
M. Application of Mulch
1. Before installing mulch, ENGINEER to perform inspection of planting
I areas, grades, soil depths, and plant locations
2. Provide uniform 3" layer of well-rotted mulch material over properly
I prepared surface.
N. Plant Establishment
1. Apply second 1/2" Osmocote" application to trees and ground cover
Inot less than12 weeks or more than24 weeks after initial planting.
2. Verify actual application timing with ENGINEER, as seasonal changes
may affect application.
I
3.4 Cleaning
IA. Sweep and wash hard surfaced areas clean.
B. Leave properly planted, clean, and orderly, and leave premises free from
Iscatterings and other residue of work of this section.
C. Leave site neat and clean at end of each working day.
D. Remove and dispose off-site such items as excess earth,, clippings, trimmings,
leaves and the like, litter, and debris resulting from work of this section..
I
E. Remove flag labels fromlantin s
P g
1 3.5 Maintenance
A. Planting Maintenance Requirements
I1. Maintenance, as specified below, shall coincide with and be continuous
during the planting and seeding operations.
II
2. The CONTRACTOR shall continue the maintenance until final
inspection and acceptance.
1
IRiver Terrace North Pump Station&Force Main,PN 6631 Planting
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B. All Areas
1. Maintain constant moisture to a depth of 8 inches. I
2. Keep all areas free of undesirable weeds and grasses by the application
of suitable selective weed killers and hand pulling. 1
3. Maintain by watering, weeding, replacing, reseeding, fertilizing, and
other necessary operations. 111
C. Protection
1. Protect against all damage, including erosion and trespass, and provide
proper safeguard.
2. Maintain and keep in good repair all temporary barriers erected to
prevent trespass. Replant damaged areas and plants promptly and as
specified.
3. Replace any seeded areas which fail to show vigorous growth.
4. Fill as specified all areas which settle.
D. Trees and Shrubs I
1. Maintain in a vigorous thriving condition, by watering, pruning,
cultivation, spraying and other necessary operations. Spraying shall be
done only as required and as approved by the ENGINEER.
E. Site Maintenance I
1. During the period of construction, the CONTRACTOR shall keep all
new areas of construction and items of new work clean and in good I
condition.
2. Keep areas free of trash and debris; concrete pavements swept clean I
and mulched area neat and orderly.
3. Sweep and flush all paved areas at least once a week. I
4. Protect catch basins and drain lines to avoid clogging.
F. Cleanup
1. Prior to being considered ready for inspection, the CONTRACTOR I
shall replace dead, diseased or damaged plant material; clear the job
site of all debris, clippings, trimmings and discarded materials.
River Terrace North Pump Station&Force Main,PN 6631 Planting I
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3.6 _Guarantee and Replacement
p ment
A. Trees, Shrubs and Groundcover
1. Guarantee all shrubs, ground cover, and trees in a healthy, thriving
condition for one year from date of final inspection/acceptance.
2. During the planting operations and during guarantee period, all dead,
diseased, dying, broken or missing plant materials from any cause
except those noted below shall be removed and replaced immediately
by the CONTRACTOR at no additional expense to the ENGINEER
with specified plants and planted as specified and guaranteed until
active, healthy growth is evident.
3. Replacement plants under this guarantee shall beg uaranteed for 1 full
growing season from date of installation.
4. Repair damage to other plants or grass areas during plant replacement.
B. Seeding
1. If, at the end of an eight-week period a satisfactory stand of grass has
not been established, the Contractor shall renovate and reseed the grass
area, or unsatisfactory portions, immediately, or if after the normal
growing season renovation shall occur during the next growing season.
2. A satisfactory stand of grass is a stand that is 90% complete in
coverage and has no more than 10% non-native or noxious weed
species present at the end of two years.
3. No bare dirt will be accepted.
C. Replacement Responsibility
1. During guarantee period, CONTRACTOR shall not be responsible for
replacing plants destroyed or damaged by vandalism or accidents
caused by vehicles other than the CONTRACTOR's, or acts of God.
2. Should replacement fall due during non-planting season,
CONTRACTOR may request ENGINEER's permission to defer
planting until proper season. However, CON 1'KACTOR will be
required to immediately remove and dispose of dead plants, including
all roots.
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3. Holes shall be backfilled properly with planting mix, finished graded
and mulched until proper planting season occurs.
4. Plants used for replacement shall be of same kind and size originally
planted and they shall be planted as originally specified.
5. If plants are removed, care must be taken to avoid erosion. Alternative
temporary erosion control measures shall be taken until replanting is
completed.
D. Damage due to Unusual Climatic Conditions
1. During the guarantee period the CONTRACTOR shall not be
responsible for the expense of replacing plant materials which are
destroyed or damaged due to unusual climatic conditions.
2. The CONTRACTOR shall notify ENGINEER of any plants which are
destroyed or damaged by unusual climatic conditions. The
CONTRACTOR shall replace plants only when authorized by written
Change Order. I
3. An unusual climatic condition shall be the occurrence of any one of the
following events: I
a. Temperature extremes 12 degrees above average high
temperatures for the zone in question. Average shall be based on
climatological data provided by the National Oceanic and
Atmospheric Administration or the U.S. Weather Bureau.
b. Temperature extremes 12 degrees below average low
temperatures for the time period in question.
c. The occurrence of 2-inches or more rainfall within a 4 hour
period. I
d. Winds in excess of 60 miles per hour.
e. Snow loads over 15P ounds per square foot.
END OF SECTION
I
I
River Terrace North Pump Station&Force Main,PN 6631 Planting I
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1
SECTION 02485
ITOPSOIL PREPARATION
PART 1 GENERAL
1.1 Summary
This section covers soil preparation and placement for areas to receive hydroseeding.
Soil preparation shall consist of both screened, on-site topsoil, and imported
manufactured topsoil.
1.2 Submittals
A. Submit guaranteed analysis of fertilizer mixes.
B. Submit sample of import topsoil.
C. Submit sample of screened on-site topsoil.
1.3 Sequencing and Schedule
Coordinate soil preparation work with installation of other site improvements.
1.4 Environmental Conditions
iPrepare soil only when topsoil is not in a wet or muddy condition. Take all
precautions to control runoff of topsoil and fertilizers and to contain on the project
I site.
1.5 Herbicide Application& Qualification
Applications of herbicides for weed control as may be required shall be made only by
an applicator licensed under State law and as approved by the ENGINEER.
1.6 Protection
Provide protective cover and barriers as necessary to prevent damage and stainingto
g
all site improvements and off-site structures, facilities, and property.
I
I
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River Terrace North Pump Station&Force Main,PN 6631 Topsoil Preparation
14-1611.204 02485 - 1
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PART 2 PRODUCTS
2.1 Screened On-Site Topsoil I
Topsoil shall be native topsoil from the top 1 foot of the site stockpiled from the
initial site stripping. Mechanically screen as necessary to form a uniform mix, free of
rock, organics, and debris greater than 1/2 inch in diameter, to the approval of the
ENGINEER.
2.2 Imported, Manufactured Topsoil
Topsoil shall be a manufactured 5-way mix with approximately 25 percent black silt
sand, 25 percent peat moss,25 percent sawdust, 15 percent light sandy loam, and
10 percent chicken manure. Topsoil shall be run through a shredder to form a uniform I
mix and shall be free of rocks, weeds, and debris.
2.3 Water I
Water shall be suitable for irrigation, free from oil, acid, alkali, salt, or other
substances harmful to plant life. 111
PART 3 EXECUTION I
3.1 Inspection 1
A. Examine the entire site for conditions that will adversely effect execution,
permanence, and quality of work, and survival of plant materials. I
B. CONTRACTOR shall be responsible for obtaining finished grade in all
hydroseed areas prior to planting. CONTRACTOR shall be responsible to 1
clean all debris from planting beds prior to filling.
3.2 Preparation of Ground Surfaces
A. Till ground surfaces that are to receive plantings to a minimum depth of 12
inches.
B. Remove lumber, stone, sticks, mortar, concrete, rubbish, debris, contaminated
soil, and any other material harmful to plant life. This may necessitate hand
raking. All rock, stone, debris, etc., over 1 inch in size shall be removed.
I
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14-1611.204 02485 -2
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III C. Weed Eradication
and Control
1. 1. Remove or spray as required to eradicate noxious weed growth and
roots, including, but not limited to, Johnson grass, quackgrass, morning
glory, nutgrass, rushgrass, Canadian thistle, poison oak, poison ivy, and
I Himalayan blackberry. CON TRACTOR shall be responsible to
coordinate herbicide application with a licensed herbicide applicator.
2. Remove all existing plants and vegetation not shown to remain on
Plans. Dispose off site.
I3.3 Preparation of Hydroseed Areas
ITopsoil mix depth in all hydroseeded or landscaped areas shall be a minimum of
12 inches of screened on-site topsoil or imported, manufactured topsoil. Topsoil must
be flush with adjoining surfaces prior to seeding.
I3.4 Fine Finish Grades
11 Establish fine finish grades with even slopes between elevations indicated on
drawings. Previously established grades shall be maintained on the areas to be treated
I in a true and even condition; necessary repairs shall be made to previously graded
areas. Where grades have not been established, the areas shall be graded as shown and
all surfaces shall be left in an even and properly compacted condition to prevent
I formation of depressions. Finished grade shall be such that after subsequent
treatment, i.e., planting and bark-mulch application, the planted grade will be 1/2 inch
below adjoining surfaces such as walks, steps, drives, parking lots and extruded
Iconcrete curbs, and raised planting bed walls.
3.5 Cleanup
IA. Keepproject site reasonably free from accumulation of debris, topsoil, soil
amendments, and other materials.
IB. Remove topsoil from cement, concrete, and asphalt paving on a daily basis.
IC. Maintain pavement in a clean condition by sweeping, raking, vacuuming,
and/or hosing down. This material shall be removed from the site or placed
Iinto the plant bed if appropriate.
D. At completion of each area of work, remove debris, equipment, and surplus
materials.
IEND OF SECTION
IRiver Terrace North Pump Station&Force Main,PN 6631 Topsoil Preparation
14-1611.204 02485 -3
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SECTION 02490
HYDROSEEDING
PART 1 GENERAL
1.1 Summary
Hydroseeding shall occur on all disturbed areas as identified on the drawings, and as
determined by the ENGINEER. Hydroseeding shall consist of grass.
1.2 Planting Season
A. Hydroseeding shall be done between September 15 and November 15, and
March 15 and June 15. Actual planting shall be performed only when weather
and soil conditions are suitable and in accordance with locally accepted
practice and/or attempted when wind velocities would prevent uniform
application or when winds would drift the material outside the areas to be
seeded.
B. The CONTRACTOR shall provide supplemental watering as necessary to
maintain a moisture level at all hydroseed areas necessary for germination and
establishment for a period of 30 days minimum from date of seeding.
1.3 Application Qualification
Hydroseeding shall be performed by an experienced applicator.
1.4 Submittals
A. Guaranteed analysis of seed mixes
B. Guaranteed analysis of fertilizer
C. Guaranteed analysis of soil stabilizer
1.5 Guarantee
The guarantee of all hydroseed areas under this Contract shall be for 1 full year from
the final completion date. At the conclusion of the guarantee period, the ENGINEER
will make inspections to determine the condition of hydroseed areas. All areas of
hydroseed not in a healthy growing condition,as determined by the ENGINEER,
shall be reseeded with seed as originally planted. Such replacement shall be made in
the same manner as specified from the original plantings, and at no extra cost to the
OWNER. The guarantee on hydroseed areas shall be limited to one replacement. The
CONTRACTOR is not responsible for vandalism.
I
River Terrace North Pump Station and Force Main,PN 6631 Hydroseeding
g
02490- 1
II
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PART 2 PRODUCTS
2.1 Seed Mixes I
A. Seed mix for restoring all disturbed areas shall be Hobbs& Hopkins Pro-Time
Companion Low Maintenance Mix, or approved equal. Apply at the rate of 5-
7 lbs per 1,000 square feet. Available from Hobbs &Hopkins LTD., 1712 SE
Ankeny, Portland, OR 97214. (503) 239-7518.
B. Analysis: A complete analysis of the seed shall be submitted by the
CONTRACTOR prior to planting, including the percent of pure seed,
germination, other crop seed, inert and weed, and the germination test date to
the ENGINEER. All crop seed in excess of 1 percent must be itemized.
C. Seed Law: All seeds shall conform to the requirements of the State Seed Law I
and, where applicable,the Federal Seed Act.
D. Noxious Weed Seed: All seed shall be free of seeds listed as primary noxious
by the State Seed Law. Seeds shall not contain seeds of weeds listed as
secondary noxious by State Seed Law, singly or collectively in excess of the
labeling tolerance specified by State Seed Law.
E. Rejection: When seeds furnished under this Specification fail to meet the
requirements within tolerance as provided by the State Seed Law,the lot shall
be rejected.
F. Preparation for Delivery: Seeds shall be packed in clean, dry, solid containers 1
of uniform weight. Seed shall be labeled as required by law.
2.2
Water I
Water shall be free from oil, acid, alkali, salt, and other substances harmful to growth
of grass, and shall be from a source approved prior to use.
2.3 Wood-Cellulose Fiber Mulch
Wood-cellulose fiber mulch for use with hydraulic application shall consist of
specially-prepared wood-cellulose fiber processed to contain no growth, no
germination, inhibiting factors and dyed an appropriate color to facilitate visual
metering of application of materials. Apply mulch at the rate of 2,000 pounds per
acre. I
2.4 Soil Tackifier
Soil tackifies shall be capable of penetrating soil surface and binding soil particles;
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them to the soil; and shall be made from naturally occurring and biodegradable
materials. Apply soil stabilizer at the rate of 50 pounds per acre.
PART 3 EXECUTION
3.1 Finish Grading
Finish grade shall be flush with adjoining surfaces, and all slopes shall be even.
Finished grade shall be free of all rocks and debris as specified in Section 02810. All
areas must be graded smoothly prior to seeding, free of tire marks, ruts, swales, and
ridges.
3.2 Hydroseeding
A. Seeding by hydraulic methods shall consist of a two-step method, with seed
application in the first step and mulch in the second. The first step is to furnish
and place a slurry made of seed, tackifier, and water. The slurry mixture shall
be combined and applied in such a manner that the rate of application will result
Iin an even distribution of all materials.
B. Hydraulic seeding equipment shall be capable of maintaining a continuous
agitation so that a homogeneous mixture can be applied through a spray nozzle.
The pump shall be capable of producing sufficient pressure to maintain a
continuous, non-fluctuating spray capable of reaching the extremities of the
111 seeding area.
C. Half of seed shall be sown with sower moving in one direction, and the
remainder with the sower moving at right angles to first sowing. Seed shall not
be broadcast during windy weather.
D. Mulch shall be applied to cover the seed at the rate specified above.
Hydroseeding operator shall remove all mulch in its entirety from adjoining
paving, structures, and plants.
3.3 Maintenance and Cleanup
IA. Maintain constant moisture to a depth of 8 inches until steady fall rains begin.
Keep areas free of undesirable weeds and grasses by the application of suitable
Iselective wd or hand pulling. Maintain , ,replanting,weed reseedingkillers, mowing, rolling and top dressibyng andwateringotherweedingnecessary
operations, to establish an even, thick and vigorous cover until such cover is
achieved or for a period of one year.
B. Protection: Protect areas against all damage, including erosion, and provide
proper safeguards. Replant damaged areas and plants promptly and as
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specified. Replace any seeded areas that fail to show vigorous growth. Fill all
areas that settle as specified. At end of maintenance period,the seeded area
shall be flourishing with no bare spots over 2 feet square.
C. Site Maintenance: During the period of construction, the CONTRACTOR
shall keep all new areas of construction and items of new work clean and in
good condition. Keep areas free of trash and debris; concrete pavements swept
clean and mulched area neat and orderly. Sweep and flush all paved areas at
least once a week. Protect catch basins and drain lines to avoid clogging.
D. Cleanup: Prior to being considered ready for inspection, provisional or final,
the CONTRACTOR shall clear the job site of all debris, clippings,trimmings
and discarded materials from any source whatsoever; clean adjacent areas to
the extent that work under this Contract may scatter litter; and present project
in a neat, clean, orderly fashion.
3.4 Guarantee and Replacement I
A. Guarantee a relatively uniform stand of plants with no bare spots over 2 feet
square at time of provisional inspection. Reseed with specified seed and in
manner originally specified for any seeded area that fails to vigorously
establish a uniform stand for any reason whatsoever. Repeat all such reseeding
at CONTRACTOR's expense until final acceptance I
B. Replacement Responsibility.
1. During guarantee period, CON TRACTOR shall not be responsible for
replacing items destroyed or damaged by vandalism, OWNER neglect,
or accidents caused by vehicles other than the CONTRACTOR'S or acts
of God. Should replacement fail due to being installed during non-
planting season, CONTRACTOR may request Project Manager's
permission to defer planting until proper season. Seeds used for
replacement shall be of same kind and size originally planted and they
shall be planted as originally specified.
2. If plants are removed, care must be taken to avoid erosion. Alternative
temporary erosion control measures shall be taken until replanting is
completed.
END OF SECTION 1,
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SECTION 02505
IPAVEMENT AND SURFACE RESTORATION
IPART 1 GENERAL
I1.1 Scope
This section covers the work necessary to replace all pavements, pavement base,
Icurbs, sidewalks and other surface features damaged directly or indirectly during
construction. Asphalt concrete pavement for temporary and permanent trench
patching, roadway reconstruction, overlays and inlays within public rights-of-way
Ishall conform to the requirements of this Section and the requirements of and permits
issued by the responsible roadway agencies in which the rights-of-way are located. In
the case of conflict between specifications, the requirements of the responsible
Iroadway agencies shall take precedence.
1.2 Reference Standards
A. References herein to "AASHTO" shall mean Association of American State
1 Highway Transportation Officials.
B. Standard Specifications: Where the term "Oregon Standard Specifications" is
I used, such reference shall mean the current edition of the Oregon Standard
Specifications for Construction,published by the Oregon Department of
Transportation(ODOT) and the Oregon Chapter of the American Public
IWorks Association(APWA). Where reference is made to a specific part of the
Oregon Standard Specifications, such applicable part shall be considered as
part of this section of the Specifications. In case of a conflict in the
1 requirements of the Oregon 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
III by an independent testing laboratory approved by the ENGINEER. All testing
costs shall be borne by the CONTRACTOR.
IB. 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
Iedges 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
1 and crown of the adjacent pavement and contain no abrupt edges, low or high
IRiver Terrace North Pump Station and Force Main, PN 6631 Pavement and Surface Restoration
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areas or any other imperfections as determined by the ENGINEER. Pavement 1
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, 1/2-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 I
2.1 Aggregate Material I
Base Course and Leveling Course: The aggregate material shall be a clean,well-
graded crushed base aggregate conforming to the Oregon Standard Specifications. 1
Base course shall be 1-1/2 inches minus aggregate and leveling course shall be 3/4"
minus aggregate.
2.2 Asphalt Concrete Pavement
p
A.
Hot Mix Asphalt Concrete (HMAC)
Use Level 3, 1/2-inch dense graded, PG 64-22 HMAC. Conform to the
requirements as specified in Section 00745 of the Oregon Standard
Specifications.
B. Cold Mix Asphalt Concrete
Use cold mix asphalt concrete and 1/2-inch-0-inch gradation with either MC II
250 liquid asphalt, CMS-2, CMS-2S or CSS-1.
C. Asphalt Prime Coat I
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 the Oregon Standard Specifications. I
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2.3 Topsoil
ITopsoil 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
Iand any material deleterious to plant health.
PART 3 EXECUTION
I
3.1 Surface Restoration, General
iA. 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
1 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,
Iconnecting pipelines and similar structures. Any material entering manholes
or ditch culverts from street resurfacing and trenching work-shall be removed.
111 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
II 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 p Specifications.
I2. 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.
I 3.
Restorations occurring on private property shall be seeded to match
existing conditions.
3.2 Aggregate Pavement Base
IA. 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.
I 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
1 density of not less than 100 percent of the maximum density, as determined
by
AASHTO T-99.
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3.3 Temporary Pavement
Where pavement is to be replaced, a temporary cold mix olr hot mix asphalt patch, as I
required by the responsible roadway agency, shall be applied over the trench backfill
by the end of each work day. Before replacement of the permanent pavement, the
CONTRACTOR shall continuously maintain the trenches in a condition acceptable to
the OWNER, ENGINEER and responsible roadway agency at no additional cost to
the OWNER.
I
3.4 Asphalt Concrete Pavement
to the requirements for prime coat and tack III
A. CONTRACTOR shall conformq
coat in the Oregon Standard Specifications. Tack coat all edges of existing
pavement, manhole and clean out frames, inlet boxes and like items. When I
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
111
construction in the Oregon Standard Specifications and the responsible
roadway agency. 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 I
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
11
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 1
subgrade over the trench. When depth is not specified, place asphalt
concrete to the depth of the adjacent pavement. Minimum depth of
pavement shall be 4 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. I
5. When the utility trench is placed closer than 3 feet inside the edge of
existing pavement,the remaining pavement must be removed and 1
River Terrace North Pump Station and Force Main,PN 6631 Pavement and Surface Restoration I
14-1611.204 02505 -4
replaced with the trench repair. When the trench is under the existing
I 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 Washington County Design Standards.
1 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 1/2 inches—0 inches, or 3/a 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.
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3.8 Dust Control
When the weather is dry and when, in the estimation of the ENGINEER, the dust 1
becomesday a nuisinance,theto keep CONTRACTOR shall klr
twia order the dust down. This sprinsprineklingwater shallon bsue maintainefacestreetsd until
ce
the project is accepted. On paved streets when the backfilling has bee 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
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SECTION 02510
I
IPART 1 GENERALASPHALT CONCRETE PAVEMENT
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1 I 1.1 Description
I
This section includes construction of asphalt pavement and pavement base for the
I pump station driveway. Asphalt concrete pavement for temporary and permanent
trench patching, roadway reconstruction, overlays and inlays within public rights-of-
way shall conform to Section 02505 and the requirements of and permits issued by
the responsible roadway agencies in which the rights-of-way are located.
1.2 Referenced Standards
ASTM American Society of Testing and Materials.
I ODOT Oregon Department of Transportation - "Oregon Standard Specifications
for Construction, current edition." Sections are referenced.
IAASHTO American Association of State Highway and Transportation Officials.
1.3 Definitions
Maximum Density Test (MDT) is the theoretical maximum densityof the bituminous
mixture determined by multiplying the theoretical maximum specific gravity,
I
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determined by ASTM D2041 (Rice), by 62.4 pounds per cubic foot.
1.4 Submittals
A. Submit aggregate qualification tests in accordance with ODOT Section 00640
for aggregate used in aggregate base.
B. Submit aggregate qualification tests in accordance with ODOT Section 00745
for aggregate used in asphalt concrete.
C. Job mix formula shall be an approved job mix formula. Submit formula,
supplier, and product identification to the ENGINEER 30 days prior to start.
1. Definite percentage for:
a. Each sieve fraction.
b. New asphalt cement.
c. Recycled asphalt pavement.
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14-1611.204 02510 - 1
2. Temperature of completed mix when discharged from mixer.
3. Character and quantity of anti-strip and recycling agents. I
1.5 Pre-Paving Conference
A. Any supervisory personnel of the CONTRACTOR and any subcontractors
who are to be involved in the paving work shall meet with the ENGINEER, at
a time mutually agreed upon, to discuss methods of accomplishing all phases
of the paving work.
B. The CONTRACTOR shall be prepared to review the size and type of I
equipment to be used and the anticipated rate of placement to determine
equipment needs.
PART 2 PRODUCTS
2.1 Aggregate Base
Aggregate base material shall be a clean, well-graded crushed base aggregate
conforming to the Oregon Standard Specifications, in sizes and thicknesses shown on
• the plans. i
2.2 Asphalt Concrete
A. Use Level 3, %Z--inch dense graded, PG 64-22 HMAC. Conform to the I
requirements as specified in Section 00745 of the Oregon Standard
Specifications.
B. Asphalt Cement, Type PG 64-22
C. Percent of recycled asphalt pavement used in new asphalt pavement shall not r
exceed 20 percent. Recycled asphalt pavement may not be used in top
wearing course unless otherwise approved by the ENGINEER. I
D. Asphaltic concrete pavement delivered to the site shall be accompanied by a
ticket with the approved "job mix formula" number shown. Loads without
' tickets identifying the job mix formula will not be accepted.
2.3 Tack Coat I
In accordance with Oregon Standard Specifications. Use AR 4000, AC-20 asphalt or
CSS-1 emulsified asphalt. I
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IPART 3 EXECUTION
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3.1 Aggregate Base Course
A. Construct in accordance with Oregon Standard Specifications.
B. Obtain the ENGINEER's acceptance of the subgrade before beginning
construction of the aggregate base course.
C. Compact each lift to a minimum of 100 percent of maximum dry density as
determined by AASHTO T-99.
D. The finished surface of the base course when tested with aCONTRACTOR-
furnished 10-foot straightedge shall not vary from the testing edge by more
than 0.04 foot at any point, and shall be within 0.04-foot of specified grade.
E. When, in the judgment of the ENGINEER, the weather is such that
satisfactory results cannot be secured, suspend operations. Place no aggregate
base course in snow or on a soft, muddy, or frozen subgrade.
F. If the required compacted depth of the aggregate base course exceeds six (6)
inches, construct in two or more lifts of approximately equal thickness.
Maximum compacted thickness of any one lift shall not exceed six (6) inches.
Compact each layer to the specified density before a succeeding lift is placed.
3.2 Asphalt Concrete Pavement
IA. Construct in accordance with Section 00745 of the Oregon Standard
Specifications.
IB. Obtain the ENGINEER's acceptance of the aggregate base course before
beginning construction of the asphalt concrete wearing course.
IC. Hot mix asphalt shall be placed on dry, prepared surfaces, when air
temperature in the shade of 40°F or warmer, unless otherwise authorized by
the ENGINEER.
D. Placing asphalt pavement during rain or other adverse weather conditions will
not be permitted unless otherwise authorized by the ENGINEER, except that
Iasphalt mix in transit at the time these adverse conditions occur may be placed
provided it is of proper temperature, the mix has been covered during transit,
and it is placed on a foundation free from mud or free-standing water.
E. The CONTRACTOR shall correct any defects in material and workmanship,
as directed, when determined detrimental by the ENGINEER. These include
segregation of materials, non-uniform texture, and fouled surfaces preventing
full bond between successive spreads of mixture. The corrections or
replacement of defective material or workmanship shall be at the
CONTRACTOR's expense.
IRiver Terrace North Pump Station and Force Main,PN 6631 Asphalt Concrete Pavement
14-1611.204 02510-3
F. Compact the bituminous mixture to at least 92 percent of the Theoretical
Maximum Density.
G. The finished surface of each course of layer of mixture shall be of uniform
texture, smooth, and free of defects and shall closely parallel that specified for
the top surface finished grade. Remove and replace boils and slicks
immediately with suitable materials.
H. The surface of each layer when tested with a CONTRACTOR-furnished 10- 1
foot straightedge shall not vary from the testing edge by more than 0.02-foot
for underlying courses of pavements and 0.015-foot for finished top courses or
wearing courses of pavements. At no point shall the finished top of the
wearing course vary more than 0.03-foot from the specified finished grade.
I. Lift thickness shall be as shown on the drawings or specified, but not to
exceed 3 inches.
J. Do not place asphalt concrete pavement on emulsified asphalt(tack coat)until
the asphalt separates from the water (breaks) but before it loses its tackiness.
K. Asphalt and sand seal edges where new asphalt concrete meets existing
III
pavement.
3.3 Job Mix Sampling and Testing
A. Job mix will be sampled immediately behind the paving machine.
B. Temperature of the mix will be measured immediately behind the paver. I
C. The theoretical maximum specific gravity of the bituminous mixture will be
determined in accordance with ASTM D2041. 1
D. Properties of the job mix will be measured using ASTM D1559 or ASTM
2041 except that the asphalt concrete will be reheated or cooled to the
temperature that produces a liquid asphalt viscosity of 280_30 est. Asphalt
concrete will be compacted at that temperature.
E. Density of the compacted job mix will be measured in accordance with ASTM
D2922.
3.4 Adjustment of Existing Manhole Covers and Valve Boxes
Prior to placing asphalt concrete pavement, the CONTRACTOR shall make all
necessary adjustments to existing manhole frames and covers and valve box covers to
ensure that the tops of the manhole covers or valve box lids are flush with the finished
grade of the adjoining pavement or ground surface, and that valve boxes and PVC
pipes are centered and plumb over operating nut valve.
END OF SECTION 1
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SECTION 02640
POLYVINYL CHLORIDE (PVC) PRESSURE PIPE
111 PART 1 GENERAL
1.1 Description
Work under this Section applies to the furnishing and installation of polyvinyl
chloride (PVC)pressure pipe, fittings and special items for buried service. The
CONTRACTOR shall furnish and install polyvinyl chloride (PVC) pipe,
( )pressure Pp
fittings and all appurtenant work, complete in place, all in accordance with the
requirements of the contract Documents
1.2 Reference Specifications, Codes and Standards
IA. Commercial Standards
ANSI/AWWA C900 Standard for Polyvinyl Chloride (PVC)
Pressure Pipe, 4-inch Through 12-inch for
Water Distribution
ANSI/AWWA C905 Standard for Polyvinyl Chloride (PVC) Water
Transmission Pipe, Nominal Diameters 14-
inch Through 36-inch
ANSI/AWWA C605 Underground Installation of Polyvinyl
Chloride (PVC)Pressure Pipe and Fittings for
Water
ANSI/ASTM D1784 Standard Specification for Rigid Polyvinyl
Chloride (PVC) Compounds and Chlorinated
Polyvinyl Chloride Compounds
ASTM D1598 Standard Test Method for Time-to-Failure of
Plastic Pipe Under Constant Pressure
ASTM D2241 Standard Specification of Polyvinyl Chloride
(PVC)Pressure-Rated Pipe (SDR Series)
ASTM F477 Standard Specification for Elastomeric Seals
(Gaskets) for Joining Plastic Pipe
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14-1611.204 02640- 1
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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 I
ANSI/AWWA C104/A21.4 Cement-Mortar Lining for Ductile-Iron Pipe
and Fittings for Water 'I
ANSI/AWWA C110/21.10 Ductile-Iron and Gray-Iron Fittings, 3-inch
Through 48-inch for Water and Other Liquids I
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 I
ANSI/AWWA C153/A21.53 Ductile-Iron Compact Fittings, 3-inch
Through 16-inch for Water and Other Liquids I
1.3 Submittals •
A. See Section 01300, Submittals, for submittal procedures.
B. Product technical data and Material data including all pipe, fitting, restrained V
joint system, lining and appurtenance information.
C. Lining and coating data. I
D. Applicable material certifications and testing certificates. I
E. Manufacturer's handling delivery storage and installation requirements.
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1.4Q t3'uali Assurance
IA. Unless otherwise noted, all force main pipe, gravity pipe, fitting and
appurtenance materials provided for the project shall be new, of first class
quality and shall be made by reputable manufacturers. All material of a like
I kind shall be provided from a single manufacturer unless otherwise approved
by the ENGINEER. All material shall be carefully handled and installed in
I 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
I Association(AWWA) or ASTM International (ASTM) Standard
Specifications.
IB. All references to standards of AWWA, ASTM or other organizations shall be
the latest version of those standards.
IPART 2 MATERIALS
I2.1 General
A. PVC piping materials shall meet the specifications of this Section and of the
Il
appropriate AWWA and ASTM Standard Specifications. In the case of
conflict, the more stringent specifications shall apply.
IB. Unless otherwise specified herein or shown on the plans, the minimum
pressure rating of all force main 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
Iwater shall be National Sanitation Foundation(NSF) approved.
D. Polyvinyl chloride (PVC)pipe, 4-inches to 12-inches in diameter shall meet
I the requirements of AWWA C900, have the same outside dimensions as
ductile iron pipe, and have a minimum dimension ratio (DR) of 18. PVC pipe
14- inches to 24-inches in diameter shall meet the requirements of AWWA
I C905, have the same outside dimensions as ductile iron pipe, and have a
minimum dimension ratio (DR) of 18. Joints shall meet the requirements of
1 ASTM D 3139 using a restrained rubber gasket conforming to ASTM F 477.
Solvent-welded pipe joints are not permitted.
I E. Fittings for polyvinyl chloride (PVC)pipe 4-inches to 24-inches in diameter
shall be ductile iron meeting the requirements of AWWA C110 or AWWA
C153, and shall have a minimum, working pressure of 250 psi. Joints shall
Imeet the requirements of AWWA C111. Fittings shall be cement mortar lined
I, River Terrace North Pump Station and Force Main,PN 6631 Polyvinyl Chloride Pressure Pipe
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and seal coated, meeting the requirements of AWWA C104. Gaskets
for flat
faced or raised faced flanges shall be 1/8-inch thick neoprene having a
Durometer reading of 60, plus or minus 5. The type, material and
identification mark for bolts and nuts shall be provided. All ductile iron
fittings shall be covered in the field with a 10 mil cross laminate high density
polyethylene pre-manufactured tube, AA Thread Seal Tape, Inc. or approved
equal.
F. Detectable marking tape and wire shall be required for all force main and I
gravity pipe. Tone wire shall be direct burial No. 10 (.1019-inch diameter)
AWG solid copper-clad steel (CCS) core high strength tracer wire , 600 pound
average tensile break load, 30 mil high molecular weight-high-density green
polyethylene jacket complying with ASTM D 1248, 30 volt rating, installed
inside 3/4-inch diameter Schedule 80 PVC conduit. Joints or splices in wire, I
where authorized by the ENGINEER, shall be waterproof. Marking tape shall
consist of inert polyethylene plastic impervious to all known alkalis, acids,
chemical reagents and solvents likely to be encountered in the soil. The width 1
of the tape shall be as recommended by the manufacturer for the depth of
installation. The tape color and wording imprinted continuously over its entire
length in permanent black ink shall be as shown on the drawings.
G. Access to terminal ends of tone wire shall be made at magnetized tracer boxes.
Tracer boxes shall be of tubular construction with a base support flange, green
removable round lid and traffic rated as approved by the ENGINEER and all
City, County and State permitting agencies. Tube material shall be
constructed of rigid plastic complying with ASTM D 1788, Type I
requirements. The lid and supporting flange shall be hi-tensile strength cast
iron or ductile iron complying with ASTM A-126-B requirements. The tracer
boxes shall be Snake Pit Magnetized Tracer Box, Roadway Box, RB14*TP, as
manufactured by Copperhead Industries, LLC, or approved equal.
H. Restrain pipe, fittings and valves by using an approved bolted or boltless
system as approved by the ENGINEER. Design the restraint system to operate
at a working pressure equal to the hydrostatic test pressure called for in the
specifications or as shown on the plans. No device utilizing round point set
screws will be permitted. Restraint systems provided for pipe bells shall be
certified for use by the pipe manufacturer. Restraint for PVC pipe bells shall
be manufactured of ductile iron conforming to ASTM A536. The restraint
devices shall be coated with MEGA-BOND. A split serrated ring shall be
used behind the pipe bell. A split serrated ring shall also be used to grip the
pipe, and a sufficient number of bolts shall be used to connect the bell ring and
the gripping ring. The restraint shall be Series 1500 for C900 PVC pipe and
Series 2800 for C905 PVC pipe, as manufactured by EBAA Iron, Inc., or
approved equal. All restraint systems shall be covered in the field with a 10
1
River Terrace North Pump Station and Force Main,PN 6631 Polyvinyl Chloride Pressure Pipe
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mil cross laminate high density polyethylene pre-manufactured tube, AA
Thread Seal Tape, Inc. or approved equal.
I
I. Bolts, nuts and washers used for securing fittings shall be of similar materials.
Steel bolts shall meet the requirements of ASTM A 307 for carbon steel, or
ASTM F593 for stainless steel. Nuts shall meet the requirements of ASTM A
563for carbon steel and ASTM F 594 for stainless steel. Iron bolts and nuts
I shall meet the requirements of ASTM A 536, grade 65-45-12. Hot dip
galvanize carbon steel bolts, nuts and washers.
0 J. Thrust blocks shall be constructed with commercial grade concrete.
Commercial grade concrete in thrust blocks shall meet the requirements of
Section 03100, Concrete Work.
I
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
I methods employed by the CONTRACTOR in the storage, handling, and
installation of pipe, fittings and appurtenances shall be such as to insure that
the material, after it is placed, tested and permanently covered by backfilling is
Iin 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.
IB. Polyvinyl (PVC)chloride (P C)pressure pipe shall be installed in accordance with
AWWA Standard C605, except as modified elsewhere in these specifications.
1 3.2 Product Handling
1 A. Care shall be taken in handling and transporting to avoid damaging i es 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 el evenly. It is
not recommended that pipe be stacked higher than four feet. Plastic pipe, if
I stored outside, shall be covered with an opaque material to protect it from the
sunlight.
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1 River Terrace North Pump Station and Force Main,PN 6631
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3.3 Inspection
A. All pipe sections, specials and jointing materials shall be carefully examined I
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 CON I I{ACTOR's
111
expense.
B. Defective material shall be marked and removed from the job site before the I
end of the day.
3.4 Preparation
A. Excavate trenches and prepare and maintain subgrade as described in these I
Specifications and shown on the Plans. Trench base shall be inspected prior to
placement of the pipe. Remove large stones or other hard matter which could
damage pipe or impede consistent pipe bedding 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.
Pipe cuts made with proper pipe cutting equipment shall be in accordance with I
C. Pp p P
the manufacture's recommendation. When required to re-bevel a pipe end for
proper installation,the contractor shall utilize manufacture recommended
bevel angle for the intended use.
Prior to assembly of field cut pipe,the reference mark shall be re-established
with a pencil or crayon. The location of the reference mark at the proper
distance from the bevel end shall be in accordance with the manufacture's
recommendations.
D. Pipe Cleaning
1. Each section of the pipe and each fitting shall be thoroughly cleaned
before it is lowered into the trench. Cleaning of each pipe or fitting
shall be accomplished by swabbing out, brushing out, blowing out with
compressed air, or washing to remove all foreign matter. The most
efficient method of cleaning out pipe and fittings will be determined on
the job by the ENGINEER.
2. If clean pipe sections and fittings cannot be placed in the trench without
getting dirt into the open ends,the ENGINEER may require that a piece
of tightly woven canvas be tied over the ends of the pipe or fitting until
it has been lowered into position in the trench. After the pipe or fitting I
North PumpStation and Force Main,PN 6631 Polyvinyl Chloride Pressure Pipe
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has been lowered into the trench, all foreign matter shall be completely
Ibrushed from the bell and spigot ends before assembly.
3.5 Installation
$ A. Install pipe and accessories in accordance ce wrth AWWA Standard C605 and
the manufacturer's instructions.
1 1. Bends-Bend PVC pipe 12 inches and smaller to allow for
slight changes
in direction. The minimum bending radius shall be according to AWWA
IC605. Axial deflection at the pipe joints will not be allowed.
2. Large Diameter Pipe - For 14 inch to 24 inch diameter pipe, accomplish
I slight changes in direction by axial deflection of the pipe joint not to
exceed 80% of the manufacturer's recommendation. Use fittings for
joint deflections greater than 80% of the manufacturer's
I recommendation.
B. Lift or roll pipe into position. Do not drop or drag pipe over prepared bedding.
II
C. Pipe jointing surfaces shall be clean and dry when preparing surfaces for
I joining. Lubricants,primers, adhesives, etc. shall be used as recommended by
the pipe or joint manufacturer's specifications. The jointing materials or
factory-fabricated joints shall then be placed, fitted,joined, and adjusted in
1 such a manner as to obtain watertight joint. Trenches shall be kept water free
and as dry as possible during bedding, laying and jointing. As soon as
possible after the joint is made, sufficient backfill material shall be placed
Ialong each side of the pipe to prevent movement of the pipe from any cause.
D. Install pipe and fittings to the line and grade specified on the Drawings, with
I joints centered, pipe properly supported and restrained against movement, and
all valve stems plumb.
E. Lay pipe from the low end toward the high point. Provide a continuous,
11 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.
I
F. All loose dirt shall be removed from the bottom and the trench backfilled with
Ispecified bedding material to pipe laying grade.
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
Iother 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.
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I River Terrace North Pump Station and Force Main,PN 6631 Polyvinyl Chloride Pressure Pipe
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02640- 7
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H. The of and mfittings shall
supported by acast poured-ironin-placeductile concrete cradleother . In-line
etallic valve shall bebe
supported and anchored to an in-line thrust block as detailed in the drawings. I
I. Trench excavation and backfill of PVC piping system shall conform to the
requirements of Section 02222, Excavation, Backfilling, and Compacting for
Utilities.
3.6 Thrust Restraint
A. Concrete Thrust Blocks—All tees, plugs, caps, bends, offsets, as well as other
appurtenances which are subject to unbalanced thrust, shall be properly braced
with concrete thrust blocks. Concrete thrust blocks shall have a minimum 28-
day compressive strength of 3000 psi. The concrete blocking shall bear I
against solid undisturbed earth at the side and bottom of the trench excavation
and shall be shaped so as not to obstruct access to the joints of the pipe or
fittings. All fittings shall be covered with 10 mil cross laminated high density
polyethylene sleeves, securely attached to the PVC pipe with three wraps of
PVC pipe wrapping tape,prior to installation of thrust blocks.
B. Restrained Joints - Where indicated or approved by the Engineer, restrain
joints at valves,bends,tees, dead ends, crosses and all pipe joints within the
indicated or specified distance on each side of the bends,tees, dead ends and
crosses. Install joint restraint systems in accordance with manufacturer's
instructions. All joint restraint systems shall be covered with 10 mil cross
laminated high density polyethylene sleeves, securely attached to the PVC
pipe with three wraps of PVC pipe wrapping tape.
3.7 Marking Tape and Wire
A. Installation- Install marking tape and wire over all force mains including air I
release valve pipes. Place 3/4-inch diameter Schedule 80 PVC conduit along
the top of all force main pipe. Secure to the top of the pipe at maximum 10-
foot intervals using a minimum of two 12-inch long strips of 2-inch wide duct
PI
tape. Install continuous solid tone wire inside conduit. All splices shall be
tied, electrically continuous, and made waterproof. Access to terminal ends of
the wire shall be made at tracer boxes. The result of this installation shall be a
111
continuous wire circuit electrically isolated from ground. Place marking tape
approximately 6 to 9-inches above the top of the pipe for its full length.
Tracer boxes installed out of paved or otherwise hard surfaced areas shall be
set in a concrete pad at finished grade. Concrete tracer box pads shall be a
minimum of 18-inches square and be not less than 6-inches thick. 1
B. Accessibility - Make ends of wire accessible in tracer boxes and vaults.
Provide wire access at tracer boxes installed no more than 1,000 feet apart. 1
River Terrace North Pump Station and Force Main,PN 6631 Polyvinyl Chloride Pressure Pipe I
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C. Testing - Test for continuity and isolation from ground in the wire after all
work has been completed on the test section. Perform intermediate testing
111 after backfilling operations and prior to surface restoration work to make sure
continuity is being maintained. Test continuity between access locations by
Iuse of a temporary wire connecting test points in-line with an ohmmeter.
Measure resistance with an approved ohmmeter that has been properly
calibrated. The continuity of a test section will be accepted if the resistance of
Ithe test section does not exceed 5 ohms per 500 feet of location wire being
tested. Measure isolation from ground with an approved 1000-volt megger,
applied for one minute. The isolation of a test section will be accepted if the
i' isolation resistance of the test section is at least 10 megohms. Locate and
repair any break or defect in the wire and re-test until specified results are
obtained.
3.8 Cleaningand Testing esting of PVC Pipe Mains (Force Main)
A. Filling and Flushing- Fill pipes slowly with potable water at a maximum
velocity of 1 foot per second while venting all air. Take all required
precautions to prevent entrapping air in the pipes. Clean sections of pipe to be
tested to remove any solids or contaminated material
that may have become
lodged in the pipe. CONTRACTOR shall clean the system thoroughly by
ipigging to remove sand, grit, gravel, stones, fluids, construction waste, and all
material which would not be found in a properly cleaned pipeline. Pigging
shall obtain a smooth interior pipe surface free from any material or fluid not
used in cleaning.
Pigging shall be defined as passage of a sufficient number of pigs through the
I pipeline to achieve the clean conditions above. Flushing will not be
acceptable as a substitute for pigging. Provision for pig access and egress
I, points and disposal of water and materials shall be the CONTRACTOR'S
responsibility.
Pigs shall be individually marked and their location shall be controlled and
monitored so that no pigs remain in the system after cleaning. Pigging may be
done in conjunction with initial filling for the hydrostatic test.
IA minimum of two pigs shall be passed through the full length gth of the force
main before completing the final end connection. The first pig shall be a
Ilightweight swab suitable for proving the ability of the force main to pass a
pig. The second pig shall be an intermediate weight pig as recommended by
the pig manufacturer for cleaning the force main. Water for propelling the pig
I shall be provided by the CONTRACTOR. The flow rate and pressure required
to propel the pig shall be as recommended by the pig manufacturer. Provide
temporary piping, fittings, and other items as required to route the force main
discharge to the sanitary sewer system. Provide a settling tank and/or other
River Terrace North Pump Station and Force Main,PN 6631
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devices at the force main discharge to remove materials dislodged during
pigging that could settle in the sanitary sewer system.
B. Testing of PVC pipe mains shall be done in accordance with AWWA Standard
C605, AWWA Standard C651 and Section 01650, Pipeline Testing.
C. All chlorinated water used in flushing
testing to a publclsanite ain shall ary sewer either
be discharged through an approved connection
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 drainage way. No chlorinated water shall be
discharged into storm drainage system or open drainage way without a
dechlorination plan meeting DEQ's requirements.
END OF SECTION
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North PumpStation and Force Main,PN 6631 Polyvinyl Chloride Pressure Pipe 1
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SECTION 02644
IPOLYVINYL CHLORIDE (PVC) PIPE FOR SANITARY SEWER
IPART 1 GENERAL
1.1 ScopIe
A. This Section covers polyvinyl chloride (PVC) for gravity storm drainage and
I sanitary sewer systems. PVC pipe shall be furnished complete with all
fittings,joint materials and appurtenances.
IB. Materials to be furnished and installed include, but are not limited to:
1. All pipe, fittings, bends, beveled pipe, adapters, bulkheads, stoppers,
Iplugs,joints restraints,joints and jointing materials, and pipe supports.
2. Connections to all existing and/or new facilities and providing
1 temporary services.
3. Tested and clean pipelines.
I1.2 References
1 A. ASTM F402 - Practice for safe handling of solvent cements and primers used
for joining thermoplastic pipe and fittings.
I B. ASTM D1784 - Specification for rigid Poly Vinyl Chloride (PVC) compounds
and chlorinated Poly Vinyl Chloride (CPVC) compounds:
C. ASTM D2564 - Solvent Cements for Poly Vinyl Chloride (PVC)plastic pipe
and fittings.
D. ASTM D2855 - Making Solvent-Cemented joints with Poly Vinyl Chloride
(PVC)pipe and fittings.
I1.3 Delivery, Storage and Handling
A. Comply with requirements of these Specifications.
IB. Protect the pipe from the sun and provide adequate ventilation.
1.4 Submittals
IA. Submit shop drawings in accordance with these Specifications
layout plan and dimensions, schedule of pipe fittings and specials, materials
I
River Terrace North Pump Station and Force Main,PN 6631
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02644- 1
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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
111
sampled and tested in accordance with the provision for and meet the
requirements of the designated specification. The certificate shall be signed by
an authorized agent of the manufacturer.
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 I
A. Pipe
p
1.
In non-pressurized systems,PVC pipe shall be manufactured from rigid I
polyvinyl chloride compounds conforming to ASTM D-1784, Class
12454-B. PVC pipe and fittings 4 inches to 15 inches in diameter shall
meet the requirements of ASTM D-3034, SDR 35. PVC pipe 18 inches
and larger in diameter shall conform to ASTM F-679, PS-115. Pipe
shall have a minimum stiffness of 115 psi.
2. At locations indicated on the plans, PVC pipe shall conform to the
requirements of Section 02640 -Polyvinyl Chloride (PVC)Pressure 111'
Pipe.
B. Joints
1. Non pressurized PVC pipe joints shall be integral bell push-on type
meeting the requirements of ASTM D-3212. Gaskets shall be rubber
ring type meeting the requirements of ASTM F477. Rubber gaskets
shall be factory installed.
2. Joints for PVC pipe meeting the requirements of AWWA C905 and
AWWA C900 shall be integral bell push-on type meeting the
requirements of ASTM D-3139. Gaskets shall be rubber ring type I
meeting the requirements of ASTM F477. Rubber gaskets shall be
factory installed.
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River Terrace North Pump Station and Force Main,PN 6631 Polyvinyl Chloride(PVC)Pipe
14-1611.204 for Sanitary Sewer
02644-2
PART 3 CONSTRUCTION
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 which 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.
River Terrace North Pump Station and Force Main,PN 6631 Polyvinyl Chloride(PVC)Pipe
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C. Joints
1. Rubber-Ring and Chemically Welded Joints --Pipe jointing surfaces I
shall be clean and dry when preparing surfaces for joining. Lubricants,
primers, adhesives, etc., shall be used as recommended by the pipe or
joint manufacturer's specifications. The jointing materials or factory
fabricated joints shall then be placed, fitted,joined, and adjusted in
such a manner as to obtain watertight joint. Trenches shall be kept
water free and as dry as possible during bedding, laying, and jointing.
As soon as possible after the joint is made, sufficient backfill material
shall be placed along each side of the pipe to prevent movement of the
pipe from any cause.
2. Gaskets -- Just prior to joining the pipes,the surfaces of the joint rings
shall be wiped clean and the joint rings and rubber gaskets shall be
liberally lubricated with an approved type of vegetable oil soap. The
spigot end,with the gasket placed in the groove, shall be entered into 1
the bell of the pipe already laid, making sure that both pipes are
properly aligned. Before the joint is fully"home," the position of the
gasket in the joint shall be determined by means of a suitable feeler I
gauge supplied by the pipe manufacturer. If the gasket is found not to
be in proper position,the pipes shall be separated and the damaged
111 gasket replaced. The pipe is then forced"home" firmly and fully. In
its final position,the joint between the pipes shall not be deflected more
Ilthan 1/2-inch at any point.
D. 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.
li
E. 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.
F. All loose dirt shall be removed from the bottom and the trench backfilled with 1
specified bedding material to pipe laying grade.
G. The maximum allowable tolerance for grade is 0.05 feet. I
H. The open ends of all pipes and special castings shall be plugged or otherwise I 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.
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River Terrace North Pump Station and Force Main,PN 6631 Polyvinyl Chloride(PVC)Pipe
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I3.5 Pipeline Testing
IA. 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.
I B. Testing
I1. Obstructions --After backfilling and restoration of surfaces, gravity
pipelines shall be inspected for obstructions and shall be cleaned. Pipes
24 inches in diameter or less shall be cleaned using the sewer ball
method. Lines larger than 24 inches in diameter may be cleaned by
flushing as long as they are first visually inspected to assure that no
physical obstructions exist. Flushing shall be such that velocities are at
least 2.5 feet per second.
I 2. Leakage -- Gravity pipe drain lines including interior buried and
encased lines shall be tested for leakage after backfilling. The program
of testing shall fit the conditions as mutually determined by the
I ENGINEER and the CONTRACTOR. The CONTRACTOR shall take
necessary precautions to prevent joints from separating while the piping
or their appurtenances are being tested. The CONTRACTOR shall,at
Ithe,CONTRACTOR's own expense, correct any excess leakage and
repair any damage to the pipe and their appurtenances or to any
structures resulting from or caused by these tests. No pipe sealant will
Ibe allowed in repair. Where required by the ENGINEER, the line shall
be retested at the CONTRACTOR's expense to meet the
Specifications.
I
a. Test method shall be air by the Time Pressure Drop Method, in
accordance with the Clean Water Services Design and
Construction Standards.
b. Where the actual leakage exceeds the Standards, the
I CONTRACTOR shall determine the cause, and repair it before
the pipe will be accepted. If the leakage is less than allowable
and leaks are observed at a particular point, such leaks shall be
I repaired at the ENGINEER's direction. For the purpose of this
subarticle, a section of pipe is defined as that length of pipe
Ibetween successive special structures.
c. At any time during the construction period if there is any
I evidence to indicate excess infiltration or defect in any run of
pipe, then the run shall be rejected and the CONTRACTOR
shall correct said leakage or defect at no expense to the
IOWNER.
River Terrace North Pump Station and Force Main,PN 6631 Polyvinyl Chloride(PVC)Pipe
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__ accepted
3. Lamping and final inspection Before the system will be p by
the OWNER and after work is completed, but before flows are
introduced into the new lines and 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. Any failure in the lines, misalignment, or the presence of
problem causing foreign material, shall be corrected by the
CON TRACTOR. 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 PVC Sewer Pipe. 5
1. Vertical Ring Deflection-- Before final acceptance of sewer lines
constructed of these materials, all sections of specified sewer pipe eight MI
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
CON TRACTOR shall replace those pipes and retest the section as
directed by the ENGINEER 11
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 I
checked and approved by the laboratory before using. A metal or
plastic gauging ring of diameter equal to 95 percent of the specified
average inside pipe diameter shall be furnished with each gauge III
required.
4. Testing Equipment and Personnel -- Testing equipment and personnel I
to perform the required tests shall be provided by the CONTRACTOR.
Tests must be witnessed by the ENGINEER.
I
5. Use of mechanical pulling devices will not be permitted.
D. Television Inspection-- All sanitary sewer lines shall be video inspected by
the CONTRACTOR per the Clean Water Services Design and Construction
Standards.
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River Terrace North Pump Station and Force Main,PN 6631 Polyvinyl Chloride(PVC)Pipe
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02644-6
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3.6 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, retests shall be conducted by the laboratory in
conformance with the specifications.
3.7 Protection
A. Protect finished Work under provisions of these Specifications.
B. Protect pipe and bedding from damage or displacement until backfilling
' operation is in progress.
' END OF SECTION
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River Terrace North Pump Station and Force Main,PN 6631 Polyvinyl Chloride(PVC)Pipe
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02644 - 7
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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
' Clean Water Services (CWS) - Design and Construction Standards for Sanitary Sewer
and Surface Water Management shall apply except as modified herein.
' 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 CWS 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.
' River Terrace North Pump Station and Force Main,PN 6631 Storm Drainage Facilities
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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 t
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.
lIIIi
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 mechanical- 'seal 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 deflectiontemperature (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 "0" 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 Fittings111
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 I requirements.
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PART 3 EXECUTION
' 3.1 All construction and installation procedures to conform to above referenced Clean
Water Services Standards and other related sections herein.
I
3.2 Field Testing
A. All oil and grit traps incorporated in the storm drain line shall be filled full of
Iwater up to the lowest pipe invert and tested for exfiltration. Any loss of water
constitutes a trap not watertight and the leak must be found and corrected.
IAll oil and grit traps shall then be tested for leakage around the grit chamber
portion by pumping out the grit chamber while leaving water in the rest of the
trap up to the lowest pipe invert. If water flows into the grit chamber the leak
I must be found and corrected.
B. Testing of gravity storm sewers shall include video inspection and deflection
I test for plastic pipes.
Test equipment shall be furnished by the CONTRACTOR and tests shall be
I performed according to Clean Water Services requirements.
IEND OF SECTION
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1
SECTION 02800
CHAIN LINK FENCES AND GATES
II1.1 PART 1 iptiGENERALon Descr
This Section covers all work necessary to construct new chain link fencing and gates
I
as shown on the Plans or specified elsewhere. All fences and gates shall be furnished
with top rails and knuckled periphery edges.
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1.2 Submittals
Submit shop drawings for chain link 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
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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. Fabric shall be
covered with a minimum 15 mils of PVC coating, colored black. All mesh
shall have knuckled periphery to eliminate sharp appendages.
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River Terrace North Pump Station and Force Main,PN 6631 Chain Link Fences and Gates
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B. Line Posts
Line posts shall be hot dipped galvanized 2.375" O.D. hot dipped galvanized I
pipe, weighing 3.65 pounds per lineal foot, and 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
II
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 coated with
I
10 to 15 mils of PVC, colored black.
D. Top Rail I
Top rail shall be hot dipped galvanized 1.660 inch O.D. pipe, weighing 1.806
pounds per lineal foot coated with 10 to 15 mils of PVC, colored black and
III
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 I expansion and contraction,but also providing a continuous brace from end to
end of each stretch of fence.
E. Tension Wire I
Bottom tension wire shall be#7 gauge heavy galvanized high carbon steel coil
I
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 I
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 I
Hot dip galvanized. All fittings to be malleable, cast iron or pressed steel.
H. Fabric Ties I
#11 gauge galvanized wire ties shall be used to tie the fabric to the line posts
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and rails. Space ties at 14 inches on-center(O.C.).
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River Terrace North Pump Station and Force Main,PN 6631 Chain Link Fences and Gates
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Gates
1. Swing gate frames to be made of schedule 40 galvanized steel 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
1. Swing gate posts shall be schedule 40, hot dipped galvanized g vamzed pipe
2.875-inch O.D. weighing 5.79 pounds per lineal foot, and coated with
' 10 to 15 mils of PVC, colored black.
i K. Framework Material
■
All posts, rails and braces to be heavy galvanized and coated with 10 to 15
mils of PVC, colored black.
L. Lock Assemblies and Gate Stop
' Provide for each swing gate one (1) heavy duty double-hasp drive gate drop
rod lock assembly set in concrete and one (2)heavy duty gate stops set in
concrete. All lock and latch assemblies and gate stops shall be fabricated from
heavy galvanized malleable iron and designed for locking with padlock.
Provide heavy duty galvanized mechanisms for each gate to allow the use of
two separate padlocks, with the unlocking of either padlock allowing opening
of the gate.
M. Knox-Box®Bracket
Provide heavy duty galvanized bracket and brace bands for mounting Knox-
' Box®to swing gate post.
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.
River Terrace North Pump Station and Force Main,PN 6631 Chain Link Fences and Gates
14-1611.204 02800-3
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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 1
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ISECTION 03100
ICONCRETE WORK
IPART 1 GENERAL
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1.1 Description
The extent of concrete work is shown on the drawings. The work also includes
I
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.
1.2 Quality Assurance
IA. Codes and Standards
I
Comply with the provisions of the following codes, specifications and
standards, except as otherwise shown or specified here:
I
ACI 301 "Specifications for Structural Concrete for Buildings"
ACI 311 "Recommended Practice for Concrete Inspection"
IACI 318 "Building Code Requirements for Reinforced Concrete"
ACI 347 "Recommended Practice for Concrete Formwork"
I
ACI 304 "Recommended Practice for Measuring, Mixing, Transporting
Iand Placing Concrete"
Concrete Reinforcing Steel Institute, "Manual of Standard Practice"
IComply with building code requirements which are more stringent than the
above and all OSHA requirements.
B. American Society for Testing and Materials (ASTM)
1. C31 Making and Curing Concrete Test Specimens in the Field.
2. C33 Specification for Concrete Aggregate.
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3. C39 Compressive Strength of Cylindrical Concrete Specimens.
4. C40 Organic Impurities in Fine Aggregate for Concrete.
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5.
C85 Cement Content of Hardened Portland Cement Concrete.
6. C88 Soundness of Aggregates by use of Sodium Sulfate or Magnesium I
Sulfate.
7. C94 Standard Specifications for Ready-Mixed Concrete. '
8. C131 Resistance to Degradation of Small Size Coarse Aggregate by
Abrasion and Impact in the Los Angeles Machine. '
9. C136 Method for Sieve Analysis to Fine and Coarse Aggregate.
10. C143 Slump of Portland Cement Concrete.
11. C150 Standard Specification for Portland Cement. ,
12. C156 Water Retention by Concrete Curing Materials.
13. C173 Air Content of Freshly Mixed Concrete by the Volumetric
Method.
14. C231 Air Content of Freshly Mixed Concrete by the Pressure Method.
15. C233 Standard Method of Testing Air-Entraining Admixtures for
Concrete.
16. C260 Standard Specifications for Air-Entraining Admixtures for
Concrete.
17. C289 Standard Test Method for Potential Reactivity of Aggregates
(Chemical Method).
18. C441 Standard Test Method for Effectiveness of Mineral Admixtures in
Preventing Excessive Expansion of Concrete Due to the Alkali-
Aggregate Reaction.
19. C457 Microscopical Determination of Air-Void Content and Parameters
of the Air-Void System in Hardened Concrete.
20. C494 Standard Specifications for Chemical Admixtures for Concrete.
21. C670 Preparing Precision Statements for Test Methods for Construction I
Materials.
22. C803 Penetration Resistance of Hardened Concrete. '
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C. Workmanship
The CON TRACTOR 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.
D. Concrete Testing Service for Concrete Mix Design
Employ, at CONTRACTOR'S expense a testing laboratory acceptable to the
' ENGINEER to perform material evaluation tests and to design concrete mixes.
E. 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.
F. 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.
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G. Allowable Tolerances
1. Construct formwork to provide completed cast-in-place concrete I
surfaces complying with the tolerances specified in ACI 347, and as
follows:
I
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; 1/2-
inch maximum in 40 feet or more.
I
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 I
and thickness of slabs and walls, minus 1/4-inch and plus
1/2-inch. I
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 insteps - 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. I
h. Circular structures shall be constructed in a true circular form,
with maximum variation of 1/4-inch from the dimensions shown
I
on the plans.
2. Before concrete placement check the lines and levels of erected
1
formwork. Make corrections and adjustments to ensure proper size and
location of concrete members and stability of forming systems.
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River Terrace North Pump Station and Force Main,PN 6631 Concrete Work
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14-1611.204 03100-4
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3. During concrete placement check formwork and related supports to
ensure that forms are not displaced and that completed work will be
I within specified tolerances.
H. Quality Control Testing During Construction
I
See Part 3 -Execution.
I1.3 Submittals
A. For information only, submit six (6) copies of manufacturer's data with
I 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
I finish materials, and others. Bind and submit in one submittal.
B. Submit shop drawings for fabrication, bending and placement of concrete
I reinforcement. Comply with the ACE 315 "Manual of Standard Practice for
Detailing Reinforced Concrete Structures" showing bar schedules, stirrup
I spacing, diagrams of bent bars, and arrangements of concrete reinforcement.
Include special reinforcement required at openings through concrete
structures.
IC. Submit shop drawings for fabrication and erection of specific finished concrete
surfaces as shown or specified. Show the general construction of forms
Iincluding 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
Iintersections, 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
ICONTRACTOR's responsibility.
D. Submit six (6) copies of laboratory test reports for proposed concrete materials
Iand mix design tests as specified. Do not begin concrete production until
ENGINEER has reviewed the proposed mix design.
IE. 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
I 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.
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14-1611.204 03100-5
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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
111
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. The costs for preparation of mix designs (if required by the
OWNER to be performed by an independent testing laboratory) and testing of
concrete and materials shall be borne by the OWNER, except when materials do
not meet specified requirements, in which case such costs shall be borne by the
CONI RACTOR.
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 so directed by the ENGINEER or Laboratory for improved specified
strength or desired density,uniformity and workability. I
D. The proportions of such mix design shall be based on a full cubic yard of
hardened concrete. e
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. 111
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.
1.6 Sample I
CONTRACTOR shall pour and finish one 2-foot square exposed aggregate concrete
sample for ENGINEER's approval prior to construction if exposed aggregate is
included on job.
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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.
1 4. Ties shall positively secure the wall to the required dimension and hold
the wall to that dimension prior to and during concrete placement.
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' 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.
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03100 -7
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2. The walers shall be rolled or welded to the proper radii or offset brackets
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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. 1
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 .1
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 I 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 I
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, I
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 I
Provide commercial formulation form-coating compounds that will not bond
with, stain nor adversely affect concrete surfaces, and will not impair 1
subsequent treatments of concrete surfaces requiring bond or adhesion, nor
impede wetting of surfaces to be cured with water or curing compound.
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03100 - 8
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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
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111easy 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
1 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. CONTRACTOR is responsible for insuring that all required
anchorage not specified in the project documents is installed per current
building code and applicable ICC report requirements.
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2.5 Reinforcing Materials
A. Reinforcing Bar(rebar) 1
ASTM A615 and as follows:
Stirrups and Ties: Grade 60 (Grade 40 may be used for#3 and smaller)
All other Uses: Grade 60
B. Steel Wire
ASTM A82,plain, cold-drawn, steel.
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C. Welded Wire Fabric (WWF)
ASTM A185,welded steel wire fabric.
D. Supports for Reinforcement I
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 I
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.
E. Fiber Reinforcement—Collated polypropylene fiber, 3/4"-inch, manufactured I
from 100%virgin homopolymer polypropylene, hydrophobic, in compliance
with ASTM C116. Fiber reinforcement shall be ProconF fibrillated
polypropylene by Nycon or approved equal. Minimum dosage rate shall be
1.5 pounds per cubic yard.
2.6 Concrete Materials I
A. Portland Cement
ASTM C150, Type II, unless otherwise acceptable to ENGINEER. Use only
one (1)brand of cement throughout the project, unless otherwise acceptable to
the ENGINEER. The use of ground granulated blast furnace slag is not allowed.
B. Aggregates
ASTM C33 and as herein specified. Provide aggregates from a single source
for all exposed concrete. i
River Terrace North Pump Station and Force Main,PN 6631 Concrete Work
14-1611.204 03100- 10
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Local aggregates not
complying with ASTM C33 but which have shown by
special test or actual service to produce concrete of adequate strength and
I durability may be used when acceptable to the ENGINEER.
1. Fine Aggregate - Clean, sharp, natural sand free from loam, clay, lumps
I or other deleterious substances. Dune sand, bank-run sand and
manufactured sand are not acceptable.
1 2. Coarse Aggregate - Clean, uncoated, processed aggregate containing no
clay, mud, loam or foreign matter, as follows:
Ia. ' 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.
IC. 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.
I 3. These limitations may be waived if, in the judgment of the
ENGINEER, workability and methods of consolidation are such that
cbplawththoneycomb ovdsIn concrete general itan is e desiredced thatinormalouhocoeymmercomiar l moimixes. using
1 4. 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
I dark in browns and grays; material uniformly sized 5/8-inch to 3/4-
inch.
C. Water- Clean, fresh, drinkable.
D. Air Entraining Admixture -ASTM C260.
IE. Water-Reducing Admixture -ASTM C494, Type A.
IF. Set-Control Admixtures - ASTM C494, as follows:
1. Type B, Retarding.
2. Type C, Accelerating.
I 3. Type D, Water-reducing and Retarding.
4. Type E, Water-reducing and Accelerating.
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Calcium chloride will not be permitted in concrete, unless otherwise
authorized in writing by the ENGINEER.
2.7 Related Materials
A. Waterstops
I
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. 111
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; Sonnebom/Contech, Inc.
C. Joint Sealing Compound I
See Section 07920, Sealants and Caulking.
D. Moisture Barrier
Provide moisture barrier cover over all prepared base material. Use only i
materials that are resistant to decay when tested in accordance with ASTM
E154. The moisture barrier consists of heavy Kraft papers laminated together
with glass fiber reinforcement and overcoated with black polyethylene on each
side. Provide Moistop, St. Regis, or equal.
E. Form Ties (for forms other than wall forms) I
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 1-
inch in diameter in concrete surface.
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F. Concrete Curing Materials
IAcrylic 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.
I
G. Epoxy Adhesive
IProvide 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.
I
H. Chemical-Hardener Finish
IProvide Hornolith from Tamms Industries, or approved equal.
I. Non-slip Aggregate Finish
Provide fused aluminum oxide grits, or crushed emery, as abrasive aggregate
for non-slip finish with emery aggregate containing not less than 40 percent
aluminum oxide and not less than 25 percent ferric oxide. Use material that is
factory-graded, packaged, rustproof and non-glazing, and is unaffected by
freezing, moisture and cleaning materials.
III J. Nonshrink Grout
ISee Specification Section 03600.
2.8 Proportioning Normal Concrete
A. Proportion mixes by either laboratory trial batch or field experience methods,
using materials to be employed on the project for each class of concrete
I required, complying with ACI 211.1. All measurements shall be by weight.
All concrete admixtures shallbe by the same supplier to insure compatibility. If
I different suppliers are used, a memorandum from EACH admixture supplier
shall be provided stating the compatibility of their product with the other
supplier's products.
IB. The slump shall be between two inches and four inches when tested in
accordance with ASTM Specifications C 143. Variations in the slump range
Imay 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
Istrictly adhered to.
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I
C. Compressive Strength,Water and Cement Content
Not withstanding what has been stated here-before, and unless shown otherwise
I
on the Drawings,the concrete shall meet the following requirements. All
concrete except as noted otherwise on the drawings shall have 4,000 psi 28-
day compressive strength. The maximum water content per 94 pound sack of
cement is 4.5 gallons. The minimum cement content for the 4,000 psi mix is
6.0 sacks (94 pound sack of cement per cubic yard of concrete). Up to a
maximum of 15% of cementatious material may be fly ash in accordance with 111
ASTM C618. The use of ground granulated blast furnace slag is not allowed.
D. Retarding Densifiers I
1. All concrete(as defined in 2.9 below)used for wall construction shall
also contain DARATARD-17, as manufactured by Grace Const. Il
Products, Cambridge,MA or MBL-82, 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 I
shall contain no calcium chloride, and shall be compatible with air-
entrained cements and air-entraining admixtures conforming to the I
applicable ASTM,AASHTO,ANSI and Federal specifications.
3. CONTRACTOR shall certify that admixtures do not contain calcium I
chlorides or other corrosive materials.
E. Air-Entraining Agents I
1. All concrete that that is specified to be air entrained or that may be
exposed to freeze/thaw action either during construction or the service life
of the structure must be air entrained. Sufficient air-entraining agent
shall be used to provide total air content of 5 percent, +/- 1 percent.
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(6)percent plus or minus one percent as
determined by ASTM C 173 or ASTM 231. 1
4. Subject to these Specifications, consideration will be given to the
following prpducts: PROTEX"AES," GRACE"DAREX AEA,"
MASTER BUILDERS "MB-AE10," or SIKA CHEMICAL"AER."
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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. Fiber reinforcement admixture shall be included in the ready-mix concrete
design used for filling and channeling the wet well chambers. Fibers shall be
used in strict accordance with the manufacturer's directions.
1 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.
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I
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 I
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. I
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 inI/
-
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.
I
Support form facing materials by structural members spaced sufficiently close
to prevent deflection. Fit forms placed in successive units for continuous I
surfaces to accurate alignment, free from irregularities and within allowable
tolerances.
I
F. Forms for Exposed Concrete
Drill forms to suit ties used and to prevent leakage of concrete mortar around I
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. IIIProvide sharp, clean corners at intersecting planes, without visible edges or
offsets. Back joints with extra studs or girth 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 1
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.
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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
1 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.
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I
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 JointsI
A. Construction Joints - Locate and install construction joints, which are not
Ii
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 I
all reinforcement across construction joints. Unless otherwise specified,
reinforcement shall be lapped in accordance with ACI Standards. I
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. I
E. Control Joints in Slabs-on-Ground- Construct control joints in slabs-on-
ground 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 I
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
I
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.
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IB. Edge Forms and Screed Strips for Slabs - Set edge forms or bulkheads and
intermediate screed strips for slabs to obtain the required elevations and
I 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
Iaccepted compacting type screeds.
C. Cast in Place Reglets - Place in straight and continuous lines as detailed to
I 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.
IAdequately 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
Ireglet. Visually inspect after pour and patch as required.
3.5 Preparation of Form Surfaces
ICoat the contact surfaces of forms with a form-coating compound before
p
reinforcement is placed. Thin formcoating compounds only with thinning agent of
Itype, 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
Ior 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.
11
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
I their work; cooperate with other trades in setting such work as required.
Notify ENGINEER in time for inspection prior to pouring.
1 2. Thoroughly wet wood forms immediately before placing concrete, as
required where form coatings are not used.
1 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
1 uniform dampened condition at the time concrete is placed. Moisten
1 River Terrace North Pump Station and Force Main,PN 6631 Concrete Work
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B. P30subbaseconcrete asis requiredplaced. to provide uniform dampened condition at the time
in compliance with the practices and recommendations of ACI
lace4andconcrete 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 I
acceptable location: Do not use concrete whose allowable mixing time
has been exceeded.
C. Concrete Conveying 111
1. Handle concrete from the point of delivery and transfer to the concrete I
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 t
roads to the work sites.
4. The CON TRACTOR shall not wash concrete trucks/chutes/equipment 1
off at the project site unless plastic tarps and hay bales are employed to
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contain the concrete. The CONTRACTOR will be required to haul off-
site all concrete contaminated soil.
D. Placing Concrete into Forms
III1. 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. mtpry pdin mwntpit has
reached
ove the elevationorasof such spreaderss . hen
4. ConsolidateReemconcrete placed in forms by mechanicalcree vibratinglaci
equipment supplementedreaby handforspading, roddingcoor 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.
I5. Do not use vibrators to transport concrete inside of forms. Insert
and
withdraw vibrators vertically at uniformly spaced locations not farther
IIIthan 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
11 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
I of the mix.
6. Do not place concrete in supporting elements until the concrete
I previously placed in columns and walls is no longer plastic.
E. Placing Concrete Slabs
I1. Deposit and consolidate onsolidate concrete slabs in a continuous operation,
within the limits of construction joints, until the placing of a panel or
t 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.
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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. I
5. Maintain reinforcing steel in the proper position continuously during
concrete placement operations. I
F. Bonding
1. Roughen surfaces of set concrete at all joints except where bonding is I
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. I
2. Prepare for bonding of fresh concrete to new concrete that has set but is
not fully cured, as follows: I
a. At joints between footings and walls or columns, and between
walls or columns and beams or slabs they support, and I
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; I
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. I
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.
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d. In lieu of neat cement grout, bonding grout may be a
commercial bonding agent. Apply to cleaned concrete surfaces
I
in accordance with the printed instructions of the bonding
material manufacturer.
I3. Prepare for bonding of fresh concrete to fully cured hardened concrete
or existing concrete by using an epoxy-resin-bonding agent as follows:
Ia. Handle and store epoxy-resin adhesive binder in compliance
with the manufacturer's printed instructions, including safety
1 precautions.
b. Mix the epoxy-resin adhesive binder in the proportions
I recommended by the manufacturer, carefully following
directions for safety of personnel.
I 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.
IG. Cold Weather Placing
1. Protect all concrete work from physical damage or reduced strength
I which could be caused by frost, freezing actions, or low temperatures,
in compliance with the requirements of ACI 306 and as herein
specified.
1 2. When the air temperature has fallen to or is expected
p to fall below
40°F, provide adequate means to maintain the temperature in the area
Iwhere 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
I intact at least 24 hours after artificial heat is discontinued. Keep
concrete moist. Avoid rapid dry-out of concrete due to over-heating
Land avoid thermal shock due to sudden cooling or heating.
3. When air temperature has fallen to or is expected to fall below 40°F,
I 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 notP lace
concrete on frozen subgrade or on subgrade containing frozen
1
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14-1611.204 03100-23
I
I
materials. Ascertain that forms, reinforcing steel and adjacent co
ncrete
surfaces are entirely free of frost, snow and ice before placing concrete. I
5. Do not use calcium chloride, salt and other materials containing
antifreeze agents or chemical accelerators unless otherwise accepted in
mix designs. 111
H. 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. II
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. I
5. Do not use retarding admixtures unless otherwise accepted in mix
designs. 11
3.7 Finish of Formed Surfaces
A. Rough Form Finish
For formed concrete surfaces not exposed to view in the finish work or I
covered by other construction, unless otherwise shown or specified. This is
the concrete surface having the texture'imparted by the form facing material 11
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 I
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
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14-1611.204 03100-24
I
minimum of seams. Repair and patch defective areas with all fins or other
projections completely removed and smoothed.
C. Curb Finishes
ICurbs 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
I tool. Smooth trowel finish with corners rounded to 3/4-inch radius.
D. Grout Cleaned Finish(Sacked)
l
Provide grout cleaned finish to scheduled concrete surfaces which have
received smooth form finish treatment, and to all exposed to view interior and
I exterior building surfaces, typical.
Combine one part Portland cement to 1-1/2 parts fine sand by volume, and mix
I with water to the consistency of thick paint. Blend standard Portland cement
and white Portland cement, amounts determined by trial patches, so that final
Icolor of dry grout will closely match adjacent surfaces.
Thoroughly wet concrete surfaces and apply grout immediately to coat
I 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
I
At tops of walls, horizontal offsets and similar unformed surfaces occurring
I 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
Iotherwise shown.
3.8 Monolithic Slab Finishes
1 A. Float Finish
I 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,
Imembrane or elastic roofing or sand bed terrazzo, and as otherwise
shown on drawings or in schedules.
I2. 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
Ipower-driven float, or both. Consolidate the surface with power-driven
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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 I after leveling, refloat the surface to a uniform, smooth, granular texture.
B. Trowel Finish111
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- I
driven trowel. Begin final troweling when the surface produces a
ringing sound as the trowel is moved over the surface. 1
3. Consolidate the concrete surface by the final hand troweling operation,
free of trowel marks, uniform in texture and appearance, and with a II
surface plane tolerance not exceeding 1/8-inch in 10 feet when tested
TR
with a 10-foot straightedge. Grind smooth surface defects which would
telegraph through applied floor covering system. I
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 I
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 tol0 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 I
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.
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IE. Chemical-Hardener Finish
1 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.
I
Apply liquid chemical-hardener after complete curing and drying of the
concrete surface.
1 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.
I 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 1 non-slip aggregate finish to concrete stair treads,platforms, ramps, and
I elsewhere as shown on the drawings or in schedules.
After completion of float finishing and before starting trowel finish, uniformly
I 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.
I3.9 Schedule of Concrete Surface Finishes
11 Also see Section 09800 for protective coating requirements.
Type Description Finish Requirement
IA. Interior Horizontal Slabs Slab Broom Finish(Non-Slip)
I B. Exterior Horizontal Slabs Slab Broom Finish(Non-Slip)
C. Stair Treads, Platforms and Slab Non-Slip Aggregate
Ramps
D. Interior Vertical Surfaces Formed Smooth Form
(including Valve Vault)
IE. Exterior Vertical Surfaces Formed Smooth Form
Exposed to View
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3.10 Concrete Curing and Protection 111
A. General I
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,uring, 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. a
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
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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
I 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
I 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 PP g 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
111 otherwise acceptable to the ENGINEER.
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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.
III
C. Temperature of Concrete during Curing
1. When the atmospheric temperature is 40°F and below, maintain the I
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 111 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. 1
3. Maintain concrete temperature as uniformly as possible and protect
from rapid atmospheric temperature changes. Avoid temperature I
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 I
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 I
concrete is still green and steel-troweling surfaces to a hard, dense finish with
corners, intersections, and terminations slightly rounded. I
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C. Equipment Bases and Foundations - Provide machine and equipment bases
and foundations as shown on the drawings. Set anchor bolts for machines and
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equipment to template at correct elevations, complying with certified diagrams
or templates of the manufacturer furnishing the machines and equipment.
1 3.12 Removal of Shores and Forms
I 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.
IKeep 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
Iand heavy loads due to construction operations have been removed.
B. Formwork not supporting weight of concrete, such as sides of beams, walls,
Icolumns 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
1 and provided curing and protection operations are maintained.
C. Formwork supporting weight of concrete, such as beam soffits,joints, slabs
Iand 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
I shores and other vertical supports have been arranged to permit removal of '
form facing material without loosening or disturbing shores and supports.
IE. 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.
I
When forms are extended for successive concrete placement, thoroughly clean
surfaces, remove fins and laitance, and tighten forms to close all joints. Align
111 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 exposed
ex osed
visible surfaces.
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3.13 Concrete Surface Repairs
A. Patching Defective Areas I
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 1
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 I
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.
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C. Repair of Unformed ormed Surfaces
1 1. Test unformed surfaces, such as monolithic slabs, for smoothness and
to verify surface plane to the tolerances specified for each surface and
Ifinish. 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
I 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
I to the reinforcement or completely through non-reinforced sections
regardless of width, spalling, popouts, honeycomb, rock pockets and
other objectionable conditions.
1 4. Correct high areas in unformed surfaces by grinding, after the concrete
has cured sufficiently so those repairs can be made without damage to
1 adjacent areas.
5. Correct low areas in unformed surfaces during or immediately after
I 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
Iacceptable to the ENGINEER.
6. Repair defective areas, except random cracks and single holes not
Iexceeding 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
1 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.
I Mix patching concrete of the same material to provide concrete of the
same type or class as the original adjacent concrete. Place, compact
I and finish as required to blend with adjacent finished concrete. Cure in
the same manner as adjacent concrete.
I 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.
I 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
Iparts fine aggregate passing a No. 16 mesh sieve, using only enough
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water as required for handling and placing. Compact dry-pack mixture
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in place and finish to match adjacent concrete. Keep patched areas
continuously moist for not less than 72 hours.
8. For repair of existing unformed surfaces, mechanically remove all lose
concrete as required to expose sound aggregate. Clean concrete
surfaces to achieve a contaminate free, open textured surface. Square
cut or under cut perimeter to minimum depth as specified by the repair
mortar manufacturer. Remove all lose concrete around the exposed
steel and hand tool or blast clean all portions of rebar with visible rust
to near white metal finish. If half of the diameter of the reinforcing
steel is exposed, chip out behind the reinforcing to a 1/2-inch minimum
depth. Splice new reinforcing steel to existing where corrosion has
depleted the cross-section area by 25%. Apply a corrosion
inhibitor/primer/bonding agent to all exposed rebar and other steel
components and to concrete surfaces to be repaired per manufacturer's
requirements, such as Sika Armatec 110 . Apply a polymer-modified, I
cement-based, repair mortar, trowel applied as specified by the
manufacturer, such as Sika MonoTop 615.
9. Repair methods not specified above may be used subject to the
acceptance of the ENGINEER.
3.14 Quality Control Testing during Construction
A. The The OWNER or a representative of the OWNER will engage a special 1
inspector/testing laboratory to perform all tests and to submit test reports to the
ENGINEER and the CONTRACTOR. Per the OWNER or ENGINEER's
requirements, the CON TRACTOR shall notify the special inspector/testing I
laboratory or the designated project representative to schedule the special
inspections and materials testing required by the project documents.
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. 111
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1 4. Compression Test Specimen-ASTM C31; one (1) set of four(4)
standard cylinders for each compressive strength test, unless otherwise
I 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
Itest specimens is made.
6. Compressive Strength Tests - ASTM C39; one (1) set for each 100
Icubic 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,
Iand one (1) specimen retained in reserve for later testing if required.
a. When the frequency of testing will provide less than five (5)
Istrength 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
I ENGINEER if, in his judgment, adequate evidence of
satisfactory strength is provided.
Ic. 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
I 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.
1 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
I 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
Icharacteristics have not been attained in the structure, as directed by the
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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.
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END OF SECTION
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SECTION 03400
PRECAST CONCRETE
PART 1 GENERAL
I1.1 Description
A. This section covers the furnishing and installation of precast vaults and
manholes.
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 followingcodes, specifications s p ons 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
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ASTM A 48 Specification for Gray Iron Castings
ASTM C 478 Precast Reinforced Concrete Manhole Sections 1
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, ,I
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. 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. 1
PART 2 PRODUCTS
2.1 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.
2.2 Precast Vaults
A. Vaults covered by this section include, but are not limited to, valve vaults, 1
meter vaults, electrical manholes and pull boxes.
dimensions shall be as requiredI
B. Size --Vault 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 4 to 6 percent.
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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. 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 125 PCF 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 3 feet of soil depth in areas designated for
vehicular traffic.
Where H=depth of fill
Seismic -- IBC and OSSC (current code), but not less than 0.20 g
111
acting on structure mass. 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.
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.
111 River Terrace North Pump Station and Force Main,PN 6631
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2.3 Precast Concrete Manholes.
Precast concrete pipe manhole sections, transition sections, eccentric cones, I
A. p p
flat slab tops, and adjusting rings shall conform to ASTM C-478. Minimum
wall thickness shall be 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 I
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. I
C. Openings for connecting pipes in riser sections, bottom riser sections, and I
integral base sections, and for access in flat slabs shall be preformed or cored
by the manufacturer. All pipe entering or leaving the manhole (new or
existing manhole) shall be provided with flexible joints within one foot of the
111
manhole structure.
D �'
. Precast integral base sections shall be of monolithic construction, conforming I
to ASTM C-478.
E. Where prgh
essure ti t manhole frames and covers are called for,threaded I
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. ,11
F. Manhole Frames and Covers I
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 I
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 H2O 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 I
A. Precast concrete wet well sections, transition sections, flat slab tops, and
adjusting rings shall conform to ASTM C-478. Minimum wall thickness shall
1
6631 Precast Concrete I
Station and Force Main,PN
River Terrace North Pump 03400 -4
14-1611.204
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be twelve (12) inches. Reinforcing in transition sections shall be equal to that
specified for wall sections of the larger diameter.
I
B. Precast wet well sections shall consist of circular sections in standard nominal
inside diameters ranging from 48 inches in diameter to 144 inches in diameter.
I Heights of sections shall be in multiples of 12 inches. Diameter and type shall
be as specified on the Plans.
IC. 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
Iby the manufacturer. No openings shall be made within six (6) inches of a wet
well joint. All rigid non-reinforced pipe entering or leaving the wet well shall
be provided with flexible joints within one foot of the wet well structure.
I D. Precast integral gr base section shall be of monolithic construction, conforming
to ASTM C-478. Base slab shall be a minimum of 12 inches thick.
II
E. Top slab shall be as shown on the Plans. Access hatch shall be cast into top
slab. Contractor shall confirm coordination of the location of access hatch
with the location of the submersible pump rail-retrieval system. See the Plans.
I2.5 Joint Materials
A. Mortar used for the structures herein specified shall conform to ASTM C-387.
11, Admixtures may be used not exceeding the following percentages of weight of
cement: hydrated lime, 10 percent; diatomaceous earth or other inert materials,
5 percent. The consistency of the mortar shall be such that it will readily
Iadhere to the precast concrete if using the standard tongue and groove type
joint. Mortar mixed for longer than 30 minutes shall not be used.
IB. Non Shrinking Grout --Non-shrink grout shall be Preco-Patch, 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
Icommercial 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
II
agent.
D. Rubber gaskets shall conform to ASTM C 443.
I
IRiver Terrace North Pump Station and Force Main,PN 6631 Precast ecast Concrete
03400- 5
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E. Preformed mastic gaskets for vault and manhole joints shall meet Federal
iimm
Specification SS-S-00210 (210-A) and AASHTO M-198B.
F. Waterproof sealant for vault pipe penetrations shall be Vulkem 921 or
approved equal. I
PART 3 EXECUTION
3.1 General 111
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 I
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 1
recommendations, unless otherwise required by the Contract Documents.
D. Subgrade Preparation-- Subgrade shall be compacted to 95 percent of I
g p
maximum density and covered with a minimum of 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.
b
E. Joints -- All joints for vaults and manholes shall be sealed watertight y 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.
3.2 Precast Vaults I
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.
3.3 Precast Concrete Manholes
A. All 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 1
River Terrace North Pump Station and Force Main,PN 6631 Precast Concrete r
14-1611.204 03400-6
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111 placed on compacted bedding. Concrete
P g 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 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.
1 , 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 p s may be used to construct standard, drop
and carry-through manholes. Manholes less than 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
then 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.
River Terrace North Pump Station and Force Main,PN 6631 Precast Concrete
14-1611.204 03400 - 7
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e thorou hl wetted com letel fith ,
3. All lift holes shall b g y p Y
and smoothed and pointed both inside and out to ensurelled watewirtightnessmortar.
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 I
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
1. Manhole frames, grates and covers shall be installed in such a manner
as to prevent infiltration of surface or groundwater between the frame I
and the concrete of the manhole section. Use preformed rubber ring to
form a watertight seal.
i
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 4 inches.
E. Manhole Hydrostatic Testing
hydrostatically tested. The hydrostatic test shall I
All new manholes shall be y y Y
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 I
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 1
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.
3.4 Wet Well Hydrostatic Testing I
A. Separately test each individual wet well that will contain liquid by filling to
the overflow(or to the top if no overflow is included) with water after the 28 111
-
day design strength of the concrete has been obtained and all piping
connections have been made and have been temporarily plugged. Repair any I
River Terrace North Pump Station and Force Main,PN 6631 Precast Concrete I
14-1611.204 03400 - 8
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visible leakage. Damp spots that do not run may be acceptable if below
itground or are not common walls with pump rooms or passageways.
B. Leakage shall not exceed 0.1 percent of the volume contained in the chamber
in a 24-hour period. Any structure with leakage in excess of the allowable
amount shall be considered not watertight and shall be repaired to reduce
leakage.
IC. In the event that the structure is not watertight, outline a procedure for repair
prior to proceeding with the repair work. Complete any repairs to new work
as per specifications at the CONTRACTOR's expense.
D. Approved repairs can include, but not necessarily be limited to, one or a
Icombination of the following. Use of these techniques is not to be construed
as a warranty by the ENGINEER declaring that the methods outlined will
satisfy leakage repair requirements.
I1. Replace p e defective concrete.
i2. Grouting of the joint by drilling grout holes to the center of the
structural unit and forcing grout into the joint under pressure.
3. Cutting of a bevel groove on the pressure side of the joint. Groove 1/2
to 3/4 inch in width and Y
ox depth caulked with a joint sealer in
p p
I accordance with the manufacturer's instructions.
E. Repeat leakage test until a test satisfactory to the ENGINEER has been
Iachieved.
END OF SECTION
I
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I River Terrace North Pump Station and Force Main,PN 6631 Precast Concrete
14-1611.204
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SECTION 03600
IGROUT
1 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,
I and do all other work as required to produce finished grout, in accordance with
the requirements of the Contract Documents.
IB. Work covered in this section includes:
I1. 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
iii
in the Contract Documents, unless another type is specifically referenced.
1.2 Reference Specifications, Codes, and Standards
III
A. Specifications, codes, and standards shall be as specified in Section 03100,
1 "Concrete Work," and as referred to herein.
B. Commercial Standards
1 , CRD-C 621 Corps of Engineers Specification Non-
Shrink p fication for Non Shrink Grout
ASTM C 109Test Method for Compressive Strength of Hydraulic Cement
Mortars (Using 2-inch or 50-mm Cube Specimens)
IASTM C 531 Test Method for Linear Shrinkage and Coefficient of Thermal
Expansion of Chemical - Resistant Mortars, Grouts, and Monolithic Surfacing
IASTM C 579Test Methods for Compressive Strength for Chemical -Resistant
Mortars and Monolithic Surfacing
IASTM C 827Test Method for Early Volume Change of Cementitious Mixtures
'I
River Terrace North Pump Station and Force Main,PN 6631
14-1611.204 Grout
03600- 1
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1.3 Contrtr Subtt
The CONTRACTOR shall submit certified test results verifying the compressive I
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
111
the work.
1.4 Quality Assurance
ce I
Field Tests I
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 I
ENGINEER to insure continued compliance with these specifications. The
specimens will be made by the ENGINEER or its representative.
111
B. Compression tests and fabrication of specimens for cement grout and non-
shrink 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 I
CONTRACTOR shall supply all materials necessary for fabricating the test
specimens.
PART 2 PRODUCTS
2.1 Prepackaged Grouts
Non-Shrink Grouts I
A. Non-shrink grout shall be a prepackaged, inorganic, non-gas- liberating, non- 1
metallic, cement-based grout requiring only the addition of water.
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 I
River Terrace North Pump Station and Force Main,PN 6631 Grout I
03600-2
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I
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
I 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 -
C827;
and shall have no shrinkage (0.0 percent) and a maximum of 0.2 percent
1
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
I5000 psi and shall meet the requirements of CRD C621.
D. Application
1. Class A non-shrink on shrink grout shall be used for the repair of all holes and
defects in concrete members which are water bearing or in contact with
I 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
I herein. Class A non-shrink grout may be used in place of Class B non-
shrink grout for all applications.
2. Class B non-shrink grout shall be used or the repair of
p all holes and
defects in concrete members which are not water-bearing and not in
111 contact with soil or other fill material, grouting under all base plates for
structural steel members, and groutinrailing posts
in place.
1 2.2 Consistency
A. The consistency of grouts shall be that necessary to completely fill the space to
I 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
I placement and finishing conditions but shall not exceed four(4) inches.
I2.3 Measurement of Ingredients
A. Measurements for cement grout shall be made accurately by volume using
J containers approved by the ENGINEER. Shovel measurement shall not be
allowed.
B. Prepackaged grouts shall have ingredients measured by means recommended
Iby the manufacturer.
111 River Terrace North Pump Station and Force Main,PN 6631 Grout
14-1611.204
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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 I
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, I
curing, and other means of execution of prepackaged grouts shall be done according
to the instructions and recommendations of the manufacturer.
END OF SECTION
111
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River Terrace North Pump Station and Force Main,PN 6631 Grout
14-1611.204 03600-4
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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 an 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
l 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 CON TRACTOR.
River Terrace North Pump Station and Force Main,PN 6631 Mortar and Grout
14-1611.204 04100- 1
I
enc or laboratoryshall make test specimens of
C. An independent testing agency p
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 CON TRACTOR
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 the International Building Code (IBC) and the Oregon
Structural Specialty Code (OS SC), and shall be governed by the classification
of the building or structure or nature of occupancy to either Level 1 inspection
or Level 2 inspection. 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 1.
required inspection the CON I'RACTOR shall provide Level 2 inspection or
obtain written direction from the ENGINEER to the required level of
inspection. t
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.
River Terrace North Pump Station and Force Main,PN 6631 Mortar and Grout
14-1611.204 04100-2
I
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:
1
Sieve Size Percent Passing
4 100
8 95 - 100
16 70 - 100
30 40 - 75
50 15 - 35
100 2 - 15
I200 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. Wate roofin admixture g amixture 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.
I 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.
IH. Water-reducing admixture for mortar. Type: BASF ASF Rheomix or approved
equal.
I. Mortar Color. Pure natural finelymilled 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.
I
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River Terrace North Pump Station and Force Main,PN 6631 Mortar and Grout
14-1611.204
04100-3
1
2.2 Proportion
. Moortarf Mixes
Ashall conform to ASTM C270 and be of the type and color specified. I
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.
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River Terrace North Pump Station and Force Main,PN 6631 Mortar and Grout
04100-4
14-1611.204
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PART 3 EXECUTION
3.1 Mixing
1 A. Grout shall be plant batched.
B. All tools and equipment used in mixing of mortar shall be clean and free of
I.I
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
I
be employed. Heat aggregates when air temperature is below 32 degrees F to
maintain mortar at 70 to 120 degrees F until used.
kC. 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.
I3.2 Installation
A. See Section 04220 for masonry units.
It
B. All masonry shall be laid true straight level, plumb and neatly in accordance
Iwith 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.
11 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 withI
masonry saw and produce neat and true surface. All units shall be sound, dry,
clean and free from cracks and chips.
1 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.
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I River Terrace North Pump Station and Force Main, PN 6631 Mortar and Grout
14-1611.204
04100-5
3.3 Reinforcement (See also Section 03100)
The following minimum requirements shall be met unless shown otherwise: I
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 rebar in bottom of 8-inch lintel for less than four (4) feet span, and
two (2) #5 rebar 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 I
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. I
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14-1611.204 04100-6
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IF. 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
I core in vertical alignment, even though it may be in cell adjacent to cell
holding vertical wall reinforcing.
IG. 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
J 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.
II. 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
j same type of masonry units.
i 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
Ihorizontal cells to be filled with grout.
K. Do not furrow bed joints. Shove tightly each new unit against existing unit so
Ithat mortar bonds well to both.
L. Rock closures into place. Do not pound corners and jambs to fit stretcher units
I after they are set in position. Remove all excess grout and mortar spilled on
masonry units during construction.
IM. 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.
IN. 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"
I 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
IRiver Terrace North Pump Station and Force Main,PN 6631 Mortar and Grout
14-1611.204 04100- 7
f
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.
0. Unless shown otherwise on drawings, provide 8-inch lintel for concrete
3.4 Grouting
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.
A. Grouting shall be by
low lift method.
B. Cells containing reinforcement or embedded items shall be solidly filled with I
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, etc.,
anchors, 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
1
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 I
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
River Terrace North Pump Station and Force Main,PN 6631 Mortar and Grout I
14-1611.204 04100 - 8
1
grout full the vertical cells required to be grouted and fill the beam or lintel
without pause.
I
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.
I
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
I
continuous operation.
I I. Place grout within 1 1/2 hour from introducing water in the mixture and prior
to initial set.
111 3.5 Masonry Cleaning
A. All mortar and grout must be thoroughly set and cured before cleaning.
I 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
1 with fresh, clean water immediately after cleaning. Do small sections ons at a
time, working from top to bottom. Repeat as necessary.
1 C. Tuckpoint any loose, or defective mortar joints. At conclusion nclusion of masonry
work, remove scaffolding and equipment used in work and remove debris,
I refuse and surplus masonry material.
IEND OF SECTION
I
I
I
I
IRiver Terrace North Pump Station and Force Main,PN 6631 Mortar and Grout
14-1611.204 04100-9
1
SECTION 04220
CONCRETE UNIT MASONRY
PART 1 GENERAL
1.1 Scope
Work included under this section shall include all materials andP erform 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 deliveryof
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 compressive strength
(fm) 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
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I
specified requirements and the methods needed for proper performance of the I
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. 1
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 (IB C)
Comply with building code requirements which are more stringent than the 11
above and all O.S.H.A. requirements.
C. Masonry construction shall be inspected and evaluated in accordance with the I
requirements 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 or Level 2 inspection. 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. I
D. Where a Quality Assurance Plan is provided as part of the Contract.
Documents the CONTRACTOR shall provide a written statement of I
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.
I
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14-1611.204 04220-2
I
IE. An independent p 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
ll compressive strength(f m) shall be determined for each Wythe of muitiwythe
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
I
evaluation tests and to perform required Special Inspections.
G. Materials and installed work may require testing and retesting, as directed by
Ithe 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
Iexpenses for the retesting of rejected materials and installed work will be
charged back to the CONTRACTOR.
I1.4 Product Handling
A. Store materials under cover in a dry place and in a manner to prevent damage
Ior 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
I absorption. Protect concrete masonry units from wetting.
B. Handle unit on pallets or flat bed barrows.
IC. Replacements -- In the event of
damage, immediately make all repairs and
replacements necessary to the approval of the ENGINEER and at no additional
I cost to the OWNER.
D. Reinforcing, metal ties, and anchors shall be protected from contact with soil
I and water and before being placed shall be free of loose rust and other coatings
that will reduce or destroy bond.
IE. 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.
I
I
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14-1611.204
04220-3
I
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
I
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 I
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 .
I
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.
I
PART 2 PRODUCTS I
2.1 Concrete Masonry Units
I
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.
I
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.
I
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 I. five units for normal weight aggregate per ASTM C140.
I
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I
14-1611.204 04220-4
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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.
Unit Colors and Styles. Pure natural finely milled inert water insoluble non-
bleeding and free of deleterious fillers or extenders. Colors and styles shall be
as shown on the plans. Colors shall be selected by OWNER from
manufacturer's selection.
2.2 Mortar and Grout
Provide mortar and grout as indicated on the drawings in conformance with the
' requirements of Section 04100 of these specifications.
2.3 Reinforcement Steel
iProvide reinforcement steel as indicated on the drawings and in conformance with the
requirements of Division 3 of these specifications.
2.4 Insulation
Not used.
2.5 Other Materials
All other materials, not specifically described but required of a complete and proper
' installation of the work of this Section, shall be as selected by the CONTRACTOR
subject to the approval of the ENGINEER.
1
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.
1
' River Terrace North Pump Station and Force Main,PN 6631 Concrete Unit Masonry
14-1611.204 04220- 5
I
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, 1
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 I
be permitted.
C. Before closing up any pipe, duct or similar inaccessible spaces or shafts with I
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
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14-1611.204 04220-6
I
1
courses of the starting course on footings and solid foundation walls,
and where adjacent to cells or cavities to be reinforced and/or filled
I
I
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
I
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.
IH. Placing Reinforcement
I1. Splices in reinforcement shall be made only at such points and in such a
I
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
I
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
I
and at intervals necessary to hold the reinforcing in proper position.
Reinforcement shall be placed at the wall centerline unless indicated
I
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
I
in this Division and as shown on the drawings.
2. Grout shall be poured in lifts not exceeding 5-feet. The maximum
I
I
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.
1 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
1 River Terrace North Pump Station and Force Main,PN 6631 Concrete Unit Masonry
14-1611.204 04220-7
mechanical vibration and reconsolidate by mechanical vibration after I
initial water loss and settlement has occurred.
4.
5. 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. I
J. Low-Lift Grouting I
1. The repetitive construction procedure of erecting a masonry wall to a
height not greater than four(5) feet, grouting the wall as required and I
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 I
metal door buck and frames solidly with mortar.
K. Pointing and Cleaning I
1. At the completion of the work, all holes in joints of masonry surfaces to
be exposed or pointed except weep holes shall be filled with mortar and I
suitably tooled, masonry walls shall be dry brushed at the end of each
day's work and also final pointing, and shall be left clean and free from
mortar spots and droppings. Any cracks in masonry shall be repaired.
Defective joints shall be cut out and repointed.
2. Remove efflorescence, mortar spots and other areas that appear unclean I
with cleaning agent to a sample wall area as directed by the
ENGINEER. The ENGINEER retains the right to change proposed
cleaning methods and shall be notified before any additional cleaning I
agent is used. The cleaning methods agent shall be applied to a small
section of the wall at a time and work shall proceed from the top to the
bottom. Protect all metal sashes, lintel, louvers and other corrodible I
parts when masonry is cleaned.
END OF SECTION
I
I
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14-1611.204 04220- 8
I
' SECTION 04700
IMANUFACTURED STONE VENEER
IPART 1 GENERAL
1.1 Scope
IWork included under this section shall include all supplyingall materials and
performing all labor required to execute this work as indicated on the drawings, as
I specified and as necessary to complete the work, including, but not limited to, these
major items:
IA. Manufactured stone veneer.
1.2 Submittals
IA. Product Data— Submit product data for the manufactured stone and for
accessory materials including water resistive barrier, mortar, metal lath,
I
fasteners, and flashing. Product data shall include tests demonstrating
compliance with the physical properties specified under 2.1
I
B. Samples -- Before any manufactured stone materials are delivered to the job
site, submit one sample of each proposed manufactured stone to the
ENGINEER for approval.
IC. Submit color samples for OWNER selection of manufactured stone colors.
D. Material Certificates -- Prior to delivery of manufactured stone materials and
I metal to the job site, deliver to the ENGINEER a letter from the manufacturer
of the proposed manufactured stone that all such units to be delivered to the
Ijob site are in strict conformance with the provisions of this Section.
E. Submit construction procedures for Cold Weather Construction and/or Hot
Weather Construction for review and approval by ENGINEER in compliance
I with the requirements herein prior to use on the project.
1.3 Quality Assurance
A. Qualifications of Workers
IUse 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
I work of this Section.
I
IRiver Terrace North Pump Station and Force Main,PN 6631 Manufactured Stone Veneer
14-1611.204 04700- 1
1.
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
__:_......mimmm••m••m•.••••••••.••
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. American Society of Civil Engineers (ASCE)
4. The Masonry Standards Joint Committee (MSJC) of the Masonry
Society (TMS)
5. The International Building Code (IBC)
Comply with all O.S.H.A. requirements.
C. 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
products with tarpaulins or other suitable material. Store masonry products
under covers that will permit circulation of air and prevent excessive moisture
absorption. Protect manufactured stone 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. 1
D. Metal fasteners 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 - CON TRACTOR shall implement the following '
special construction procedures based on the environmental conditions
encountered during masonry construction. Failure of the CONTRACTOR to
River Terrace North Pump Station and Force Main,PN 6631 Manufactured Stone Veneer ,
14-1611.204 04700-2
maintain the conditions dations 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 constructionp rovisions of ACI
530.1/ASCE6/TMS 602, Article 1.8 C shall be implemented when the
iambient 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
tsides of wall and secured in place.
PART 2 PRODUCTS
2.1 Manufactured Stone Unit Physical Properties
' A. The texture and color of manufactured stones shall match the approved
samples for the types of construction and locations designated on the plans.
' Colors and styles shall be as shown on the plans. Colors shall be selected by
OWNER from manufacturer's selection
B. The aggregate shall conform to ASTM C331 and the sand shall conform to
ASTM C33.
' C. Minimum compressive strength of all manufactured stones shall be 1,800 psi,
tested in accordance with ASTM C39.
D. Unit weight shall be less than 15 pounds per square foot, determined in
accordance with ASTM C567.
' E. When tested in accordance with ASTM C177-71, stone units shall have R-
values of 0.355 per inch.
1
' River Terrace North Pump Station and Force Main,PN 6631 Manufactured Stone Veneer
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F. Shear bond between stone unit, Type S mortar and backingshall be a
Yp
minimum of 50 psi when tested in accordance with ASTM C482.
G. Stone units shall undergo a minimum of 50 freeze-thaw cycles with no
g Y
disintegration and less than 3 percent weights loss.
H. Manufactured stone veneer shall be Cultured Stone® from Boral Stone
Products, LLC or approved equal.
2.2 Mortar and Grout
Premixed Type S mortar and grout. '
2.3 Water Resistive Barrier Material
No 15 asphalt saturated felt, complying with ASTM D226 for Type 1 felt. . 1
2.4 Metal Lath
I
Minimum 2.5-lb galvanized, self-furring expanded metal diamond mesh lath meeting
the requirements of ASTM C847.
2.5 Watertable/Sill Brackets
Corrosion resistant, galvanized metal bracket with minimum holding capacity of 5
pounds per linear foot.
1
PART 3 EXECUTION
3.1 Inspection '
Examine the areas and conditions under which work of this Section will be
performed. Examine substrates on which stones units will be installed. Correct 1
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. Coordinate to ensure that no
work, particularly vibration inducing work, will occur on the opposite side of the
walls to which the manufactured stone masonry is applied, neither during installation
nor for 48 hours after installation.
3.3 Installation
A. Follow manufacturer's instructions for preparation of substrate surface.
River Terrace North Pump Station and Force Main,PN 6631 Manufactured Stone Veneer ,
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B. Install manufactured stone units plumb and true to line and maintain level and
Iplumb joint lines.
C. Plan for some variety in size, shape and color and for contrasting colors
I
between adjoining stones. Place small stones next to larger, heavily textured
stones next to lightly textured and thick stones next to thin stones.
D. Each unit shall be adjusted to final position in the wall while mortar is still soft
I and plastic. Any unit disturbed after mortar has stiffened shall be removed and
re-laid with fresh mortar. Press each unit into the mortar setting bed firmly,
I squeezing some mortar out around the unit's edges. Spaces around metal door
frames and other built-in items shall be solidly filled with mortar. Anchors,
wall plugs, accessories, flashings, and other items to be built in shall be
Iinstalled as the masonry work progresses.
E. Where fresh masonry joins masonry that is partially set or totally set, clean the
Iexposed surface of the set masonry and remove all loose mortar.
' F. Mortar Joints
I `1. To achieve a natural look, maintain narrow joints not exceeding 0.5-
inch width.
I2. Create uniform joints. Cut and trim stone units as necessary to achieve
consistent mortar joint width. Trim and fit small pieces as necessary to
I fill voids. Coat cut or broken edges with motor and position cut edges
down within the wainscoting.
IG. Pointing and Cleaning
1. When the joints have become firm, point the joints with a metal
I jointing tool. Rake out excess mortar. Compact and seal the edges
around the stone units.
I2. At the end of each work day and upon completion of the work, broom
or brush the work to remove loose mortar and to clean the stone unit
faces. Do not use a wet brush or sponge to treat the mortar joints. Do
Inot use acidic or acid-based products. Take care to avoid smearing
mortar on the surface of the stone units.
I3. Upon completion of the work, all holes in joints of exposed masonry
surfaces, except weep holes, shall be filled with mortar and suitably
tooled
IEND OF SECTION
I
IRiver Terrace North Pump Station and Force Main,PN 6631 Manufactured Stone Veneer
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SECTION 05500
METAL FABRICATIONS
PART 1 GENERAL
1.1 Description
A. The
extent of metal fabrications work is shown on the drawings and includes
items fabricated from iron, steel, stainless steel and aluminum shapes,plates,
bars, sheets, strips, tubes, pipes and castings which are not a part of structural
steel or other metal systems in other sections of these specifications.
B. The types of miscellaneous metal items include but are not limited to the
following:
1. Gratings
2. Handrails and railings
3. Stairs and Stairways
4. Access hatches
5. Miscellaneous framing, fabrication and supports
6. Rough hardware
1.2 Reference Specifications, Codes, and Standards
A. Codes and Standards -- Comply with the provisions of the following codes,
standards and specifications, except as otherwise shown and specified:
1. AISC -- "Specifications for the Design, Fabrication and Erection of
Structural Steel for Buildings", including "Commentary of the AISC
Specifications"
2. AISC -- "Specifications for the Design of Cold-Formed Steel Structural
Members"
3. SSINA-- "Stainless Steel Fabrication"
' 4. AWS -- "Structural Welding Code"
5. Standard Specifications for Metal Bar Grating in the "Metal Bar
• Grating Manual",National Association of Architectural Metal
Manufacturers (NAAMM), 1981
B. Qualification for Welding Work-- Qualify welding processes and welding
operators in accordance with AWS 1.1 "Standard Qualification Procedure"
I
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C. Welding of Aluminum-- Conduct in accordance with Section 10 of the
I/
"Specifications for the Design and Construction of Structural Supports for
Highway Luminaries", AASHTO, 1971. Welding method shall be either gas
tungsten arc or gas metal arc. Rods shall be 4043.
D. Field Measurements -- Take field measurements prior to preparation of shop 1
drawings and fabrication. Do not delay job progress; allow for trimming and
fitting where taking field measurements before fabrication.
E. Shop Assembly--Preassemble items in the shop to the greatest extent
possible, so as to minimize field splicing and assembly of units at the project
site. Disassemble units only to the extent necessary for shipping and handling
limitations. Clearly mark units for reassembly and coordinated installation.
1.3 Submittals During Construction
A. Manufacturer's Data--Miscellaneous Metal, General - For information only,
submit copies of manufacturer's specifications, load tables, dimension
diagrams, anchor details and installation instructions for products to be used in
miscellaneous metal work, including paint products.
B. Shop Drawings --Miscellaneous Metal, General -- Submit copies of shop
drawings for the fabrication and erection of all assemblies of miscellaneous
metal work which are not completely shown by the manufacturer's data sheets.
Include plans, elevations and details of sections and connections and
fabricators proposed shop coat paint or galvanizing specifications. Show111
anchorage and accessory items. Furnish setting drawings, diagrams,
templates, instructions, and directions for installation of anchorages, such as
concrete inserts, anchor bolts, and miscellaneous items having integral I
anchors, which are to be embedded in concrete construction.
C. Samples, Miscellaneous Metal, General -- Submit two (2) sets of '
representative samples of materials and finished products as may be requested
by the ENGINEER. ENGINEER's review will be for color,texture, style and
finish only. ■
D. Where the specifications or building code require that shop drawings be
stamped by a Professional Engineer,calculations shall be performed, signed
and sealed by the Professional Engineer, Registered in the State of Oregon,
and shall show that all specification requirements are met. Said submittals, by
virtue of the fact that they bear the stamp of a registered engineer, shall be
reviewed for general consistency with the requirements shown in the Contract
Documents,but not for context, accuracy, or method of calculation.
I
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1.4 Delivery, Handling and Storage
g
Delivery, handling and storage of metal fabrications shall be in accordance with
manufacturer's requirements.
PART 2 PRODUCTS
2.1 General
For the fabrication of miscellaneous metal work items which will be exposed to view,
ruse only materials which are smooth and free of surface blemishes including pitting,
seam marks, roller marks, rolled trade names, roughness and defects which impair
strength, durability and appearance. Remove such blemishes by grinding or by
welding and grinding prior to cleaning, treating and application of surface finishes
including zinc coatings.
2.2 Materials
A. Stainless Steel Plates, Shapes and Bars --ASTM A 240, Type 316
B. Steel Plates, Shapes and Bars --ASTM A 36
I • C. Steel Plates to be Bent or Cold Formed --ASTM A 283, Grade C
D. Steel Tubing-- Hot formed, welding or seamless, ASTM A 500, Grade B
E. Steel Bars and Bar-Size
Shapes --ASTM A 36
' F. Cold-Finished Steel Bars --ASTM A 108, grade as selected by fabricator
G. Cold-Rolled Carbon Steel Sheets --ASTM A 366
H. Galvanized Carbon Steel Sheets -- ASTM A 526, with ASTM A 525, G 90
zinc coating
I. Gray Iron Castings --ASTM A 48, Class 30
J. Malleable Iron Castings --ASTM A 47, grade as selected
K. Steel Pipe --ASTM A 53, Type E or S; Grade A; galvanized standard weight
' (Schedule 40), unless otherwise indicated
L. Structural Aluminum Shapes and Plates --ASTM B 308, Alloy 6061-T6,
' Anodic Coating Class I, AA-C22-A41, anodized after fabrication
M. Non-shrink Nonferrous Grout-- CE CRD C588
i
' River Terrace North Pump Station and Force Main,PN 6631 Metal Fabrications
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1
2.3 Anchors
Unless otherwise indicated, all drilled, concrete and masonry anchors shall be epoxy I
adhesive anchors. The adhesive shall be a high strength, two part epoxy injection
system, Hilti HIT RE 500-SD or approved equal. Threaded anchor rods shall be AISI
316 stainless steel, meeting the requirements of ASTM F-593 (condition CW). Nuts
and washers shall be furnished to meet the requirements of the anchor rod
specification. All threads on stainless steel rods shall be protected with an anti-seize
lubricant suitable for submerged application, Anti-Seize Technology Pure White or
approved equal.
2.4 Fasteners I
Unless otherwise noted, all fasteners including bolts, nuts and washers shall be Type
316 stainless steel conforming to ASTM F593. All threads on stainless steel fasteners
shall be protected with an anti-seize lubricant suitable for submerged application,
Anti-Seize Technology Pure White or approved equal. Where stainless steel bolts are
in contact with dissimilar metals, glass epoxy insulating sleeves and washers shall be
used to electrically isolate the bolts.
2.5 Paint I
A. Metal Primer Paint-- Primer paint selected must be compatible with the
required finish coats of paint. Coordinate selection of metal primer with finish
paint requirements specified in Division 9 of these specifications. At locations
in contact with process water, use only primer approved for potable water use.
B. Galvanizing Repair -- Comply with ASTM - A780, Al. Repair Using Zinc-
Based Alloys (heat and stick method). ,
C. Protection of All Aluminum--Aluminum materials in contact with concrete,
other metals or other masonry materials shall have surfaces coated with one
coat of Koppers 654 Epoxy Primer 1 to 2 mils dry film (D.F.), followed by 2
coats of Koppers Bitumastic No. 300-M 6 to 8 mils D.F., or one coat of
Porters 7650 Epoxy Primer 1 to 2 mils D.F., followed by 2 coats of Porters '
Tarset C-200 6 to 8 mils D.F., or equal.
2.6 Fabrication, General I
A. Workmanship --Use materials of the size and thicknesses shown or if not
shown, of the required size and thickness to produce adequate strength and '
durability in the finished product for the intended use as approved by the
ENGINEER. Work to the dimensions shown or accepted on shop drawings,
using proven details of fabrication and support. Use the type of materials
shown or specified for the various components of work.
i
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I
Form exposed work true to line and level with accurate angles and surfaces
and straight sharp edges. Ease exposed edges to a radius of approximately
1/32-inch unless otherwise shown. Form bent-metal corners to the smallest
, radius possible without causing grain separation or otherwise impairing the
work.
I
B. Weld corners and seams continuously and in accordance with the
1 recommendations of AWS. At exposed connections, grind exposed welds
smooth and flush to match and blend with adjoining surfaces.
I C. Form exposed connections with hairline joints, which are flush and smooth,
using concealed fasteners wherever possible. Use exposed fasteners of the
type shown or, if not shown, use Phillips flathead (countersunk) screws or
Ibolts.
1. Provide the anchorage of the type shown, coordinated with the
I supporting structure and the progress schedule. Fabricate and space
anchoring devices to provide adequate support for the intended use of
the work.
I2. Cut, reinforce, drill and tapmiscellaneous metal work indicated indicated to
receive finish hardware and similar items of work.
ID. Galvanizing-- Provide a zinc coating for galvanizing for all steel using the
hot-dip process after fabrication, unless otherwise specified.
I
ASTM A 153 for galvanizing of iron and steel hardware
I ASTM A 123 for galvanizing of rolled, pressed and forged steel shapes, plates,
bars and strip 1/8-inch thick and heavier
IASTM A 385 for providing high quality zinc coatings (Hotdip)
ASTM A 386 for galvanizing of assembled steel products
IE. Shop Painting(when allowed)
I 1. Shop paint miscellaneous metal work in accordance with Section 09900
and these specifications, except those members or portions of members
to be embedded in concrete or masonry, surfaces and edges to be field
Iwelded and galvanized surfaces unless otherwise indicated.
2. Remove scale, rust and other deleterious materials before the shop coat
Iof paint is applied. Clean off heavy rust and loose mill scale in
accordance with SSPC SP-7 "Brush-off Blast Cleaning". Remove oil,
grease and similar contaminates in accordance with SSPC SP-1
I "Solvent Cleaning".
IRiver Terrace North Pump Station and Force Main,PN 6631 Metal Fabrications
14-1611.204 05500-5
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3. Apply one shop coat of metal primer paint to fabricated metal items,
except apply two (2) coats of paint to surfaces which are inaccessible
after assembly or erection. Change color of second coat to distinguish
it from the first.
4. Immediately after surface preparation, brush or spray on metal primer I
paint, applied in accordance with the manufacturer's instructions.
F. Loose Bearing and Leveling Plates -- Provide loose bearing and leveling plates
for steel items bearing on masonry or concrete construction, made flat, free
from warps or twists, and of required thickness and bearing area. Drill plates i
to receive anchor bolts and for grouting as required. Galvanize after
fabrication.
G. Miscellaneous Steel Trim--Provide shapes and sizes for profiles shown. I
Except as otherwise indicated, fabricate units from structural steel shapes and
plates and steel bars, with continuously welded joints and smooth exposed
edges. Use concealed field splices wherever possible. Provide cutouts,
fittings and anchorages as required for coordination of assembly and
installation with other work.
2.7 Handrails and Railings _ r
A. General --Maximum spacing between members shall be as directed by local
code and OSHA requirements unless otherwise noted on plans.
B. Provide 3 foot 6-inch high galvanized steel handrail, 2 inches outside diameter I
for top and vertical segments, 1-1/2 inches all others.
Top 1.
corners of handrail are to be bent to the smallest radius possible
without causing grain separation or otherwise impairing the work.
2.
Radius Sections -- Roll to radii shown on plans I
3. Vertical segments of handrail are to be set plumb and mount as shown
on plans or as otherwise specified.
4. Spacing between vertical segments will be according to drawings. I
5. Floor flanges shall accommodate four fasteners.
6. Toe kick shall be aluminum 1/4" x 4" and shall be provided on all 1
handrail installations except were specifically noted. Toe kick shall be
secured to handrail with toe kick clamps to allow movement and not
I
fastened directly to handrail.
I
River Terrace North Pump Station and Force Main,PN 6631 Metal Fabrications
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IC. Welded Connections
I1. Cope intersections of rails and posts, weld joints of tailings or use
welding connectors, at fabricator's option. Other methods of welding
may be used when acceptable to the ENGINEER.
I 2. Weld corners and seams continuously and in accordance with the
recommendations of AWS. Grind exposed welds smooth and flush, to
match and blend with adjoining surfaces. Discoloration of finished
1
surfaces and sharp edges will not be acceptable.
ID. Primer coat and finishes shall be in accordance with Division 9, Finishes.
2.8 Stairs and Stairways
IA. General-- Configuration, dimensions, and materials for stairs and stairways
shall conform to local codes, OSHA requirements and these Contract
I Document. The layout and general configuration shall be as shown on the
plans and defined herein.
1 B. Fabricated stairs and stairways shall conform to the following unless otherwise
noted on the Drawings.
I1. Width of stairs and stairways shall not be less than 36" clear, as
measured as the clear travel way.
1 2. Rise/tread dimensions shall conform to the requirements of Oregon
OSHA. Rise shall be no more than 8 inches.
I3. Stairway platforms shall be no less then 30 inches in the direction of
travel.
1 4. Handrail shall be provided on the each side of stairway. Handrail shall
conform to the requirements Oregon OSHA and these specifications.
1 5. Stairways, handrail and accessories shall be constructed out of
galvanized steel.
1 6. Stairways shall be designed to carrya live concentrated load oad of 1,000
pounds or greater, as required by Oregon OSHA. Stairways supports
I shall be sized to accommodate the loading requirements and provide
lateral support defined herein.
I 7. Travel surfaces shall have a surface treatment that will provide a non-
slip surface commonly used in the industry. Other metal surfaces shall
have a finish as defined herein.
I
River Terrace North Pump Station and Force Main,PN 6631 Metal Fabrications
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05500-7
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C. Valve Vault Access Stairway
1. The valve vault access stairway shall provide access to the valve vault I
area and conform to the specifications herein.
2. The valve vault access stairway shall conform to the general I
configuration as shown on the drawings. The stairway shall have one
intermediate landing between the pump access room floor and the final
landing at the valve vault structural floor.
3. Structural supports and members shall be provided to accommodate the
required stairway loadings. 1
4. All stairway structural supports and members attached to the basement
wall or floor shall be anchored by means of epoxy anchors conforming
I
to paragraph 2.3, size and embedment as determined by the stairway
designer.
D. Stairways shall be designed based on the structural loading requirements
shown on the Drawings and shop drawings shall be stamped by a Professional
Engineer registered in the State of Oregon.
2.9 ' Gratings
A. General -- Use materials of the size and thickness shown or if not shown, of
the size recommended by product manufacturer. Work to the dimension
shown or accepted on final shop drawings, using proven details of fabrication
and support. Use the type of materials shown or specified for the various
components of the work.
I
B. Provide aluminum bar grating as shown on the drawings, complying with the
NAAMM"Metal Bar Grating Manual", and as herein specified: IKG S 194,
"Galok" Aluminum Swaged Grating, or approved equal.
1. Bearing Bars --Rectangular,place edgewise and joined by straight
cross bars
a. Material: Aluminum Alloy 6063-T6 I b. Dimensions: 1%-inch x 3/16-inch
2. Cross Bars --Perpendicular to bearing bars at 4-inch centers, secured to
bearing bars by swaging.
Material --Aluminum Alloy 6063-T6 I
3. Aluminum bar gratings shall be furnished with manufacturers' standard
mill finish. I
River Terrace North Pump Station and Force Main,PN 6631 Metal Fabrications I
05500 - 8
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111 2.10 Access Hatches
A. Access hatches shall be single or double leaf diamond plate aluminum with
dimensions and features as shown on the Drawings. The minimum design
load shall be H-20 loading for exterior hatches and 300 psf for interior hatches.
B. Hardware shall be Type 316 stainless in less steel. This includes nuts, bolts, washers,
hinges, springs, spring assisted operators, and automatic hold open arm with
release lever.
C. Each leaf shall have a spring-assisted operator to reduce lifting force to 10-30
pounds where shown.
' D. Exterior doors shall have recessed padlock hasp with hinged cover.
E. The leaves shall securely latch when closed.
F. Frames shall be structural aluminum with coating to protect aluminum from
concrete.
1 G. Manufacturer shall guarantee units against defects in materials and
workmanship fora period of no less than 5 years.
H. Access hatches shall be manufactured by U.S.F. Fabrication.
2.11 Miscellaneous Framing and Supports
A. Provide miscellaneous steel framingand
supports required to complete the
work.
B. Fabricate miscellaneous units to the sizes,
shapes and profiles shown or, if not
shown, of the required dimensions to receive adjacent grating, plates doors, or
other work to be retained by the framing. Except as otherwise shown,
fabricate from structural steel shapes and plates and steel bars, of all welded
construction using mitered corners, welded brackets and splice plates and a
minimum number of joints for field connection. Cut, drill and tap units to
receive hardware and similar items to be anchored to the work.
IC. Equip units with integrally welded anchors for casting into concrete, bolting to
structural steel or building into masonry. Furnish inserts if units must be
installed after concrete is placed.
2.12 Rough Hardware
A. Furnish bent or otherwise custom fabricated bolts, plates, anchors, hangers,
dowels and other miscellaneous steel and iron shapes as required for framing
i
1 River Terrace North Pump Station and Force Main,PN 6631 Metal Fabrications
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1
and supporting systems. Acceptable manufacturers are Simpson, or approved
equal.
B. Manufacture or fabricate items of sizes, shapes and dimensions required.
Furnish malleable iron washers for heads and nuts which bear on wood
structural connections; elsewhere furnish galvanized steel washers.
2.13 Miscellaneous Fabrications
A. Prepare miscellaneous fabrications of the sizes, shapes and profiles shown.
Except as otherwise shown, fabricate from structural steel shapes, bars and
plates of all welded construction using metered corners, welded brackets and
splice plates and a minimum of joints for field connection.
B. Galvanize all miscellaneous carbon steel fabrications unless otherwise noted. ,
2.14 Miscellaneous Hardware
A. Nuts, bolts, and washers in all locations shall be stainless steel.
B. Threaded rods for trapeze supports in all locations shall be continuous I
threaded, stainless steel, 3/8-inch diameter minimum.
C. Strut for mounting of conduits and equipment shall be Type 316 stainless steel
in all locations. Where contact with concrete or dissimilar metals may cause
galvanic corrosion, suitable non-metallic insulators shall be utilized to prevent
such corrosion. Strut shall be as manufactured by Unistrut, B-Line, or equal.
D. Plastic protective end caps shall be furnished and installed for all exposed strut
ends. Plastic protective end caps shall be Unistrut model P2860, or equal.
E. Anchors for attaching equipment to concrete walls, floors and ceilings shall be
316 stainless steel epoxy anchors conforming to Paragraph 2.3.
2.15 Non-Shrink Grout
Where required for anchoring, patching, or sealing, grouting and sealing compounds
shall conform to the requirements of Section 03600.
PART 3 EXECUTION I
3.1 Preparation
Furnish setting drawings, diagrams, templates, instructions and directions for the 1
installation of anchorages, such as concrete inserts, anchor bolts and miscellaneous
i
River Terrace North Pump Station and Force Main,PN 6631 Metal Fabrications I
14-1611.204 05500- 10
1
items havingintegral anchors,gr which are to be embedded in concrete or masonry
Iconstruction. Coordinate the delivery of such items to the project site.
I
3.2 Installation
A. Fastening to In-Place Construction-- Provide anchorage devices and fasteners
where necessary for securing miscellaneous metal items to in-place
construction, including threaded fasteners for concrete and masonry inserts,
I toggle bolts, through-bolts, lag bolts, wood screws and other connectors as
required. Install anchors and fasteners in accordance with manufacturers'
recommendations. Apply anti-seize lubricant to all stainless steel threads in
I accordance with the manufacturer's instructions.
I
IB. Cutting, Fitting and Placement
I
I
1. Perform cutting, drilling and fitting required for the installation of the
miscellaneous metal items. Set the work accurately in location,
alignment and elevation, plumb, level, true and free of rack, measured
from established lines and levels. Provide temporary bracing or
anchors in form work for items which are to be built into concrete,
masonry of similar construction.
2. Fit exposed connections accurately together to form tight hairline
joints. Weld connections, which are not to be left as exposed joints, but
cannot be shop welded because of shipping size limitations. Grind
joints smooth and touch-up shop paint coat. Do not weld, cut or abrade
the surfaces of exterior units which have been hot-dip galvanized after
fabrication and are intended for bolted or screwed field connections.
C. Field Welding-- Comply with AWS Code for ther
p ocedures of manual
shielded metal-arc welding, the appearance and quality of welds made and the
Imethods used in correcting welding work.
D. Touch-up Painting, Prepainted Items -- Immediately after erection, clean field
I
I
1lI:
Iwelds, bolted connections, and abraded areas of the shop paint, and paint all
exposed areas with the same material as used for shop painting. Apply by
brush or spray to provide a minimum dry film thickness of the original coating
I thickness.
E. Galvanizing Repair-- Repair any damaged areas by heat and stick method as
may be required.
3.3 Grating Installation
A. Set the work accurately in location, alignment and elevation, plumb, level, true
and free of rack.
IRiver Terrace North Pump Station and Force Main,PN 6631Metal Fabrications
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I
B. Provide removable grating sections with end-banding bars for each panel.
Notch gratings and provide banding for penetrations as indicated. Lay out
units to allow grating removal without disturbing items penetrating grating.
I
1. Provide banding for openings in grating of same material and size as
bearing bars unless otherwise indicated. I
2. Fit exposed connections accurately together to form tight hairline
joints.
3. Wherever bar gratings are pierced by pipes, ducts, and structural
members, cut openings neatly and accurately to size and weld a strap 1
collar of same material and size as bearing bars to the cut ends of the
bars.
4. Divide the panels into sections only to the extent required for
installation wherever bar grating platforms, runways, etc., are to be
placed around previously installed pipe, ducts, and structural members.
5. Install all gratings with bearing bars spanning the shortest dimension
unless shown otherwise on the plans.
C. Provide welded positioning tabs in support angles at each grating section to
prevent lateral movement of grating sections.
D. Notching of bearing bars at supports to maintain elevations will not be
permitted.
3.4 Access Hatch Installation
A. Comply with manufacturer's instructions for installation of access doors.
B. Coordinate installation with work of other trades. I
C. Set frames accurately in position and securely attach to supports with face
panels plumb or level in relation to adjacent finished surfaces.
D. Adjust hardware and doors after installation for proper operation.
E. Remove and replace doors or frames that are warped, bowed, or otherwise
damaged.
F. Thoroughly clean excess concrete residue from all access hatch components.
I
END OF SECTION
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River Terrace North Pump Station and Force Main,PN 6631 Metal Fabrications
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SECTION 06050
'111
FASTENERS AND ADHESIVES
PART 1 GENERAL
1.1 Description
This Section specifies the requirements for fasteners and adhesives used in the
construction of the Buildings.
' PART 2 PRODUCTS
2.1 Rough Carpentry Hardware
Rough carpentry hardware used in building construction shall conform to the latest
provisions of the Oregon State Structural Specialty Code, the International Building
ICode (IBC), and to any local codes and ordinances.
2.2 Nails
II
Steel common nails for framing, appropriately sized for the materials being joined.
Use hot dipped galvanized nails wherever exposed. Use stainless steel nails at
locations where stainless steel hardware is specified in the Contract Documents, do
not mix dissimilar materials without approval of the ENGINEER. Hot-dipped
galvanized or stainless steel nails are required at all locations where they are in
contact with treated wood. The number and size of nails connecting wood members
shall be per the Contract Documents but shall not be less than that set forth in Table
2304.9.1 of the IBC for any members.
2.3 Bolts and Screws
Conforming to ASTM A307, appropriately sized for the materials being joined. Use
galvanized bolts and screws where exposed or in contact with treated wood or
embedded into concrete.
2.4 Framing Anchors, Joist, Rafter and Beam Hangers
Use galvanized minimum 18-gauge steel of the size and type required for the
materials connected. Simpson "Strong-Tie," Teco "Lumber Lok," Silver Metal
Products, or approved equal. Post hot-dip galvanize all connection hardware in
contact with pressure treated wood, or use stainless steel connectors.
1
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2.5 Adhesives
Use gun grade adhesive suitable for bonding various metals and non-metallic I'
materials such as wood, plastic and glass without primer. Submit manufacturer's data
for approval by ENGINEER.
PART 3 EXECUTION
3.1 General
Use only skilled workers and the highest standards of the craft. Lay out, cut, fit, and
install all rough carpentry items. Anchor sufficiently to ensure rigidity and
permanence as noted on the plans. I
END OF SECTION
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111 SECTION 06100
ROUGH CARPENTRY
PART 1 GENERAL
1.1 Scope
I
This ers the necessary to furnls, bor, mt and services
Section necessacovry to providework rough framing as shownishmateriaon the Drawings
laequipand enas
specified herein.
1.2 Submittals
The CON TRACTOR shall submit a complete list of products, product information,
type and grade for ENGINEER approval prior to beginning building construction.
I1.3 Quality Assurance
A. All work specified herein shall conform to the latest provisions of the
International Building Code (IBC), the Plastic Lumber National Evaluation
Service, NER-508, and the local Codes and Ordinances of all Governmental
agencies having jurisdiction over the Project.
B. Where a Quality Assurance Plan isas rovidedpart 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:
Iawareness 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.
C. Where special inspection of wood structural elements is required in the
Contract Documents, an independent testing agency or laboratory shall
perform special inspection of the elements indicated in the Contract
Documents. The OWNER or and agent of the OWNER will engage a testing
laboratory acceptable to the ENGINEER to perform the required Special
Inspections and/or Material Tests.
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D. Materials and installed work may require testing and retesting, y
the ENGINEER, at anytime'during the progress of the work. Allow as free directed b
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 Delivery, Handling and Storage I
Immediately upon delivery to job site, place materials in an area protected from
weather. Store materials a minimum of six(6) inches (150 mm) above ground on
framework or blocking and cover with protective waterproof covering providing for
adequate air circulation or ventilation. Do not store seasoned materials in wet or,
damp portions of building. Protect sheet materials from breaking corners and I
damaging surfaces while unloading.
111
PART 2 PRODUCTS
2.1 Materials I
A. Lumber grading rules and wood species shall be in conformance with U.S.
Department of Commerce,National Institute of Standards and Technology,
Product Standard DOC PS 20-99 and the National Forest Products
Association. The wood members shall conform to the requirements above and
provide design values equal to those published in the "Design Values for
Wood Construction," a supplement to the 2001 edition of the National Design
Specification for Wood Construction, published by the National Forests I
Products Association.
B. Plywood grading rules shall be in conformance with U.S. Department of 1
Commerce,National Institute of Standards and Technology, Product Standard
DOC PS 1-95 or DOC PS 2-92, and the American Plywood Association
(MA).
2.2 Grade Marks i
Each piece of lumber shall be stamped or branded with the grade as determined by an
approved grading association indicating conformance with U.S. Product Standard
DOC PS 20-99.
Each panel of plywood shall be identified with the appropriate grade trademark of the
American Plywood Association.
Moisture content shall not exceed 19 percent, unless otherwise specified. 1
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2.3 Lumber
Dimensions given are nominal. Surface four sides (S4S), unless specified otherwise.
Unless otherwise noted, lumber shall be as follows:
Use Minimum Grade
General framing, studs, plates, blocking, Standard& Better or Stud Grade
furring, braces and nailers Douglas Fir, Hemlock, or Larch
Structural light framing, two (2) inches Douglas Fir or Larch No
g . 2
to four (4) inches thick,two (2) inches
to six (6) inches wide
Structural joists, rafters and planks, two Douglas Fir or Larch No. 2
(2) inches to four(4) inches thick, five
(5) inches and wider and headers
Beams, stringers, posts, timber Douglas Fir or Larch No. 1
Fascia Board TREX wood polymer as manufactured
by TREX LLC.
Sills and Plates Standard Grade, Treated in accordance
with the American Wood-Preservers'
Association (AWPA) Standard C2 or C9
or applicable AWPA standard for above
ground use.
2.4 Plywood
A. Roof sheathing shall conform to APA rated sheathing and shall be identified
with the appropriate trademark. Minimum sheathing shall be, exposure 1, 1/2-
inch or greater, grade CCX. Span rated 32/16 per APA.
B. MDO -- APA rated Medium Density Overlay exterior glue.
2.5 Building Paper
Asphalt-saturated felt conforming to ASTM D 226 or D 250, Type I, plain non-
perforated.
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2.6 Plastic
"TREXLumber" wood polymer lumber as manufactured by TREX LLC. Plastic lumber shall I
conform with ASTM E84 (Flame Spread) and ASTM D1413 (Fungus Resistance).
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PART 3 EXECUTION
3.1 General I
Use only skilled workers and the highest standards of the craft. Plan work in advance
and perform in proper sequence to facilitate prompt and continuous progress of the
work.
Lay out, cut, fit, and install all rough carpentry items. Anchor sufficiently to ensure
rigidity and permanence and as noted on Drawings. Provide for installation and
support of other work. I
3.2 Conditions of Surfaces
Verify that surfaces to receive rough carpentry materials are prepared to exact grades
and dimensions.
3.3 Installation
A.
Plates I
Set level and flush with outside face of concrete or masonry unit walls or as
shown on the Drawings. Anchor into concrete or masonry unit walls with
specified anchors. Location and spacing of plate anchorages shall be as shown
or if not shown in conformance with current local building codes. 1
B. Stud Framing
1. Plates and Stud Members
Unless shown otherwise in the Contract Documents, provide single I
pressure treated bottom plates for the tops of all concrete or masonry
unit walls, 1-1/2 inches thick by 5-1/2 inches wide (2 x 6). Provide
double top plates for the tops of the wood framed interior partition wall, -
1-1/2 inches thick by 5-1/2 inches wide (2 x 6). Splice top plates at
corners and intersections with an appropriate framing anchor as
specified in Section 06050.
Provide studs in continuous lengths without splice. I
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06100-4
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End nail studs to bottom plate and end nail to lower top plate where
required.
Facenail upper top plate to lower top plate. •
11 Anchor plates to concrete or CMU walls as shown on Dr1
awings.
2. Blocking
Install continuous, staggered horizontal row where shown on Drawings
or required by code.
Locate blocking to facilitate installation of finishing materials, fixtures,
specialty items, hardware, and trim.
C. Engineered Trusses -- See drawings for requirements.
D. Roof Sheathing
I Install plywood with face grain perpendicular to supports, usingpanel
PP with
continuous end joints over two or more spans staggered between panels and
locate over supports.
Allow minimum space 1/16-inch(1.6 mm) between end joints and 1/8-inch
1 (3.2 mm) at edge joints for expansion and contraction of panels.
Support edge joints by use of ply clips or lumber blocking, unless noted
otherwise on Drawings.
E. Ceiling Plywood-- Install ceiling plywood where shown on drawings with
joints transverse to the members they attach to. Attach plywood sheets to
wood framing using finish nails. Countersink nails. Spackle and sand joints,
knot holes, and nail holes as required to provide a smooth uniform surface
prior to application of paint coating system as specified in Section 09800.
F. Fastener Requirements—Connections for wood members shall be in
accordance with the Contract Drawings and Section 06050. The number and
size of nails connecting wood members shall not be less than that set forth in
Table 2304.9.1 of the IBC.
IEND OF SECTION
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SECTION 07200
BUILDING INSULATION
PART 1 GENERAL
1.1 Description
A. The extent of insulation work is shown on drawings and indicated by
provisions of this section.
B. Applications of insulation specified in this section include blanket-type and
rigid insulation board building insulation.
1.2 Submittals
' The CONTRACTOR shall
submit a complete list of products, product information,
types and grades for approval by the ENGINEER prior to beginning building
I construction.
1.3 Product Handling
General Protection-- Protect insulations from physical damage and from becoming
wet, soiled, or covered with ice or snow. Comply with manufacturer's
recommendations for handling, storage and protection during installation.
PART 2 PRODUCTS
111 2.1 Materials
A. Blanket-Type Insulation
1. Provide HH-1-521F, Type II, Class C vapor barrier faced units with
nailing flanges.
2. "R"Values -- Ceilings R-38
B. Rigid Insulation Boards
1. Provide rigid Extruded Polystyrene ()CPS) foam boards complying with
ASTM C578 Type IV, with a minimum compressive strength of 25 psi.
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River Terrace Pump Station and Force Main,PN 6631 Building Insulation
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2. Minimum Long Term Thermal Resistance "R" Value at 75 °F mean
temperature per inch of insulation thickness: R-5.
3. 111
Owen Corning FOAMULAR® 250 XPS Rigid Foam Insulation, or
approved equal. i
PART 3 EXECUTION
3.1 Installation
A. Installer must examine substrates and conditions under which insulation work I
is to be performed, and must notify CONTRACTOR in writing of
unsatisfactory conditions. Do not proceed with insulation work until
unsatisfactory conditions have been corrected in a manner acceptable to
Installer.
B. Stuff loose mineral fiber insulation into miscellaneous voids and cavity spaces.
I
C. Set vapor barrier faced units with vapor barrier to warm side (winter) of
construction. Do not obstruct ventilation spaces, except for firestopping. I
D. Extend insulation full thickness as shown over entire area to be insulated. Cut
and fit tightly around obstructions, and fill voids with insulation.
III
END
OF SECTION I
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River Terrace Pump Station and Force Main,PN 6631 Building Insulation I
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SECTION 07310
IASPHALT SHINGLE ROOFING
PART 1 GENERAL
1.1 Section Includes
A. Granule surfaced asphalt shingle roofing.
' B. Moisture shedding underlayment, eaves, valley and ridge protection.
C. Associated metal flashing.
1.2 Related Sections
A. Section 06100 - Rough Carpentry
1.3 References
B. ASTM A 653/A 653M- Standard Specification for Steel Sheets, Zinc-Coated
(Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip
Process.
C. ASTM B 209 - Standard Specification for Aluminum and Aluminum-Alloy
Sheet and Plate.
D. ASTM D 225 - Standard Specification for Asphalt Shingles P g (Organic Felt)
Surfaced with Mineral Granules.
1 E. ASTM D 226 - Standard Specification for Asphalt-Saturated Organic Felt
Used in Roofing and Waterproofing.
G. ASTM D 3018 - Standard Specification for Class A Shingles Surfaced with
Mineral Granules.
rH. ASTM D 3161 - Standard Test Method for Wind-Resistance of Asphalt
Shingles (Fan-Induced Method). p
I. ASTM D 3462 - Standard Specification for Asphalt Shingles Made from Glass
Felt and Surfaced with Mineral Granules.
IJ. ASTM D 4586 - Standard Specification for Asphalt Roof Cement, Asbestos-
Free.
IK. ASTM D 4869 - Standard Specification for Asphalt-Saturated Organic Felt
Shingle Underlayment Used in Roofing. g
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River Terrace North Pump Station and Force Main,PN 6631 Asphalt Shingle Roofing
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L. ASTM D 6757—Standard Specification for'Inorganic Underlayment for Use
with Steep Slope Roofing Products.
M. ASTM D 7158 —Standard Test Method for Wind Resistance of Sealed Asphalt
Shingles (Uplift Force/Uplift Resistance Method)
N. ASTM E 108 - Standard Test Methods for Fire Tests of Roof Coverings.
0. UL 790 - Tests for Fire Resistance of Roof Covering Material.
I
P. UL 2218 - Impact Resistance of Prepared Roofing Materials. ,
Q. UL 2390/ASTM D 6381 —Test Method for Wind Resistant Shingles with
ii
Sealed Tabs
1.4 Submittals
A. Submit under provisions of Section 01300. 1
B. Product Data: Provide manufacturer's printed product information indicating
material characteristics, performance criteria, and product limitations. I
C. Manufacturer's Installation Instructions: Provide published instructions that
indicate preparation required and installation procedures.
1.5 Quality Assurance
A. Maintain one copy of manufacturer's application instructions on project site.
B. Verify that manufacturer's label contains reference to specified ASTM
standards.
1.6 Environmental Requirements I
A. Take special care when applying shingles when ambient or wind chill
temperature is below 45 degrees F (7 degrees C). Strictly follow
I
manufacturer's requirements if materials do not adhere immediately to the
deck.
1.7 Extra Materials
A. Provide 2 squares (10' x 10') of extra shingles of each color specified. I
1.8 Warranty
A. Asphalt Fiber Glass Shingle -- Lifetime limited warranty.
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PART 2 PRODUCTS
2.1 Manufacturer
A. Provide products manufactured by CertainTeed Corporation, Architectural
Support Group, P.O. Box 860, Valley Forge, PA 19482. Tel: (800) 233-8990,
Fax: (610) 341-7940, or approved equal.
2.2 Asphalt Fiber Glass Shingles
A. Certification of ASTM D3462; Conforms to ASTM D3018 Type I - Self-
Sealing; ASTM D3161-03b, Class "F" Wind Resistance (110-mph); ASTM
D3161-99a 110-mph Wind Resistance; UL997 Wind Resistance; UL
2390/ASTM D6381 Class "H" and ASTM D7158 Class "H" Wind Resistance;
UL 790 Class A Fire Resistance; UL 2218 Class 4 Impact Resistance; glass
fiber mat base; ceramically colored/UV resistant mineral surface granules
across entire face of shingle; algae resistant; three-layer laminated four-tab
shingle type.
1. Weight: 300 pounds per square (100 square feet).
I 2. Color: As selected by OWNER.
3. Supply CertainTeed Landmark Premium AR or approved equal.
2.3 Sheet Materials
A. Underlayment: ASTM D 6757; asphalt-impregnated fiberglass-reinforced
organic felt designed for use on roof decks as a water-resistant layer beneath
roofing shingles.
2.4 Flashing Materials
A. See Section 07610.
2.5 Accessories
A. Nails: Standard round wire type roofing nails, corrosion resistant; hot dipped
zinc coated steel, aluminum, or chromated steel; minimum 3/8 inch(9.5 mm)
head diameter; minimum 11 or 12 gage (2.5 mm) shank diameter; shank to be
of sufficient length to penetrate through roof sheathing or 3/4 inch(19 mm)
into solid wood, plywood, or non-veneer wood decking.
B. Asphalt Roofing Cement: ASTM D 4586, Type I or II.
C. Roof Ridge Vent—Plastic roof exhaust vent for roof ridge, rigid style,
designed to allow passage of air out of attics, in conjunction with eave/soffit
intake ventilation. Provide minimum of 18 square inches of free ventilating
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area per lineal foot. Cobra Rigid Vent 2 by GAF-Elk Corporation, or
approved equal.
2.6 Flashing Fabrication
A. Form flashing to profiles indicated on Drawings, and to protect roofing I'
materials from physical damage and shed water.
B. Form sections square and accurate to profile, in maximum possible lengths,
111
free from distortion or defects detrimental to appearance or performance.
111
PART 3 EXECUTION
3.1 Examination I
A. Verify that roof penetrations and plumbing stacks are in place and flashed to
deck surface.
B. Verify roof openings are correctly framed prior to installing work of this
section.
C. Verify deck surfaces are dry and free of ridges, warps, or voids.
3.2 Roof Deck Preparation
A. Follow shingle manufacturer's recommendations for acceptable roof deck t
materials.
B. Broom clean deck surfaces under eave protection and underlayment prior to
their application.
3.3 Installation -Protective Underlayment I
A. Roof Slope 4:12 or Greater: Install one layer asphalt felt shingle underlayment
perpendicular to slope of roof and lap minimum 4 inches (100 mm) over eave I
protection.
B. Weather-lap and seal watertight with asphalt roofing cement items projecting I
through or mounted on roof.
3.4 Installation -Metal Flashing ,I
A. Weather-lap joints minimum 2 inches (50 mm).
B. Seal work projecting through or mounted on roofing with asphalt roofing
cement and make weather-tight.
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C. At rakes, install metal drip edges made of galvanized steel sheet specified
ed
under Section 07610, FLASHING AND SHEET METAL. Apply the metal
drip edge directly over the underlayment along the rakes.
D. Secure metal drip edges with compatible nails spaced not more than 10 inches
on center along the inner edges.
3.5 Installation- Asphalt Shingles
111
Install shingles in accordance with manufacturer's instructions g tons for product type and
application specified.
3.6 Installation—Roof Ridge Vent and ShingleCaps
Install roof vent and shingle caps in accordance with manufacturer's instructions for
product type and application specified.
3.6 Field Quality Control
Visual inspection of the Work will be provided by ENGINEER.
3.7 Protection of Finished Work
Do not permit traffic over finished roof surface.
END OF SECTION
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SECTION 07460
FIBER CEMENT SIDING, TRIM AND SOFFIT
PART 1 GENERAL
1.1 Section Includes
A. Fiber cement lap siding, panels, single, trim, fascia, molding and accessories;
James Hardie HZ5HZ5 Engineered for Climate Siding.
1.2 Related Sections
A. Section 055000 —Metal Fabrications
B. Section 060500 - Fasteners and Adhesives
C. Section 061000 -Rough Carpentry
D. Section 092216 -Non-Structural Metal Framing
E. Section 098001 - Protective Coatings.
1.3 References
A. ASTM D3359 - Standard Test Method for Measuring Adhesion by Tape Test,
Tool and Tape.
B. ASTM E136 - Standard Test Method for Behavior of Materials in a Vertical
Tube Furnace at 750 degrees C.
1.4 Submittals
A. Submit under provisions of Section 00150, Control of Work.
B. Product Data: Manufacturer's data sheets on each product to be used,
including:
1. Preparation instructions and recommendations.
2. Storage and handling requirements and recommendations.
3. Installation methods.
C. S311.
hDrawin s: Provide detailed drawings of atypical g non-standard
applications of cementitious siding materials which are outside the scope of
the standard details and specifications provided by the manufacturer.
D. Verification Samples: For each finish product specified, two samples,
minimum size 4 by 6 inches (100 by 150 mm), representing actual product,
color, and patterns.
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1.5 Quality Assurance
A. Installer Qualifications: Minimum of 2 years experience with installation of
similar products.
B. Mock-Up: Provide a mock-up for evaluation of surface preparation techniques I
and application workmanship.
1. Finish areas designated by Engineer. I
2. Do not proceed with remaining work until workmanship, color, and
sheen are approved by Engineer. 'I
3. Refinish mock-up area as required to produce acceptable work.
Delivery, and Handling
Storage,g ,
A. Store products in manufacturer's unopened packaging until ready for
installation.
B. Store siding on edge or lay flat on a smooth level surface. Protect edges and
corners from chipping. Store sheets under cover and keep dry prior to
installing.
C. Store and dispose of solvent-based materials, and materials used with solvent-
based materials, in accordance with requirements of local authorities having
jurisdiction. i
1.7 Project Conditions
A. Maintain environmental conditions (temperature, humidity, and ventilation)
within limits recommended by manufacturer for optimum results. Do not
install products under environmental conditions outside manufacturer's
absolute limits.
1.8 Warranty I
A. Product Warranty: Limited, non-pro-rated product warranty.
HZ5 lapsidingfor 30 years.
1. HardiePlank
2. HardieSoffit HZ5 panels for 30 years.
3. HardieTrim HZ5 boards for 15 years.
B. Workmanship Warranty: Application limited warranty for 2 years.
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11 PART 2 PRODUCTS
I2.1 Manufacturers
A. Acceptable Manufacturer: James Hardie Building Products, Inc., which is
Ilocated at: 26300 La Alameda Suite 400 ; Mission Viejo, CA 92691; Toll Free
Tel: 866-274-3464; Tel: 949-367-4980; Fax: 949-367-4981; Email: request
info (info@jameshardie.com); Web:www jameshardiecommercial.com
1/ B. Approved equal.
III 2.2 Siding
A. HardiPanel HZ10 vertical siding, HardieSoffit HZ10 soffit panels and
IHardieTrim HZ10 battens and trim requirement for Materials:
1. Fiber-cement Siding - complies with ASTM C 1186 Type A Grade II.
I2. Fiber-cement Siding - complies with ASTM E 136 as a noncombustible
material.
I3. Fiber-cement Siding - complies with ASTM E 84 Flame Spread Index
=0, Smoke Developed Index= 5.
I4. CAL-FIRE, Fire Engineering Division Building Materials Listing -
Wildland Urban Interface (WUI) Listed Product.
j5. National Evaluation Report No. NER 405 (BOCA, ICBO, SBCCI, IBC,
IRC).
I6. City of Los Angeles, Research Report No. 24862.
7. Miami Dade County, Florida Notice of Acceptance 07-0418.04.
8. US Department of Housing and Urban Development Materials Release
1263d
I9. California DSA PA-019.
10. City of New York M EA 223-93-M.
I 11. Florida State Product Approval FL889.
1 12. Texas Department of Insurance Product Evaluation EC-23.
B. Vertical Siding: HardiePanel HZ10 as manufactured by James Hardie Building
IProducts, Inc.
1. Type: Stucco finish, 5/16-inch thickness, 48-inch width, factory
Iprimed.
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14-1611.204 07460-3
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C. Soffit Panels: HardieSoffit HZ10 soffit panel, factory sealed on 5 sides as
manufactured by James Hardie Building Products, Inc.
1. Type: Smooth vented, providing 5 square inches of net free ventilation
per linear foot, 12 inches by 12 feet, factory primed.
D. Trim boards and battens for vertical siding:
1. HardieTrim HZ10 boards as manufactured by James Hardie Building
Products, Inc.
a. Furnish and install 3/4-inch thick HardieTrim®Rustic Grain®
Batten Boards, 2-1/2 inch width over all vertical joints in the
vertical siding and at approximately 16 inches on center, as
shown on the plans.
b. Furnish and install 5/4 HardieTrim®Boards, 1-inch thickness,
3-1/2 inch width with rustic grain for all trim around doors and
louvers, as shown on the plans.
I
E. Provide fasteners in accordance with the manufacturer's installation
requirements and Section 060500.
2.3 Finishes
A. Factory Primer: Provide factory applied universal primer. I
1. Primer: Factory primed by James Hardie I
2. Topcoat: Refer to Section 098000 -Protective Coatings
PART 3 EXECUTION $
3.1 Examination
A. Do not begin installation until substrates have been properly prepared.
B. If framing preparation is the responsibility of another installer, notify Engineer I
of unsatisfactory preparation before proceeding.
C. Install water-resistive barriers and claddings to dry surfaces. Repair any I
punctures or tears in the water-resistive barrier prior to the installation of the
siding.
D. Protect siding from other trades.
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3.2 Preparation
A. Clean surfaces thoroughly prior to installation.
B. Prepare surfaces using the methods recommended by the manufacturer for
Iachieving the best result for the substrate under the project conditions.
C. Install a water-resistive barrier as required in accordance with local building
0 code requirements.
D. The water-resistive barrier must be appropriately installed with penetration
Iand junction flashing in accordance with local building code requirements.
E. Install Engineered for ClimateTM HardieWrapTM weather barrier in
Iaccordance with local building code requirements.
F. Use HardieWrapTM Seam Tape and joint and laps.
IG. Install and HardieWrapTM flashing, HardieWrapTM Flex Flashing.
3.3 Installation - HardiePanel Hz10 vertical siding
II
A. Install materials in strict accordance with manufacturer's installation
instructions.
IB. Allow minimum vertical clearance between the edge of siding and any other
material in strict accordance with the manufacturer's installation instructions.
I C. Align vertical joints of the
J panels over framing members.
ID. Maintain clearance between siding and adjacent wainscot watertable/sill stone.
E. Use off-stud metal joiner in strict accordance with manufacturer's installation
instructions.
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F. Wind Resistance: Where a specified level of wind resistance is required
I HardiePanel vertical siding shall be installed to framing members and secured
with fasteners described in Table No. 2 in National Evaluation Service Report
No. NER-405.
1 G. Face nail to sheathing.
H. Locate splices at least 12 inches (305 mm) away from window and door
Iopenings.
3.4 Installation- Hardietrim Hz10 Boards
IA. Install materials in strict accordance
with manufacturer's installation
instructions. Install flashing around all wall openings.
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B. Fasten through trim into structural framing or code complying sheathing.
111
Fasteners must penetrate minimum 3/4 inch(19 mm) or full thickness of
sheathing. Additional fasteners may be required to ensure adequate security.
C. Place fasteners no closer than 3/4 inch(19 mm) and no further than 2 inches
(51 mm) from side edge of trim board and no closer than 1 inch(25 mm) from I
end. Fasten maximum 16 inches (406 mm) on center.
D. Maintain clearance between trim and adjacent wainscot watertable/sill stone. I
E. OutsideCorner Board Attach Trim on both sides of corner with 16 gage
corrosion resistant finish nail 1/2 inch(13 mm) from edge spaced 16 inches
(406 mm) apart, weather cut each end spaced minimum 12 inches (305 mm)
apart.
F. Allow 1/8 inch gap between trim and siding.
G. Seal gap with high quality, paint-able caulk. I
H. Shim frieze board as required to align with corner trim.
I. Fasten through overlapping boards. Do not nail between lap joints.
J. Overlay siding with single board of outside corner board then align second
corner board to outside edge of first corner board. Do not fasten HardieTrim
boards to HardieTrim boards.
K. Shim frieze board as required to align with corner trim.
L. Install HardieTrim Fascia boards to rafter tails or to sub fascia.
3.5 Finishing
A. Finish unprimed siding in accordance with Section 098000.
B. Finish factory primed siding in accordance with Section 098000.
3.6 Protection
A. Protect installed products until completion of project.
B. Touch-up, repair or replace damaged products before Substantial Completion. I
END OF SECTION I
I
River Terrace North Pump Station and Force Main,PN 6631 Fiber Cement Siding,Trim& Sof
14-1611.204
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SECTION 07610
IFLASHING AND SHEET METAL
IPART 1 GENERAL
1 1.1 Scope
A. The work includes furnishing and installing each type of flashing and sheet
metal work including gutters and downspouts as indicated on the drawings and
I by provisions of this Section.
IB. They types of work specified in this Section include the following:
1. Galvanized metal flashings.
2. Prefinished galvanized downspout and gutter.
111
IPART 2 PRODUCTS
2.1 Materials
IA. Pre-finished Galvanized Steel Sheet -- 24-gauge, commercial
galvanized steel sheet complyingwith ASTM A 525, G90 for
hot-dip
I galvanizing,pre-finished with baked-on polyester coating, not less than 1.0
mil thick. Provide material in color selected by OWNER.
IB. Galvanized Steel Sheet -- 24 gauge minimum, commercial quality, galvanized
steel sheet with minimum of 0.20 percent copper content, complying with
ASTM A 525, G90 for hot-dip galvanizing, mill phosphatized, unless
Iotherwise indicated.
C. Gutter and downspouts shall be 24-gauge galvanized sheet metal and shall be
I fabricated K-style.
D. Miscellaneous Materials and Accessories
I1. Solder--Except as otherwise indicated p dicated or recommended by metal
manufacturer, provide 100 percent lead free solder for tinning and
I soldering galvanized metal joints.
2. Visually Exposed Fasteners -- Stainless steel pop rivets with heads
Ifinished to match color of pre-finished metal material.
3. Concealed Fasteners -- Zinc coated, type as required and recommended
I by manufacturer for materials and substrates involved.
River Terrace North Pump Station and Force Main, PN 6631
14-1611.204 Flashing and Sheet Metal
07610- 1
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4. Mastic Sealant-- Polyisobutylene, non-hardening, non-skinning, I
non-
migrating sealant typical for flashing lap joint applications.
2.2 Fabricated Units
A. General I
1. Shop fabricate metal counter flashings, cap and sill flashings, and
similar items to comply with profiles and sizes shown, and to comply
with standard industry details as shown by SMACNA in the
"Architectural Sheet Metal Manual".
2. Comply with metal producers' recommendations for tinning, soldering,
and cleaning flux from galvanized metal fabrications. Provide stainless I
steel rivets at exposed fastenings in pre-finished metal fabrications.
3. Form exposed sheet metal work without oil-canning, buckling and tool
marks,true to line and level with exposed edges folded back to form
hems.
4. Where movable joints are required for proper installation of mastic I
sealant, in compliance with SMACNA standards.
B.
Pipe Jack Sleeve Fastenings I
1. Fabricate pipe, roof penetration sleeves from galvanized material fully
tinned and soldered at seams. Provide stack sleeve of diameter 1/2-
inch greater than penetrating pipe and same height above with 3-inch
high conical base and embedment flange 12-inch greater than diameter
of base. Furnish flanges at top of stack sleeve for attachment of
counter flashing cap.
2. Fabricate counter flashing capwith interior pipe sleeve and conical cap
to fit over pipe and stack sleeve. Size interior sleeve to tightly fit pipe
diameter and to into pipe not less than three (3) inches. Size conical
cap to extend not less than three (3) inches below top of stack sleeve
with space above to permit not less than 1-inch pipe movement. Rivet
counter flashing cap to flanges of stack sleeve. I
C. Counter Flashings 1
1. Fabricate counter flashings from galvanized material to size and
profiles shown in 10-foot minimum lengths with continuous 20 gauge
galvanized cleat at hemmed lower drip edge. I
2. Where top leg of counter flashing is not covered by other applied
materials or otherwise supported, provide with integral hemmed sealant I
River Terrace North Pump Station and Force Main,PN 6631 Flashing and Sheet Metal
07610 -2
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dam and anchor chor to wall substrates with 1/8-inch by 1-1/2-inch
galvanized float bar, prepared with fastener holes drilled or punched at
8-inch on center. Coordinate size of holes with anchors to be used.
Form sealant darn with 3/4-inch minimum outward-turned hemmed leg.
I3. At inside and outside corners, provide double lapped, tinned and fully
soldered assemblies, shop assembled prior to installation. Do not
solder flashing corners after installation other than to render remedial
surface repairs. If joint separation should occur, remove flashings and
resolder as required.
Ii D. Cap Flashings
1. Fabricate lap seamed cap flashings from galvanized material with
i hemmed drips on both sides and continuous 20-gauge galvanized cleat
at front edge.
I2. Shop assemble cap end-to wall closure flashings with double
g lapped,
riveted and mastic sealed construction. Provide vertical legs with
Isealant dam as required for counter flashings.
E. Wall Flashings
1 1. Fabricate wall flashings fromalvanized material with th flat locked,
mastic filled vertical seams spaced not greater than four(4) feet on
center.
2. Form as required to closely follow substrate profile and interlock with
Icounter and cap flashing assemblies without exposed fasteners. Secure
to walls with 20-gauge galvanized cleat concealed by edge hems.
IIIPART 3 EXECUTION
1i 3.1 General
A. Comply with manufacturer's instructions and recommendation for handling
and installation of flashing and sheet metal work.
B. Coordinate the work with other work for the correct sequencing of items
which make up the entire membrane or system of weatherproofing and rain
drainage. It is required that the flashing and sheet metal work be permanently
water-tight, and not deteriorate in excess of manufacturer's published
limitations.
1
I River Terrace North Pump Station and Force Main, PN 6631
14-1611.204 Flashing and Sheet Metal
07610 -3
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C. Coordinate work of this Section with interfacing and adjoining work for I
proper sequence of each installation. Provide flashing and sheet metal work
which is fully compatible with interfacing or adjoining work to ensure the best
total assembly performance for weather resistance and durability.
3.2 Installation of Metal Work I
A. Comply with details and profiles as shown, and comply with SMACNA
"Architectural Sheet Metal Manual" recommendations for installation of the
work.
B. For non-moving seams provide sealed flat-lock seams, except as otherwise
1
indicated. Comply with metal producers' recommendations for tinning,
soldering and cleaning the joints of soldered work.
Ili
C. Provide for thermal expansion of all exposed sheet metal work exceeding 20-
foot running length, except as otherwise indicated.
D. Conceal fasteners and expansion provisions wherever possible. Fold back
edges on concealed side of exposed edges, to form a hem and stiffen material.
E. Provide flashing reglets as shown or as required to seal work to existing
substrates. Seal assembled joint with sealant as indicated.
F. Do not proceed with the installation of flashing and sheet metal work until
curb and substrate construction, blocking, and other construction to receive the
work is completed.
G. Examine the substrate and the conditions under which flashing and sheet metal
work is to be performed. Do not proceed with the work until unsatisfactory
conditions have been corrected.
H. Install gutters continuously without joints.
3.3 Cleaning and Protection
A. Clean visually exposed metal surfaces and other surfaces indicated to be
painted. Remove corrosive substances, including soldering flux,which might
cause deterioration of metal surfaces or final finish.
B. Provide surveillance and protection of flashings and sheet metal work during
construction to ensure that work will be without damage or deterioration at
time of acceptance by OWNER.
I
END OF SECTION
I
River Terrace North Pump Station and Force Main,PN 6631 Flashing and Sheet Metal I
14-1611.204 07610 -4
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I
SECTION 07920
ISEALANTS AND CAULKING
IPART 1 GENERAL
1.1 Description
The work includes sealing or caulking joints between dissimilar materials for
watertight seal. Provide watertight caulked joints at all building exterior locations
II where possible water penetration through joint may occur. If caulking systems for
such joints are not shown, provide as specifically approved.
ITerminology-- Where-the words "sealants" or "caulking" are used in this text, they
shall be considered to be synonymous and shall mean sealant or caulking compounds
Ias specified under Part 2 of this specification.
IPART 2 PRODUCTS
2.1 Materials
IA. Type A Sealant
1. Application-- General building sealant.
2. Material -- One component polyurethane sealant.
Ia. Vulkem 116 as manufactured by Tremco.
b. Sonolastic NP1 as manufactured by BASF.
IB. Type B Sealant
I1. Application -- General building sealant for wide joints.
2. Materials -- Self leveling one (1) component polyurethane.
Ia. Vulkem 45 as manufactured by Tremco.
Filler Gasket(Backer Rod) Cord Strip
IC.
1. Dow Chemical Ethafoam.
2. Sonneborn Sonolastic Closed-cell Backer Rod.
3. Engineer approved equal.
I
River Terrace North Pump Station and Force Main,PN 6631 Sealants and Caulking
14-1611.204
07920- 1
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PART 3 EXECUTION II
3.1 Preparation $
Surfaces to receive caulking materials shall be thoroughly clean and free of any non-
compatible primers or protective coatings, including lacquers, form coatings, clear I
sealers, etc. Brush out all foreign matter and loose particles. Clean metal surfaces
with solvents and wipe dry while the surface is still wet with solvent.
3.2 Primers and Bond Breakers
Apply to surfaces as required; verify with manufacturer. In general, prime all
11
concrete and Portland cement based plaster or grout surfaces. Prime wood surfaces
where specifically required. Use proper type primers and bond breakers, apply per
sealant manufacturer's printed instructions. P
3.3 Gaskets or Fillers I
Compress all gaskets to tight fit. Where required as backing for caulking system, roll
or stretch in gasket sections to depth from sealant face or as shown(in general, to 3/8- -
inch). 111
Install gun grade material with gun nozzle of similar size as joint width as shown.
Tool all beads, after application to assume full firm contact. Strike off excess
material.
Maintain edge adjacent ad'acent to joints oints clean and free of caulking stain and excess
material. Trim joints as required per manufacturer's printed instructions.
Do not apply caulking materials to a"bleeding" type of surface, such as asphaltic or
other oil-emitting types. Where such material occurs at caulking joint(roofing, etc.),
isolate from caulking with gasket filler. I
Avoid mixing any water in caulking mixture before and during application. Do not
thin material. I`
3.4 Corrections and Cleanup
Remove all damaged, defective or improperly installed sealant and/or caulking and I
replace.
Clean and remove all sealant and caulking from adjacent surfaces.
I
Upon completion of the work, remove all disused implements, rubbish, and debris,
and leave premises neat and clean.
END OF SECTION I
River Terrace North Pump Station and Force Main,PN 6631 Sealants and Caulking I
07920-2
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I
SECTION 08100
IMETAL DOORS AND FRAMES
IPART 1 GENERAL
1.1 Description
I
Work includes providing metal doors and door frames for the building of the
Idescribed size, type and thickness specified herein and shown on plans.
1.2 Submittals
iProvide shop drawings in accordance with Section 01300.
1.3 Quality Assurance
A. Materials
1
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.
I 2. Doors and frames in accordance with Standard Steel Door Institute
(SDI)recommendations -- SDI 100-78, Heavy Duty, Level II, 18 gage
door face sheets, 16 gauge door frame, formed from galvanized steel.
1
3. Doors and frames to be of a single manufacturer.
IB. Hardware
1. Reinforce, drill and tap doors and frames to receive mortised hinges,
ill locks, latches, flush bolts and concealed closer as required.
2. Hardware preparation in accordance with SDI 107. CONTRACTOR to
1 drill and tap for surface applied hardware in accordance with SDI 107.
I
I
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River Terrace North Pump Station and Force Main,PN 6631
14-1611.204 Metal Doors and Frames
08100- 1
PART 2 PRODUCTS
2.1 Materials I
A. Single Swing,Vertically Hung Doors
1. Doors shall be 1-3/4-inch embossed panel designs, fabricated from 18
gage steel galvannealed face sheets with no visible seams on either
face. Doors shall be reinforced, stiffened, insulated with urethane core
for"R factor of 11 per ASTM C518, and sound deadened for STC
rating of 26.
2. Doors shall be provided with one coat of oven cured neutral color
primer coating conforming with ANSI A250.3. 1
2. Provide top caps on all exterior doors.
3. Doors shall be provided with 7 gage steel reinforcements for 5-inch
high heavy weight full mortise hinges, and 1/8-inch steel lock
reinforcements, all securely welded into placeand each drilled and
tapped to receive field installed finish hardware. Doors shall open
outward,with hinges located per the Plans.
4. Provide 14 gage steel channel for closer reinforcement on all doors
equipped with closers.
5. Rigid, fully welded door frames fabricated from 16-gage galvanized
steel, provided in sizes necessary to accommodate door leaf nominal
dimensions and rough opening dimensions, as detailed in the Plans.
Frames shall be furnished with standard one (1) coat baked-on prime
coat ready to receive specified finish paint systems. All hardware shall
be of manufacturer's standard design except as described in Section
08710 of these specifications.
6. Manufacturer and Model -- Ceco Door, Imperial Polyurethane Core,
embossed panel E203, 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 i
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 1
River Terrace North Pump Station and Force Main,PN 6631 Metal Doors and Frames
08100-2
14-1611.204
I
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. Anchor doors to opening in accordance with manufacturers recommendations.
B. Install plumb, straight, true, rigidly secured in place and properly braced all in
accordance with manufacturer's recommendations.
C. Solid grout frames at all exterior doors.
D. 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.
C. Doors to be thoroughly degreased and cleaned of all imperfections before
finish painting.
END OF SECTION
I
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River Terrace North Pump Station and Force Main,PN 6631 Metal Doors and Frames
14-1611.204 08100-3
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1
SECTION 08710
'I FINISH HARDWARE
PART 1 GENERAL
I1.1 Description
Work includes furnishing and installing finish hardware on doors throughout the
Iproject as specified herein and as needed for a complete and proper installation.
1.2 Submittals
A. Submit copies p of a complete vertical schedule of hardware, listing each
opening, door size, hand, frame material, and door label. State keying,
Imaterial 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
111 schedule.
B. Schematic Keying Diagram.
I
C. One copy of transmittal notice sent to door and frame fabricator by hardware
isupplier.
1.3 Quality Assurance
I
A. Provide the services of an AHC or DAHC member of the American Society of
Architectural Hardware Consultants to:
I
1. Be available for consultation with the ENGINEER at no additional cost
to the OWNER during progress of construction.
1
2. Make minor adjustments as required.
I3. Report to the ENGINEER on completeness of the installation.
IB. The hardware consultant may be an employee of the supplier.
I
I
IRiver Terrace North Pump Station and Force Main, PN 6631 Finish Hardware
14-1611.204 08710- 1
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PART 2 PRODUCTS
2.1 General I
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, weatherstripping, 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, I
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-inch by 2-inch
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 i
automatic closers.
E. Finish-- Satin a
F. Butts -- Provide 1-1/2 pair, 4-1/2-inch by 4-1/2-inch standard weight
concealed ball bearing hinges at each door. Provide non-rising pins at all
exterior doors.
G. Closer-- Provide LCN 4110 Smoothie Series with hold open extra duty arm I
with templated stop/hold open points. Meet ADA requirements.
H. Threshold--Pemco 2005 DS at each exterior door. Meet ADA standards. I
I. Drip Cap --Reese, R201D at door head and at door sill. I
J. Silencers -- Glynn Johnson GJ 64 or 65; furnish three for each single door.
I
River Terrace North Pump Station and Force Main,PN 6631 Finish Hardware I
14-1611.204 08710-2
I
IK. Flush Bolts -- Glynn Johnson.
IL. Lockset-- Russwin, Sargent, or Schlage, "D" Series with cast lever-type
handles. Meet ADA requirements.
1 2.3 Keying
Keying to match OWNER's existing system. Coordinate with OWNER.
IA.
B. Thumb Latch -- Von Duprin 99 TP for a 3-foot wide door.
IC. Cylinders—To match OWNER's existingequipment, Ar e
Argent six pin,
interchangeable cores. Best equipment not allowed on this project.
I2.4 Acceptable Products and Manufacturers
IA. 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").
1 2. To the maximum extent practicable, furnish similar items (such as
"door butts") only as the product of a single manufacturer(such as
a "Hager").
B. For each of the required items of finish hardware, provide from the following
Ilist of acceptable products, or equals approved in advance by the ENGINEER.
1. Door Butts
II
a. Hager
b. Lawrence
I c. McKinney
2. Locksets/Latchsets
I
a. Russwin
b. Sargent
c. Schlage
I3. Thumb Latch -- Von Duprin
4. Panic Bar-- Von Duprin
I
River Terrace North Pump Station and Force Main,PN 6631
14-1611.204 Finish Hardware
08710-3
5. Door Stops and Holders -- Glynn Johnson
6. Closers --LCN 1
7. Weatherstrip -- Zero
8. Silencers -- Glynn Johnson
9. Cylinders -- meet OWNER requirements I
2.5 Other Materials I
Provide other materials, not specifically described but required for a complete and
proper installation, as selected by the CONTRACTOR subject to the approval of the
ENGINEER.
PART 3 EXECUTION II
3.1 Preparation I
•
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
1
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. 11
C. Mount hardware in location and height as recommended by SDI.
D. Adjust dust door closers for moderate swing in the sweep position and unless I
automatic flush bolts or panic hardware is used, adjust latch position for as
slow a closing as practical.
I
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River Terrace North Pump Station and Force Main,PN 6631 Finish Hardware I
08710-4
14-1611.204
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E. Place door stops at point of contact. In certain locations, it may be
advantageous to place stop on the door.
11
F. Ensure watertight joints at exterior doors.
1 3.3 Corrections and Cleanup
IA.
Replace scratched or damaged hardware with new hardware.
B. Remove protective maskings, clean surfaces.
IC. Upon completion of this work,
remove all disused implements, rubbish, and
debris, and leave premises neat and clean.
I3.4 Hardware Groups
P
IThe following manufacturer's number designations are used in hardware groups:
I Butts Lawrence
Cylinders meet OWNER requirements
Lockset/Latchset Russwin, Sargent, Schlage
I Panic Bar Von Duprin
Thumb Latch Von Duprin
Closer LCN
$ Extension Flush Bolts Glynn Johnson
Stops/Holders Glynn Johnson
Silencers Ives
IStile Pemko/Mfg.
Thresholds Pemco
Weatherstripping Zero
I Hardware Group 1 (Exterior Single Doors)
IQuantity Item
2 Keys
Ii Closer
1 Lockset (Key from exterior, Interior always unlocked)
1 Cylinder
I 1 Panic Bar
1.5 PR Butts
2 Drip Caps (3/0 EA)
1 Threshold
1 Set Weatherstripping
3 Silencers
I
River Terrace North Pump Station and Force Main,PN 6631
14-1611.204 Finish Hardware
08710-5
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Hardware Group 2 (Exterior Double Doors1
Quantity Item I
2 Keys
2 Closer
1 Lockset(Key from exterior, Interior always unlocked)
1 Cylinder
2 Panic Bars
3 PR Butts
2 Stop &Hold
2 Drip Caps (6/0 EA)
1 Threshold
2 Set Weatherstripping
6 Silencers
2 Flush Bolts
1 Astragal i
END OF SECTION
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1
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faIII
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Finish Hardware I
River Terrace North Pump Station and Force Main,PN 6631 Gard -6
14-1611.204
1
SECTION 09250
GYPSUM BOARD
PART 1 GENERAL
1.1 Description
A. Work included
Provide
gypsum drywall and accessories where shown on the Drawings, as
specified herein and as needed for a complete and proper installation.
B. Related work
Documents affecting work of this Section include, but are not necessarily
limited to,, General Conditions, Supplementary Conditions and Sections in
Division 1 of these Specifications.
1.2 Quality Assurance
Use adequate numbers of skilled workmen who are thoroughly trained
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.
1.3 Submittals
For each type of product,provide manufacturer's data with mold resistance rating and
manufacturer's recommended board orientation and maximum framing spacing for
various board thicknesses.
PART 2 PRODUCTS
2.1 Gypsum Wallboard
A. Provide gypsum wallboard complying with Fed Spec SS-L-30D, in 48-inch
widths and in such lengths as will result in a minimum of joints.
111 B. Wallboard for roof assembly: Provide roof board with noncombustible
gypsum core and fiberglass mat. DensDeck Prime Roofboard by Georgia-
Pacific Gypsum, or approved equal.
River Terrace North Pump Station and Force Main,PN 6631
14-1611.204 Gypsum Board
09250 - 1
1
C. Wallboard for ceilings: Provide 5/8"thick moisture and mold resistant gypsum
board achieving a rating of 10 for mold resistance per ASTM D 3273. Proroc
gypsum board with M2Tech mold resistance by Certainteed, or approved
equal.
2.2 Metal Trim
A. Form from zinc-coated steel not lighter than 26-gauge, complying with Fed
Spec QQ-S0775, type I, class D or E.
B. Casing beads I
1. Provide channel shapes with an exposed wing and with a concealed
wing not less than 7/8-inch wide. I
2. The exposed wing may be covered with paper cemented to the metal,
but shall be suitable for joint treatment.
C. Corner beads
Provide angle shapes with wings not less than 7/8-inch wide and perforated for
nailing and joint treatment or with combination metal and paper wings bonded
for joint treatment.
D. Edge beads for use at perimeter of ceilings I
1. Provide angle shapes with wings not less than 3/4-inch wide.
exposed wing edge
2. Provide concealed wing perforated for nailing and ex p
folded flat.
3. Exposed wing may be factory-finished in white color.
2.3 Jointing System 5'
A. Provide a jointing system, including reinforcing tape and compound, designed
as a system to be used together and as recommended for this use by the
manufacturer of the gypsumwallboard approved for use on this Work.
B. Jointing compound may be used for finishing if so recommended by its I
manufacturer.
1
Terrace North PumpStation and Force Main,PN 6631 Gypsum Board
River 09250-2
14-1611.204
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1 2.4 Fastening Devices
IA. For fastening gypsum wallboard in place on metal studs and metal channels,
use flat-head screws, shouldered, specially designed for use with power-driven
tools, not less than 1-inch long, with self-tapping threads and self-drilling
I
points.
IB. For fastening gypsum wallboard in place on wood, use 1-1/4-inch type W
bugle-head screws or annular ting type nails complying with ASTM C514 and
of the length required by governmental agencies having jurisdiction.
111 2.5 Access Doors
IA. In partitions and ceilings installed under this Section, provide doors where
required for access to mechanical installations, electrical installations and attic
spaces.
B. Types
I1. Unless otherwise required, provide 22"x 30"metal access doors with
concealed hinges to metal frame and with Allen key lock.1
2. For piercing fire-rated surfaces, provide access doors havingthe
fire rating as the surface being pierced. same
3. Provide prime-coated steel access doors and frames for finish painting
to be performed at the job site under Section 09800 of these
ISpecifications.
2.6 Other Materials
I
Provide other materials not specifically described but required for a complete and
proper installation, as selected by the CON1RACTOR subject to the approval of the
1 OWNER.
IPART 3 EXECUTION
3.1 Surface Conditions
Examine the areas and conditions under which work of this Section will be
Iperformed. Correct conditions detrimental to timely and proper completion of the
Work. Do not proceed until unsatisfactory conditions are corrected.
I
I River Terrace North Pump Station and Force Main,PN 6631
14-1611.204 Gypsum Board
09250-3
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3.2 Installation
A. General I
1. Install the gypsum wallboard in accordance with the Drawings and with a
the separate boards in moderate contact but not forced into place.
2. At internal and external corners, conceal the cut edges of the boards by
the overlapping covered edges of the abutting boards.
3. Stagger the boards so that corners of any four boards will not meet at a
common point except in vertical corners.
B. Ceilings I
1. Install the gypsum wallboard to ceilings with the long dimension of the
wallboard at right angles to the supporting members. I
2. Wallboard may be installed with the logn n entermension n when parallel
ttachment
supporting members that are spaced 16o
members are provided at end joints.
C. Attaching I
d ower
1. Drive the specified screws with clutc- at roeand screwdriver6 inhons, i
spacing the screws 12 inches on centers
centers at walls.
2. Where framing members are spaced 24 inches apart on walls, space
screws 12 inches on centers.
3. Attach double layers in accordance with the pertinent codes and the
manufacturer's recommendations as approved by the OWNER.
4. Attach to wood as required by governmental agencies having
II
jurisdiction. i
D. Access doors
1. Coordinate between the Drawings and among the trades involved to
install the specified access doors where required.
position and align properly to achieve an I
2. Anchor firmly into
installation flush with the finished surface.
I
Gypsum Board
River Terrace North Pump Station and Force Main,PN 6631 09250-4
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I
3.
3 Joint Treatment
IA. General
- 1. Inspect areas to be joint treated, verifying that the gypsum wallboard
1fits snugly against supporting framework.
2. In areas where joint treatment and compound finishing will be
performed, maintain a temperature of not less that 55 degrees for 24
hours prior to commencing the treatment and until joint and finishing
compounds have dried.
3. Apply the joint treatment and finishing compound by machine or hand
I tool.
4. Provide a minimum drying time of 24 hours between coats with
additional drying time in poorly ventilated areas.
B. Embedding compounds
1. Apply to gypsum wallboard joints and fastener heads in a thin uniform
layer.
2. Spread the compound not less that 3-inch wide at joints, center the
reinforcing tape in the joint, and embed the tape in the compound.
Then spread a thin layer of compound over the tape.
3. After this treatment has dried, apply a second coat of embedding
compound to joints and fastener heads, spreading in a thin uniform coat
to not less than 6-inch wide at joints, and feather edged.
4. Sandpaper between
coats as required.
5. When thoroughly dry, sandpaper to eliminate ridges and high points.
C. Finishing compounds
1. After embedding compound is thoroughly dry and has been completely
sanded, apply a coat of finishing compound to joints and fastener
heads.
2. Feather the finishing compound to not less that 12-inch wide.
3. When thoroughly dry, sandpaper to obtain a uniformly smooth surface,
taking care to not scuff the paper surface of the wallboard.
River Terrace North Pump Station and Force Main,PN 6631 Gypsum Board
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3.4 Corner Treatment
A. Internal corners I
Treat as specified for joints, except fold the reinforcing tape lengthwise
through the middle and fit neatly into the corner.
B. External corners
1. Install the specified corner bead, fitting neatly over the corner and
securing with the same type fasteners used for installing the wallboard. I
2. Space the fasteners approximately 6-inch on centers and drive through
the wallboard into the framing or furring member. I
3. After the corner bead has been secured into position,threat the corner
with joint compound and reinforcing tape as specified for joints,
feathering the joint compound out from 8-inch to 10-inch on each side
of the corner.
11
3.5 Other Metal Trim, General
A. The Drawings do not purport to show all locations and requirements for metal I
trim.
ii
and the installation, and provide all metal trim i
B. Carefully study the Drawings
normally recommended by the manufacturer of the gypsum wallboard
approved for use in this Work.
I
3.6 Cleaning Up
A. In addition to other requirements for cleaning, use necessary care to prevent
scattering gypsum wallboard scraps and dust, and to prevent tracking gypsum
and joint finishing compound onto floor surfaces.
B. At completion of each segment of installation in a room or space, promptly
P ick upand remove from the working area all scrap, debris, and surplus i
material of this Section.
1
END OF SECTION
1
I
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14-1611.204 09250 -6
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SECTION 09800
PROTECTIVE COATINGS
`r PART 1 GENERAL
1.1 General
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.
B. 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
I application of the coating systems.
C. 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.
D. 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.
E. Damaged Factory Finish-- If directed by the ENGINEER, refinish the entire
exposed surfaces of equipment chipped, scratched or otherwise damaged in
shipment or installation.
F. All coating coming in contact with potable water shall be NSF approved.
I
River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings
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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 I
Contractors of America(PDCA), 333 Taylor Avenue North, Seattle,
Washington 98109.
2. "Systems and Specifications" - Volume 2 of Steel Structures Painting
Council (SSPC). I
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 I
for Water and Other Liquids.
ANSI/AWWA C203 Coal-Tar Protective Coatings and Linings for I
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.
River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings
14-1611.204 09800-2
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 01100, Special Provisions.
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.
I
I
1 River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings
14-1611.204 09800-3
1
1.4 Quality Assurance
A. The CONTRACTOR shall give the ENGINEER a minimum of three (3) days I
advance notice of the start of any field surface preparation work of coating
application work, and a minimum of seven(7) days advance notice of the start
of any shop surface preparation work.
B. 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.
C. Inspection bythe ENGINEER, or the waiver of inspection of any particular
p
portion of the work, shall not relieve the CONTRACTOR of its responsibility
to perform the work in accordance with these Specifications.
D. 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-O1-70.
E. 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.
F. 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
111
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.
G. 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
H. 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.
I. 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
I
River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings
14-1611.204 09800 -4
manufacturer's product line represents a color range comparable to similar
products of other manufacturers.
J.
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
II interior rooms or areas.
I K. 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
IMikrotest 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 eight(8)hours after application of the coating. On non-ferrous
Imetals and other substrates, the coating thicknesses shall be measured at the
time of application using wet film gage readings and destructive film thickness
tests.
I1.5 Delivery, Handling and Storage
IA. Deliver in labeled containers as specified above and store in a locked room
accessible for inspection. Comply with fire and health regulations.
IB. Provide adequate heat and forced mechanical ventilation for health, safety and
drying requirements. Use explosion proof equipment. Provide face masks.
IC. Protect adjacent surfaces with suitable masking and drop as required.
uired
q
Remove cloths or waste from the project daily.
ID. Apply to surfaces under recommended environmental conditions and within
the limitations established by the material manufacturer. Do not apply coating
Iin 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
I 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.
I
1.6 Protection
IA. Follow all safety recommendations of manufacturer g
re ardin ventilation and
regardingdanger from explosion or breathing paint fumes or skin exposure, and all
Iapplicable O.S.H.A. and other regulations.
B. Protect surface adjacent to work being coated from overspray, drips or other
Idamage.
IRiver Terrace North Pump Station and Force Main, PN 6631 Protective Coatings
14-1611.204 09800- 5
1
PART 2 PRODUCTS
2.1 General I
A. Definitions -- The terms "paint," "coatings" or "finishes" as used herein, shall
include surface treatments, emulsions, enamels, paints, epoxy resins, tape and 1
all other protective coatings, excepting galvanizing or anodizing, whether used
as a pretreatment, primer, intermediate coat, or fmish coat. The term "DFT"
means minimum dry film thickness.
B. General -- Coating materials shall be sealed in containers that plainly show the
I
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. I
C. The CONTRACTOR shall use coating materials suitable for the intended use
and recommended by their manufacturer for the intended service.
I
D. Compatibility -- In any coating system only compatible materials from a single I 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 I 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 I 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
I
ENGINEER. Color pigments shall be lead free.
F. Protective Coating Materials -- Products shall be standard products produced
I
by recognized manufacturers who are regularly engaged in production of such
materials for essentially identical service conditions. Where requested,the
CON TRACTOR 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 I 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
I
meets the specified requirements and is equivalent or better than the listed
materials.
I
River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings
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14-1611.204 09800-6
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I
I
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
i
the proposed substitution requires changes in the contract work, the
CON TRACTOR shall bear all such costs involved and the costs of allied
I
I
trades affected by the substitution.
2.2 Industrial Coating Systems
I
I
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
I
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
I
Ii.
' System code letter, and shall be used on any coating submittals or
correspondence.
B. Industrial coating systems shall be as follows
Coating System 100
a. Location-- Exposed, unprimed, non-galvanized, nonsubmerged
metal surfaces, both interior and exterior including piping and
structural steel.
I
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.
I2. 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.
IC. Coating System -- Apply shop prime coat 3.0 mils DFT Tnemec
Series 90-97 Tnemec-Zinc, one coat 4.0 - 6.0 mils DFT Tnemec
Series 66 Hi-Build Epoxoline, and 3.0 - 4.0 mils DFT of
IRiver Terrace North Pump Station and Force Main, PN 6631 Protective Coatings
14-1611.204 09800- 7
I
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 1
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,Kop-Coat
Bitumastic Super Service Black, or approved equal.
5. Coating System 104
g
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.
6. Coating System 105 I
a. Location—Nonsubmerged, exposed to view, HDPE and
polyurethane coated surfaces.
b. Surface Preparation—As specified herein. I
River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings ,
14-1611.204 09800- 8
c. Coating System—Apply two coats, 3.0 - 4.0 mils DFT
pP Y of
Tnemec Series 175 Endura Shield, 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:
I1. 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
d cd
1 shallcoating be providedreinforce. Thewith cement3/4-inh mortargalvanized shall containweldeno
wire lessfabtharicn
one part Type V cement to three (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
tjoints and edges lapped by at least six (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.
' River Terrace North Pump Station and Force Main, PN 6631 Protective Coatings
14-1611.204 09800-9
The hot applied coal tar epoxy shall be a '
c. Coating System -- pp P Y
solvent free 100 percent solids coal tar epoxy chemically
compatible with hydrating cement and suitable for application
I
on moist surfaces of freshly placed cement mortar or concrete
and properly prepared cured surfaces. The coal tar epoxy I coating material shall be Amercoat 1972B or approved equal.
The finish coal tar epoxy coating shall have a minimum DFT of
26 mils.
I
3. Coating System 202 -- Coal-Tar Epoxy Coating System
a. Location-- Exterior surface of buried steel pipe, fittings and I
other ferrous surfaces.
Surface Preparation-- As specified herein. I
b. p p
c. Coating System-- High build, 2-component amine or polyamide I
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 I 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
I
FIB, Tnemec 46 H-413, or equal.
iii. Total system DFT= 19.5 mils.
1
4. Coating System 203 -- Fusion Bonded Epoxy
I
a. Location-- Ferrous surfaces of sleeve couplings, steel pipe and
fittings. I
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
River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings
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14-1611.204 09800- 10
I
I i. Liquid q Epoxy--
For field repairs, the use of a liquid
I
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
I
epoxy manufacturer.
ii. Coating (DFT= 16 mils), Scotchkote 203, or equal.
Iiii. Total system DFT= 16 mils.
5. Coating System 204 -- Hot, Coal-Tar Enamel
a. Location -- Exterior surfaces of buried steel pipe and fittings,
Inon-galvanized.
b. Surface Preparation -As specified herein
Ic. Coating System -- Coal-Tar Enamel materials and procedures
I
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
I
system DFT= 188 mils.
6. Coating System 205 -- Hot Applied Tape
Ia. Location -- Exterior surfaces of buried steeli e and fittings,
Pp g ,
non-galvanized.
Ib. Surface Preparation -- As specified herein.
c. Coating System -- Tape coating materials and procedures shall
be in accordance with ANSI/AWWA C203. This system shall
I
consist of a cold-applied liquid primer and heated coal-tar base
tape. Total system DFT = 50 mils.
I
7. Coating System 206 -- Cold Applied Tape
a. Location -- Exterior surfaces of buried steel pipe and fittings,
Inon-galvanized.
b. Surface Preparation --As specified herein.
Ic. Coating System -- Tape coating materials andp rocedures shall
be in accordance with ANSUAWWA C209. Prefabricated tape
Ishall be Type II. The system shall consists of a primer layer,
IRiver Terrace North Pump Station and Force Main,PN 6631 Protective Coatings
14-1611.204 09800- 11
1
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. i
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
111
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. 1
c. Coating System -- Except as otherwise specified, application of
polyethylene encasement shall be in accordance with
ANSI/AWWA C105 using Method C.
System CoatingS stem 210
a. Location—Wet well interior concrete surfaces where shown. I
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I
1 b. Surface Preparation—Per er manufacturer s requirements, pressure
wash concrete interior and apply non-shrink grout to all voids
I prior to coating application. Surface shall be clean and free of
all foreign materials. Saturate surface immediately prior to
application. Surface shall be damp but without running water or
I noticeable droplets of free water.
Ic. Coating System --Apply Strong Seal High Performance Mix
cementious coating by Strong Company, or approved equal, in
one or more passes, to a thickness of 34-inch. Thickness at any
' location shall not exceed 1-inch nor be less than 1A-inch. Trowel
surface to a smooth finish, but avoid over-trowelling.
1 2.4 Architectural Coating Systems
A. General
I "Paint" as used herein means s all coating systems materials, including primers,
emulsions, enamels, stains, sealers and fillers, and other applied materials
I whether used as prime, intermediate or topcoat.
Fungus Control: Submit evidence for all paints attesting the passing of
I Federal Test Method Standard No. 141, Method 6271.1 showing no fungus
growth or other approved test results.
IApply to surfaces under recommended environmental conditions and within
the limitations established by the material manufacturer. Acrylics require 60
Idegrees 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
I
unless otherwise permitted by the paint manufacturer's printed instructions.
B. Architectural coating systems shall be as follows:
I
1. Coating System 300
Ia. Location-- Exterior above grade concrete, brick, block masonry
and stucco surfaces not otherwise specified, exposed to view.
Ib. Surface Preparation-- Surfaces shall be cleaned with a
manufacturers approved chemical cleaner and power washed.
I
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
I
I
River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings
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09800- 13
I
manufacturers published recommendations. A manufacturer's I
representative shall be present during application of the coating
system, if required by the manufacturer's warranty.
I
c. Coating System -- Apply two flood coats of an RTV silicone I 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.
I
2. Coating System 301
a.
Location-- Vertical concrete exterior walls and flat concrete I
exterior roofs and slabs exposed to view.
--As specified herein. I
b. Surface Preparationp
c. Coating System -- Apply two coats 6.0-9.0 mils (100 ft2/gal) I
each coat, Tnemec Series 156 Envirocrete, or approved equal.
Color as selected by OWNER.
I
3. Coating System 302
a. Location-- Interior concrete masonry unit walls and interior and I
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. I
p
Apply two coats 6.0 - 9.0 mils (100 ft2/gal) each coat, Tnemec
Series 156 Envirocrete, or approved equal. Color as selected by
I
OWNER.
4. Coating System 303 I
a. Location-- Wood surfaces not otherwise specified, exposed to
view. I
b. Surface Preparation--As specified herein.
I
c. Coating System -- Apply an alkyd primer as recommended by
the manufacturer, two (2)mils. Apply finish coats (two (2) or
I
more coats six(6) mils total) of single component,water based
acrylic latex coating, Tnemec Series 6, Carboline Carbocrylic
I
River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings
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14-1611.204 09800- 14
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3350 or equal. Total DFT= eight (8) mils. Color as selected by
OWNER.
I5. Coating System 304
Ia. Location-- Interior drywall surfaces not otherwise specified,
exposed to view.
Ib. Surface Preparation-As specified herein.
I c. Coating System-- Apply two (2) 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
IOWNER.
6. Coating System 305
Ia. Location—Horizontal concrete surfaces, vertical exterior brick
I
or masonry surfaces, exposed to view.
b. Surface Preparation -- Surfaces shall be cleaned with a
I 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
1 applied. Coating system shall be applied according to the
manufacturers published recommendations. A manufacturer's
representative shall be present during application of the coating
I • system, if required by the manufacturer's warranty.
c. Coating System --Apply two coats of masonry water retardant
Imaterial. The system shall be clear, non-staining, silane-
modified-siloxane, Chemprobe Dur A Pel 20, Tex-Cote
Rainstopper 1500, or equal. The selected coating system shall
Iprovide a minimum of a 5-year manufacturer's warranty.
I
7. Coating System 306
a. Location-- Vertical concrete walls, exterior, below finish grade,
Inot exposed to view.
b. Surface Preparation -- Per manufacturer's requirements, surface
I shall be clean and free of all oil, grease, dirt, laitance, and loose
or foreign materials. Surface shall be dampened with water and
kept damp until application of the coating.
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IRiver Terrace North Pump Station and Force Main,PN 6631 Protective Coatings
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c. Paint System-- Apply two coats of BASF Hydrocide 700B, or I
approved equal, in accordance with manufacturer's
recommendations. Allow first coat to dry tacky before applying
second coat. Ensure a continuous, pinhole-free coating from the
top and outside edge of the footing to the finished grade.
I
8. Coating System 307
a. Location-- Exterior siding, trim and related products, all I
comprised of fiber cement material with a factory installed
primer. I
b. Surface Preparation—If cleaning is required, surface shall be
cleaned with a in a manner approved by both the coating system
I
manufacturer and the siding manufacturer. Under no
circumstances shall fiber cement siding products be cleaned
with high pressure water blasting, sand blasting, or acid washing I
as these techniques may damage the surface of the fiber cement.
Low pressure water spray and a medium-stiff, nonmetallic
bristle brush may be used for cleaning fiber cement products.
I
Coating system shall be applied according to the coating system
manufacturer's published recommendations. A manufacturer's
representative shall be present during application of the coating
system, if required by the manufacturer's warranty. Coating
system must be applied within 180 days of installation of the
factory primed siding products, or less if the siding product
manufacturer's warranty requires painting in less than 180 days.
c. Coating System -- Apply primer coat of high performance I
acrylic primer/sealer specifically engineered for high-
performance protection of exterior, above-grade, cementitous
I
surfaces and fiber cement siding. Apply topcoat of 100%
acrylic latex, cross-linked. The system shall Sherwin Williams
Loxon Concrete &Masonry Primer/Sealer and Sherwin I
Williams Emerald Exterior Acrylic, or approved equal. The
selected coating system shall provide a minimum of a five-year I manufacturer's warranty.
PART 3 EXECUTION
3.1 Storage, Mixing and Thinning of Materials
I
A. Manufacturer's Recommendations --Unless otherwise specified herein, the
coating manufacturer's printed recommendations and instructions for thinning, I
River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings I
14-1611.204 09800- 16
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Imixing, handling, applying, and protecting its coating materials, for
preparation of surfaces for coating, and for all other procedures relative to
I coating shall be strictly observed.
B. All protective coating materials shall be used within the manufacturer's
I recommended shelf life.
I 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
Ibe mixed together.
3.2 Surface Preparation Standards
I
A. The following referenced surface preparation specifications of the Steel
Structures Painting Council shall form a part of this specification.
I 1. Solvent Cleaning (SSPC-SP1) --Removal of oil, grease, soil, salts and
I
other soluble contaminants by cleaning with solvent, vapor, alkali,
emulsion or steam.
I 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.
I3. Power Tool Cleaning (SSPC-SP3) -- Removal of loose rust, loose mill
scale, loose paint, and other loose detrimental foreign matter, by power
Itool chipping, descaling, sanding, wire brushing and grinding.
4. White Metal Blast Cleaning (SSPC-SP5) -- Removal of all visible rust,
Ioil, grease, soil, dust, mill scale, paint, oxides, corrosion products and
foreign matter by blast cleaning.
1 5. Commercial Blast Cleaning (SSPC-SP6) --Removal of all visible oil,
grease, soil, dust, mill scale, rust, paint, oxides, corrosion products, and
I
other foreign matter, except that staining shall be limited to no more
than 33 percent of each square inch of surface area.
I 6. Brush-Off Blast Cleaning (SSPC-SP7) -- Removal of all visible oil,
grease, soil, dust, loose mill scale, loose rust and loose paint.
I7. 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
Ithan 5 percent of each square inch of surface area.
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River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings
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3.3 Corrections and Cleanup
At completion any damaged, de-laminated or defaced coated surfaces shall be 1
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: I
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"; SSPC-
SP2, "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".
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River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings ,
14-1611.204 09800- 18
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1
4. Stainless Steel -Nonsubmerged and submerged, exposed piping and
fittings, both interior and exterior shall undergo surface preparation in
I 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 MasonryUnits -- Repair all
p breaks, cracks and holes with
I
1
concrete grout. The surface must be free of dirt, dust, loose sand and
I other foreign matter. Brush clean. Allow minimum 28-day cure of
concrete joint mortar and repair grout prior to application of coatings
II
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,
Iwith 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 PS
13.01 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
1
I
I
I
Hi-Build Epoxaline or equal, verifying with manufacturer before application
Ithe 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
IRiver Terrace North Pump Station and Force Main,PN 6631 Protective Coatings
14-1611.204
09800- 19
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above, the RAmand topcoats of
I
specified paint
CONTsystem to shopCTORshall primedapply metalinter. The
ediate CON TRACTOR shallthe
verify with the manufacturers) representative of the items)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 I
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 i
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=primed shall be cleaned and primed as
specified herein. 1
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.
River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings '
14-1611.204 09800-20
1
IC. Blast cleaned ferrous metal surfaces shall be ainted before any y rusting or
I
I
I
I
II
other deterioration of the surface occurs. Blast cleaning shall be limited to
I
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
I that proper surface preparation and application are not possible. Such contact
surfaces shall be coated prior to assembly or installation.
I
I
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 non-
metallic 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
Provide protective coatings in accordance with following Coating Schedule:
I
1
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I
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14-1611.204 09800-21
I
Coating Schedule
i
_fg - � :1;31-,- ---,:s'
M
es :PU-1
Piping' Exposed and in Ductile Iron Coating System 101
vaults (exterior
surface)
Piping In Wet Well Ductile Iron Coating System 102
(exterior surface) ,
Valves & Couplings2 All -- See Note 2
Concrete Wet Well & Interior Concrete Coating System 210
Manholes where shown 1
on plans
Interior Walls (below Vault Concrete No Coating
grade) I
Exterior Walls (below Wet Well and Vault Concrete Coating System 306
grade)
Concrete Floors and All Interior Floors, Concrete Coating System 305 1
Slabs All Exterior Slabs,
Landings and I
Sidewalks
Miscellaneous Metals Exposed Surfaces, Steel, Galvanized Coating System 101
Exterior and Interior Steel, Aluminum
Interior Ceiling Building Interior, Gypsum Board Coating System 304
Exposed Surfaces
Interior of CMU Walls Building Interior, Concrete Masonry No Coating I
Exposed Surfaces
Interior Trim Building Interior, Wood Coating System 303
Exposed Surfaces I
Exterior Walls, Building Exterior, Cultured Stone No coating, unless
Wainscot Exposed Surfaces recommended by
manufacturer t
Exterior Walls: Siding, Building Exterior, Cementitious fiber Coating System 307
Battens, Trim, Fascia Exposed Surfaces
& Soffit
Doors Exposed Surfaces, Steel Coating System 101
Interior&Exterior
Surfaces
Louvers Exposed Surfaces, Steel Coating System 101
Interior&Exterior 1
Notes:
1 Pipe linings shall be as specified elsewhere in these specifications.
2 Finish coating of exposed valves and couplings to be shop-applied fusion-bonded epoxy.
END OF SECTION
River Terrace North Pump Station and Force Main,PN 6631 Protective Coatings '
14-1611.204 09800-22
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111 SECTION 10400
' IDENTIFYING DEVICES
PART 1 GENERAL
1.1 Scope
This section covers the work necessary to furnish and install, complete, the
identifying devices for the project. These devices shall include pipe color coding and
labeling,process equipment nameplates, door and warning signs.
1.2 Submittals during Construction
A. Manufacturer's Data-For information only, submit four(4) copies of
manufacturer's specifications and installation instructions for each type of sign
required.
IB. Samples - Submit three (3) full size samples of each color and finish of pipe
labeling, process equipment nameplates and warning signs with sample letters.
ENGINEER's review of samples will be for color and texture only.
Compliance with all other requirements is the exclusive responsibility of the
CONTRACTOR.
111 1.3 Standards, Specifications and Codes
All safety related signs, markers, labeling and symbols shall conform to the applicable
provisions or codes of the Occupational Safety and Health Administration(OSHA)
unless specifically modified hereinafter. All signage that provides emergency
information or general circulation directions or identifies rooms for the physically
handicapped shall comply with the requirements of the American National Standards
Institute (ANSI A117.1 - 1986).
1
PART 2 PRODUCTS
1 2.1 General
Unless noted otherwise on the plans or specified differently hereinafter, pipe labeling
colors shall conform to the following labeling colors schedule:
I
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River Terrace North Pump Station and Force Main,PN 6631
14-1611.204 Identifying Devices
10400- 1
I
Color r
SerySvmboULabel SvmboULabel Color Pipe
Raw Sewageice RS Green
Water, City (potable) CW White Safety Blue
Waste Plumbing DRAIN White Gray
2.2 Pipe Labels and Flow Direction Arrows 1
Pipe identification labels and flow direction arrows shall consist of lettering and
symbols applied over the pipe base color. Colors for pipes, lettering and flow arrows
shall be as shown in the labeling color schedule.
2.3 Process Equipment Nameplates
Nameplates shall be used to identify all process equipment including but not limited I
to pumps, chlorinators, control panels and any other equipment requiring
identification as directed by the Engineer. Process equipment nameplates shall be
fabricated from 1/16-inch thick satin-surfaced Setonply with all edges beveled neatly. I
Nameplates shall be furnished with drilled holes for mounting to the appropriate
equipment or nearest adjacent surface. As an alternative, acceptable adhesive
attachment methods may be used if approved by the Engineer. Nameplate
background color, lettering color and wording shall be as directed by the Engineer
and approved by the Owner. Minimum size for nameplates shall be 4" x 1-1/2".
Nameplates shall be style 2060-40 as manufactured by Seton Nameplate Company,
New Haven, CT, or approved equal.
Declassified Space SignageI
2.4 p
Provide warning signs for entry to class 1, division 2 space for ventilation status.
Ventilation status system is used to declassify valve vault and is monitored by airflow
switches providing"go" (green), "no go"(red) light indication. Warnings signs shall
be xx"wide by xx"tall constructed of Setonply with engraved lettering white on red
background. Signs shall be installed at the entry point to the declassified space as
shown on plans and state the following:
WARNING
HIGH LEVELS OF TOXIC OR
EXPLOSIVE GAS ARE PRESENT
INSIDE WHEN RED LIGHT IS ON.
PORTABLE MONITORING NEED. I
(GREEN LIGHT MEANS OK TO ENTER)
I
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River Terrace North Pump Station and Force Main,PN 6631 Identifying Devices I
14-1611.204 10400-2
I
IPART 3 EXECUTION
I3.1 Pipe Labels and Flow Direction Arrows
I Pipe labels and flow direction arrows shall be located at all connections to equipment,
valves, branching fittings, at wall boundaries and at intervals along the piping not
I
greater than 5 feet on center with at least one label applied to each exposed horizontal
I and vertical run of pipe. Exposed piping not normally in view, such as behind
ceilings and in closets and cabinets, shall also be labeled.
1 Labels shall not be applied to the pipe until all pipe painting is complete or as
approved by the ENGINEER.
ILabels and flow direction arrows shall be applied by stencil over pipe base color.
Base coat shall be cured, clean and dry, prior to application of lettering. Location of
labels and arrows shall be as described above. Lettering sizes for pipe labels shall be
Iin accordance with ANSI A13.1-1981, Table 3, and based upon the outside diameter
of the pipe to which they are applied. Colors of letters and arrows shall be as
described in the labeling color schedule specified herein.
Stripes on solution pipe shall
p p p be applied at intervals along the piping not greater than
5 feet on center with at least one stripe applied to each exposed horizontal and vertical
I
Irun of pipe.
I3.2 Process Equipment Nameplates
Process equipment nameplates shall be located as directed by the ENGINEER.
I Mounting of process equipment nameplates shall be in accordance with the
manufacturer's instructions, and as directed by the ENGINEER.
1 3.3 Painted Signs
Prepare and mask base material as required to provide clean surface for application of
Iletters by stencil. Unless otherwise noted, color of letters shall be black. Paint type
shall be semi-gloss alkyd enamel.
1 3.4 PVC Plastic Process Pipe Paint System
IA. Surface Preparation - Solvent cleaned SSPC-SP1.
B. Paint System- Single component, water based acrylic latex with fungicide
additive. Prime coat shall be as recommended by manufacturer.
END OF SECTION
River Terrace North Pump Station and Force Main,PN 6631 Identifying Devices
14-1611.204 10400-3
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SECTION 11000
EQUIPMENT, GENERAL
PART 1 GENERAL
1.1 Description
A. The CONTRACTOR shall provide all tools, supplies, materials, equipment
and all labor necessary for the furnishing, construction, installation, testing and
operation of equipment and appurtenant work, complete and operable, all in
accordance with the requirements of the Contract Documents.
B. The CONTRACTOR shall design, furnish and install anchors and d seismic
restraints for equipment in accordance with Section 01611 Seismic
Requirements for Non-Structural Components and Systems to produce
complete installations in accordance with the Contract Documents.
C. The provisions of this Section shall apply to all equipment specified and where
referred to, except where otherwise specified or shown.
1.2 Reference Specifications,Codes and Standards
A. All equipment, products and their installation shall be in accordance with the
following standards, as applicable and as specified in each section of these
specifications:
1. American Societyfor Testingand Materials (ASTM)
( )
1 2. American Public Health Association(APHA)
3. American National Standards Institute (ANSI)
4.
American Society of Mechanical Engineers (ASME)
' 5. American Water Works Association(AWWA)
6. American Society of Heating, Refrigerating and Air Conditioning
Engineers (ASHRAE)
7. American Welding Society (AWS)
8. National Fire Protection Association(NFPA)
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River Terrace North Pump Station and Force Main,PN 6631 Equipment, General
14-1611.204 11000- 1
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9. Federal Specifications (FS) I/
10. National Electrical Manufacturers Association (NEMA) I
11. Manufacturer's published recommendations and specifications
12. Oregon Occupational Safety and Health Division(OR-OSHA)
B. The following standards have been referred to in this section of the I
specifications.
ANSI B16.1 Cast Iron Pipe Flanges and Flanged Fittings Class
25, 125, 250 and 800
ANSI B16.5
PipeFlanges and Flanged Fittings, Steel,Nickel . I
Alloy and Other Special Alloys
ANSI B46.1 Surface Texture
ANSI S 12.6 Method for the Measurement of the Real-Ear 1
Attenuation of Hearing Protectors
ANSI/ASME B 1.20.1 General Purpose Pipe Threads (Inch) I
ANSI/ASME B31.1 Power Piping
ANSI/AWWA D100 Welded Steel Tanks for Water Storage
AWWA C206 Field Welding of Steel Water Pipe 1
ASTM A48 Specification for Gray Iron Castings 1
ASTM A108 Specification for Steel Bars, Carbon, Cold-
Finished, Standard Quality I
1.3 Submittals
A. The CONTRACTOR shall furnish complete shop drawings for all equipment
specified in the various sections,together with all piping, valves and controls
for review by the ENGINEER in accordance with Section 01300 - Submittals.
B. The CONTRACTOR shall supply one complete set of special tools where
necessary for the assembly, adjustment and dismantling of the equipment.
Tools shall be suitable for professional work and manufactured by a
1
River Terrace North Pump Station and Force Main,PN 6631 Equipment,General 1
14-1611.204 11000-2
I
recognized supplier� pp er of professional tools such as Snap On, Crescent, Stanley,
or equal.
C.
CONTRACTOR shall obtain and submit from the manufacturer a list of
suggested spare parts for each piece of equipment. CONTRACTOR shall also
furnish the name, address and telephone number of the nearest distributor for
each piece of equipment. Spare parts shall be supplied by CON TRACTOR
when indicated in the appropriate equipment specification sections.
D. Where required by the individual equipment sections, the CON TRACTOR
shall submit to the ENGINEER a torsional and lateral vibration analysis of the
equipment, in accordance with Section 01300 - Submittals. Equipment shall
be designed and constructed such that the natural frequency of the drive train
is avoided by a minimum of 25 percent throughout the entire operating range.
The analysis shall be performed by a specialist experienced in this type of
work and approved by the ENGINEER. The specialist shall also visit the
project site during startup and testing of the equipment, to analyze and,
measure the amount of equipment vibration, certify that the operating
frequency avoids the natural frequency by 25 percent, and make his written
recommendation for keeping the vibration at a safe limit.
1.4 Quality Assurance
A. The CONTRACTOR shall demonstrate that all equipment meets the specified
performance requirements. CONTRACTOR shall provide the services of an
experienced, competent and authorized service representative of the
manufacturer of each item of major equipment, who shall visit the project site
to perform the following tasks.
1. Assist the CONTRACTOR in the installat'on of the equipment.
2. Inspect, check,, adjust if necessary and approve the equipment
installation.
3. Start-up and field-test the equipment for proper operation, efficiency
and capacity.
4. Perform necessary field adjustments during the test period until the
equipment installation and operation are satisfactory to the
ENGINEER.
5. Instruct the OWNER's personnel in the operation and maintenance of
the equipment. Instruction shall include step-by-step trouble shooting
procedures with all necessary test equipment.
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River Terrace North Pump Station and Force Main,PN 6631
14-1611.204 Equipment, General
11000-3
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B. Tcosts inspection, artup, , adjustment and work
performed by
ofall said factory-trainestd representativestestingshall be borne
instruc bytion the
CONTRACTOR. When available,the OWNER'S operating personnel will
provide assistance in the field testing.
C. Tolerances and clearances shall be as shown on the shop drawings and shall be 1
closely adhered to. Machine work shall in all cases be of high-grade
workmanship and finish, with due consideration to the special nature or
function of the parts.
D. The type of finish shall be the most suitable for the application and shall be in
accordance with ANSI B46.1.
E. Unless otherwise noted, all equipment furnished shall have a record from the I
same manufacturer of at least 3 years successful, trouble-free operation in
similar applications
PART 2 PRODUCTS
2.1 General Requirements
A. At each high noise level location, where equipment produces noise exceeding 1
85 dBA at 3 feet or exceeding OR-OSHA noise level requirements for
operator safety, the CONTRACTOR shall supply two pairs of high attenuation
hearing protectors. The ear protectors shall meet the requirements of ANSI
S 12.6 and shall produce a noise level reduction of 25 dBA at a frequency of
500 Hz. The hearing protectors shall have fluid filled ear cushions and an
adjustable, padded headband. The protectors shall be stored in a weatherproof,
labeled, steel cabinet, furnished by the CONTRACTOR and mounted in an
approved location near the noise producing equipment.
B. Unless otherwise specified or shown, all welding shall be by the metal arc
method or gas-shielded arc method as described in the American Welding I
Society's "Welding Handbook" as supplemented by other pertinent standards
of the AWS. Qualification of welders shall be in accordance with the AWS
Standards governing same.
In assembly and during welding,the component parts shall be adequately
clamped, supported and restrained to minimize distortion and for control of
dimensions. Weld reinforcement shall be as specified by the AWS code.
Upon completion of welding, all weld splatter, flux, slag and burrs left by
attachments shall be removed. Welds shall be repaired to produce a
workmanlike appearance with uniform weld contours and dimensions. All
1
River Terrace North Pump Station and Force Main,PN 6631 Equipment,General I
14-1611.204 11000-4
I
sharp corners of material to be painted or coated shall be ground to a minimum
of 1/32-inch on the flat.
C. All equipment shall be painted or coated in accordance with Section 09800—
Protective Coatings, unless otherwise indicated. Non-ferrous metal and
corrosion-resisting steel surfaces shall be coated with grease or lubricating oil.
Coated surfaces shall be protected from abrasion or other damage during
handling, testing, storing, assembly and shipping.
D. All equipment shall be boxed, crated, or otherwise protected from damage and
moisture during shipment, handling and storage. All equipment shall be
protected from exposure to corrosion and shall be kept thoroughly dry at all
times.
E. Each item of equipment shi ed shall have
pp a legible identifying mark
corresponding to the equipment number shown or specified for the particular
item.
IF. All equipment subject to vibration shall be provided with restrained spring type vibration isolators or pads per manufacturer's written recommendations.
G. Shop fabrication shall be performed in accordance with the Specifications and
the ENGINEER-approved shop drawings.
2.2 Equipment Supports and Foundations
A. All equipment supports, anchors and restraint shall be adequately designed for
static, dynamic, wind and seismic loads. For seismic design, refer to Section
01611 Seismic Requirements for Non-Structural Components and Systems.
B. Equipment foundations shall be as per manufacturer's written
recommendations. All equipment shall be mounted as shown on the
manufacturer's standard details, unless otherwise shown or specified.
C. Shop drawings submitted to the ENGINEER for review in accordance with the
requirements of Section 01300 - Submittals shall include calculations showing
equipment anchorage forces and the capacities of the anchorage elements to be
provided by the CONTRACTOR. For equipment weighing more than 200
pounds and for equipment requiring seismic design per Section 01611 Seismic
Requirements for Non-Structural Components and Systems, the calculations
shall be stamped by a Professional Engineer registered in the State of Oregon.
Said submittals, by virtue of the fact that they bear the stamp of a registered
engineer, shall be reviewed for general consistency with the requirements
shown in the Contract Documents, but not for context, accuracy, or method of
calculation.
River Terrace North Pump Station and Force Main,PN 6631 Equipment, General
14-1611.204 11000- 5
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2.3 Pipe Hangers, Supports and Guides
All pipe connections to equipment shall be supported, anchored and guided to avoid i
stresses and loads on equipment flanges and equipment.
2.4 Flanges and Pipe Threads I
All flanges on equipment and appurtenances provided under this section shall
conform to ANSI B16.1, Class 125 or B16.5, Class 150, unless otherwise shown. All
pipe threads shall be in accordance with ANSI/ASME B1.20.1 and with requirements
of Section 15000—Piping, General. I
2.5 Couplings
A. Flexible couplings shall be provided between the driver and the driven
equipment to accommodate slight angular misalignment, parallel
misalignment, end float and to cushion shock loads. Where required for 1
vertical shafts, three-piece spacer couplings or universal type couplings for
extended shafts shall be installed.
B. The CONTRACTOR shall have the equipment manufacturer select or
recommend the size and type of coupling required to suit each specific
application.
C. Taper-lock bushings may be used to provide for easy installation and removal
on shafts of various diameters.
D. Where universal type couplings are shown, they shall be equipped with grease
fittings.
2.6 Bearings 1
A. Bearings shall conform to the standards of the Anti-Friction Bearing
Manufacturers Association(AFBMA).
B. All field-lubricated type bearings shall be equipped with a hydraulic grease
fitting in an accessible location and shall have sufficient grease capacity in the
bearing chamber.
C. All lubricated-for-life bearings shall be factory-lubricated with the I
manufacturer's recommended grease to insure maximum bearing life and best
performance. I
D. Except where otherwise specified or shown, all bearings shall have a minimum
B-10 life expectancy of 5 years or 20,000 hours, whichever occurs first. I
River Terrace North Pump Station and Force Main,PN 6631 Equipment,General 1
14-1611.204 11000-6
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IE. Bearinghousings shall be of cast S iron or steel and bearing mounting
arrangement shall be as specified or shown, or as recommended in the
Ipublished standards of the manufacturer. Split type housings may be used to
facilitate installation, inspection and disassembly.
IF. Sleeve type bearings shall have a Babbitt or bronze liner.
2.7 V-Belt Drives
A. V-belts and sheaves shall be of the best commercial grade and shall conform
I B. to ANSI, MPTA and RMA standards.
Unless otherwise specified, sheaves shall be machined from the finest quality
gray cast iron.
■ C. All sheaves shall be statically balanced. In applications where vibration is a
problem, sheaves shall be dynamically balanced. Sheaves operating at belt
Ispeeds exceeding 6,500 fpm may be required to be of special materials and
construction.
D. To facilitate installation and disassembly, sheaves shall be furnished complete
with taper-lock or QD bushings as required.
IE. Finish bored sheaves shall be furnished complete with keyseat and set screws.
•
F. Sliding motor bases shall be provided to adjust the tension of V-belts.
2.8 Drive Guards
IAll power transmission, prime movers, machines, shaft extensions and moving
machine parts shall be guarded and conform with the OR-OSHA Safety and Health
IStandards (29CFR1910) requirements. The guards shall be constructed of minimum
10-gauge expanded, flattened steel with smooth edges and corners, galvanized after
fabrication and securely fastened. Where required for lubrication or maintenance,
Iguards shall have hinged and latched access doors.
2.9 Flexible Connectors
I
Flexible connectors shall be installed in all piping connections to engines, blowers,
compressors and other vibrating equipment.
I
2.10 Gaskets and Packings
1
A. Gaskets shall be in accordance with the requirements
of Section 15000 —
Piping, General.
I
IRiver Terrace North Pump Station and Force Main,PN 6631 Equipment, General
14-1611.204 11000-7
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B. Packing around valve stems and reciprocating shafts shall be of compressible
material, compatible with the fluid being used. Chevron type "V" packing
shall be Garlock No. 432, John Crane "Everseal" or equal. I
C. Packing around rotating shafts (other than valve stems) shall be "0" rings,
stuffing boxes or mechanical seals, as recommended by the manufacturer and
approved by the ENGINEER.
2.11 Nameplates I'
Equipment nameplates of stainless steel shall be engraved or stamped and fastened to
the equipment in an accessible location. Nameplates shall contain the manufacturer's
name, model, serial number, size, characteristics and appropriate data describing the
machine performance ratings. I
PART 3 EXECUTION I
3.1 Couplings
The CON 1'1tACTOR shall have the equipment manufacturer select or recommend the
size and type of coupling required to suit each specific application. Installation shall
be per equipment manufacturer's printed recommendations.
3.2 Packaged Equipment
A. When any system is furnished as pre-packaged equipment, the
CONTRACTOR shall coordinate all necessary space and structural
requirements, clearances, utility connections, signals and outputs with his
subcontractors.
specified,If the packaged system has any additional features other than the
CONTRACTOR shall coordinate such features with the ENGINEER and
furnish all material and labor necessary for a complete installation, as required I
by the manufacturer, at no additional cost to the OWNER.
END OF SECTION
I
I
I
River Terrace North Pump Station and Force Main,PN 6631 Equipment, General
14-1611.204 11000-8
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SECTION 11100
PUMPS, GENERAL
PART 1 GENERAL
1.1 Description
A. The provisions of this Section shall apply to all pumps and pumping equipment
except where otherwise indicated.
1 B.
Where two or more pump systems of the same type or size are required,the
pumps shall all be produced by the same manufacturer.
C. CON TRACTOR shall provide all labor, equipment and materials and perform all
operations in connection with the installation and testing of pumps. This work
shall also include all assistance for installation, start-up and testing services to be
provided by the Pump Supplier.
D. All work performed under this section shall be in accordance with all approved
trade practices and manufacturer's recommendations.
1.2 Submittals
A. Submittals shall be furnished in accordance with Section 01300, SUBMITTALS.
B. Shop Drawings shall contain the following information:
1. Pump name, identification number and specification Section number.
2. Performance data curves showing head, capacity,horsepower demand,
111
NPSH required and pump efficiency over the entire operating range of
the pump. The pump manufacturer shall indicate separately the head,
capacity,horsepower demand; overall efficiency and minimum
submergence required at the design flow conditions and the maximum
and minimum flow conditions. A family of performance curves at
intervals of 100 rpm from minimum speed to maximum speed shall be
provided for each centrifugal pump equipped with a variable speed drive,
and a curve for each speed on two-speed pumps.
3. The limits on the performance curves recommended for stable operation
without surge, cavitation or excessive vibration.
4. Assembly and installation drawings including shaft size, seal, coupling,
bearings, anchor bolt plan,part nomenclature, material list, outline
dimensions, and shipping weights.
River Terrace North Pump Station and Force Main,PN 6631 Pumps, General
14-1611.204 11100- 1
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6
C. Complete motor nameplate data as defined by NEMA,motor manufacturer and
any motor modifications.
D. Operation and Maintenance Manual containing the required information for each
pump section.
E. A spare parts list containing the required information for each pump section.
F. Signed, dated and certified factory test data for each pump system which requires I
factory testing submitted before shipment of equipment.
G. Certifications I
1. Manufacturer's written certification of proper installation
2. CON IRACTOR's written certification of satisfactory field testing
PART 2 PRODUCTS 1
2.1 General 1
A. Materials and equipment shall be standard products of a manufacturer and
distributor regularly engaged in the manufacture and distribution of such
products for at least two(2)years and shall be suitable for the service intended
(pumping of unscreened,raw sewage). All materials and equipment shall be new
and unused except for the testing specified herein. I
B. Compliance with the requirements of the individual pump sections may
necessitate modifications to the manufacturer's standard equipment. I
C. All centrifugal pumps shall have a continuously rising performance curve. In no
case shall the required horsepower at any point on the performance curve exceed I
the rated horsepower of the motor or encroach on the service factor.
D. All components of each pump system provided under the pump sections shall be
111
entirely compatible. Each unit of pumping equipment shall incorporate all basic
mechanisms, couplings, electric motors or engine drives,variable speed controls,
necessary mountings and appurtenances. I
E. The pumps shall be supplied by a distributor authorized to service them
throughout the warranty period and beyond. The distributor shall be located
within a 100-mile radius of the site.
pumps F. um
The s shall be warranted by the manufacturer for a minimum of two (2) 1
years from the date of final acceptance.
I
River Terrace North Pump Station and Force Main,PN 6631 Pumps,General I
14-1611.204 11100-2
1
G. All materials and coatings coming in contact with potable water shall be
ANSI/NSF Standard 61 approved.
111 2.2 Materials
IA. All materials shall be suitable for the intended application; materials not
I
specified shall be high-grade, standard commercial quality, free from all defects
and imperfection that might affect the serviceability of the product for the
purpose for which it is intended, and shall conform to the following
requirements:
1. Cast iron pump casings and bowls shall be of gclose-grained gray cast
iron, conforming to ASTM A48 - Gray Iron Casings, Class 30, or equal.
2. Stainless steel pump shafts shall be Type 416 or 316. Miscellaneous
scellaneous
stainless steel shall be of Type 316, except in a septic environment.
3. All anchor bolts,washers, and nuts shall be Type 316 stainless steel.
111 2.3 Pump Components, General
A. Flanges -- Suction and discharge flanges shall conform to ANSI/ASME B16.1 -
II Cast Iron Pipe Flanges and Flanged Fittings, Class 12, 125, 250, and 800 or
B 16.5 -Flanges and Flanged Fittings dimensions.
B. Handholes --Handholes on pump casings shall be shaped to follow the contours
of the casing to avoid any obstructions in the water passage.
2.4 Pump Appurtenances
A. Nameplates --Each pump shall be equipped with a stainless steel nameplate
indicating serial numbers,rated head and flow, impeller size,pump speed and
Manufacturer's name and model number.
2.5 FactoryTesting
n g
The following tests shall be conducted on each indicated pump system:
A. Pump Systems--All centrifugal pump systems shall be tested at the pump
factory in accordance with:the American National Standards Institute,
Rotodynamic Pumps for Hydraulic Performance Tests,ANSI/HI 14.6; or the
American National Standards Institute,.Rotodynamic Submersible Pumps for
Hydraulic Performance,Hydrostatic Pressure, Mechanical and Electrical
Acceptance Tests (ANSI/HI 11.6)as approved by ANSI and published by the
Hydraulic Institute. Tests shall be performed using the complete pump system to
River Terrace North Pump Station and Force Main,PN 6631 Pumps, General
14-1611.204 11100-3
be furnished, including the motor. The following minimum test data shall be I
submitted: ,
1. Hydrostatic test data.
2. Performance test data,including a minimum of five hydraulic test I
readings between shutoff head and 25 percent beyond the maximum
indicated capacity,recorded on data sheets as defined by the Hydraulic
Institute.
3. Certified pump curves showing head, flow, efficiency and brake
horsepower requirements.
4. Submersible motor integrity test data. I
5. Vibration test data.
I
B. Acceptance --In the event of failure of any pump to meet any of the
requirements,the pump manufacturer shall make all necessary modifications,
repairs or replacements to conform to the requirements of the Contract
Documents and the pump shall be retested at no additional cost to the OWNER
until found satisfactory.
PART 3 EXECUTION I
3.1. Services of Manufacturer
A. An authorizedp service representative of the manufacturer shall visit the project I
site to witness the following and to certify in writing that the equipment and
controls have been properly installed, aligned, lubricated, adjusted and readied
for operation:
1. Installation of the equipment I
2. Inspection, checking and adjusting the equipment
3. Startup and field testing for proper operation
4. Performing field adjustments to ensure that the equipment installation and
operation comply with requirements
B. Instruction of the OWNER's Personnel I
1. An authorized training representative of the manufacturer shall visit the
project site to instruct the OWNER's personnel in the operation and
maintenance of the equipment, including step-by-step troubleshooting
I
River Terrace North Pump Station and Force Main,PN 6631 Pumps,General 1
14-1611.204 11100-4
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with necessary test equipment. Instruction shall be specific to the models
of equipment provided.
2. The representative shall have at least two year's experience in training.
3. Training shall be scheduled a minimum of three weeks in advance of the
first session.
4. Proposed training material and a detailed outline of each lesson shall be
submitted for review. Comments shall be incorporated into the material.
1 5. The training materials shall remain with the trainees.
6. The OWNER may videotape the training for later use with the OWNER's
personnel.
3.2 Installation
A. General--Install and align pumps and fittings in accordance with the
manufacturer's printed specifications and at the locations as shown on the Plans.
Furnish and install anchor bolts recommended by the manufacturer. Place the
pumps using equipment templates.
B. Anchors for the unit shall be set in concrete, and the unit shall be mounted as
instructed by the manufacturer. Anchors shall be drilled and set with epoxy.
CONTRACTOR shall provide ENGINEER 24 hours notice prior to installing
base elbows,to allow for anchor bolt inspection. The manufacturer shall
supervise installation to ensure that the unit is properly aligned and leveled,that
all electrical and piping connections are properly made and that lubricants have
been provided and installed.
IC. Alignment--All equipment
shall be field tested to verify proper alignment,
opfied and dom ndin , scraping,vibration,
Irunouteration or othaserspecidefects. Pumpfreedrivefrom shaftsbishall gbe measured just prior toshaft
assembly to ensure correct alignment without forcing. Equipment shall be secure
in position and neat in appearance.
D. Lubricants -- The Contractor shall provide the necessary oil and grease for initial
operation.
3.3 Field Tests
A. Each pump system shall be field tested after installation to demonstrate
satisfactory operation without excessive noise, vibration, and cavitation or
overheating of bearings.
River Terrace North Pump Station and Force Main, PN 6631 Pumps, General
14-1611.204 11100- 5
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B. The following field testing shall be conducted: I
1. Startup, check and operate the pump system over its entire speed range. I
Where vibration analysis and measurement is required, it shall be within
the amplitude limits specified and recommended by the Hydraulic Institute
Standards at a minimum of four pumping conditions defined by the
ENGINEER.
2. Obtain concurrent readings of motor voltage, amperage,pump suction I
head and pump discharge head for at least four pumping conditions at each
pump rotational speed, including shut-off head. Check each power lead to
the motor for proper current balance. Obtain discharge pressure gauge
readings and flow meter readings for each pumping condition. Record
field test readings on DEQ-approved form furnished by the ENGINEER
Acceptance testing shall include a comparison of measured installed flow
and head, including shutoff head,with the manufacturer's curve value.
Any discrepancy shall be resolved prior to acceptance by the OWNER.
I
3. Submersible Pump Lift Test-Lift each submersible pump above the
access hatch and then lower the pump back down onto the discharge
elbow to demonstrate adequate clearances, smooth operation of the guide
rail system, and proper re-seating of the pump on the discharge elbow.
4. Electrical and instrumentation tests shall conform to the requirements of
the Section under which that equipment is specified.
C. Field testing will be witnessed by the ENGINEER. The Contractor shall furnish
three days advance notice of field testing. I
D. In the event any pumping system fails to meet the test requirements, it shall be
modified and retested as above until it satisfies the requirements. I
E. After each pumping system has satisfied the requirements,the Contractor shall
certify in writing that it has been satisfactorily tested and that all final
I
adjustments have been made. Certification shall include the date of the field
tests, a listing of all persons present during the tests and the test data.
F. The CONTRACTOR shall bear all costs of field tests, including related services
of the manufacturer's representative. If available,the OWNER's operating
personnel will provide assistance in field testing.
END OF SECTION I
I
River Terrace North Pump Station and Force Main,PN 6631 Pumps, General 1
14-1611.204 11100 -6
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I
SECTION 11120
ISUBMERSIBLE SEWAGE PUMPS
IPART 1 GENERAL
1.1 Description
Work covered in this Section includes furnishing, start-up, testing, and operation
Itraining for submersible sewage pumps. Specified appurtenances, such as rails,
brackets, discharge elbows, and control/power cables shall also be included. Like
items of equipment specified herein shall be the end product of one manufacturer.
IElectrical controls and motor design requirements are specified in this section and the
electrical section of these specifications. The CON TRACTOR shall be responsible
for coordinating the pump requirements with the pump drive manufacturer and shall
I be responsible for the overall pump and drive performance.
1.2 Submittals
A. Submittals during construction shall be made in accordance with Section
1 01300 Submittals, and Section 11100 Pumps, General.
B. Submittals for Record- The pump supplier shall submit a manufacturer's
installation and operation certificate and a statement that the equipment is
suitable for the intended use.
I1.3 Reference Specifications, Codes and Standards
Pumps shall , , on
11100, Pumps, General;meetthe andrequitherements latestof versionSection of the
11000HydrauliEqucipmentInstituteGeneral;Standards for
I
Rotodynamic Submersible Pumps, except where modified herein.
1 1.4 Factory Testing
Pump manufacturer shall provide the following factory tests in accordance with
I Section 11100 Pumps, General: performance test, hydrostatic test, submersible motor
integrity test and vibration test. All test results shall be certified to be acceptable per
I the testing standards, and shall be submitted to and approved by ENGINEER prior to
shipment of equipment.
I
I
IRiver Terrace North Pump Station and Force Main,PN 6631 Submersible Sewage Pumps
14-1611.204 11120- 1
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PART 2 PRODUCTS
2.1 Description I
A. Identification: III
Location River Terrace North Pump Station
Pump Label(s) P-1, P-2
Quantity 2
B. Power and Motor Requirements: II
Voltage 480
Phase
3 I
Frequency 60 Hz
Motor Speed 1,775 rpm
a Motor Horsepower 105 1
C. Performance Requirements at Full Pump Speed, One Pump Running: I
Duty Point 1 Minimum Flow Capacity 700 gpm
Duty Point 1 Total Dynamic Head 221 feet I
Duty Point 1 Minimum Pump Efficiency 54%
Duty Point 2 Minimum Flow Capacity 1320 gpm
Duty Point 2 Total Dynamic Head 179 feet
Duty Point 2 Minimum Pump Efficiency 70%
Maximum NPSH required at Duty Point 2 19 feet
I
D. Operating Conditions:
III
Duty Continuous
Drive Variable Speed
Ambient Environment Wet Well - Corrosive
Ambient Temperature 33° - 104°F
Fluid Service Municipal wastewater, raw and I
unscreened, containing rags, grit,
fats, oil, and debris.
Minimum Solids Passing Capability Flygt N-Impeller I
Fluid Temperature 50° - 90°F
Fluid pH Range 6.0 to 8.0
Fluid Specific Gravity 1.0 I
Net Positive Suction Head Available 30 feet
E. I
River Terrace North Pump Station and Force Main,PN 6631 Submersible Sewage
20 Pumps2 I
4-1611.204
II
E. Pumping System Dimensions:
g y
IMinimum Pump Discharge Size 6-inch
Base Elbow Discharge Size 6-inch
Discharge Flange Rating (ANSI) Class 125
I 0 Minimum Submersible Cable Length As Required
IF. Other Requirements:
The head-capacity curve shall exhibit a uniformly rising characteristic from
Ifree discharge to shutoff The pump motor shall be non-overloading at a flow
rate equal to 125-percent of Duty Point 2 without employing the service factor.
IG. The entire pump assembly shall be U.L. approved as Explosion Proof for
operation in a Class 1, Division 1, Group D hazardous location.
I2.2 Pump Construction
A. General - The pump shall be heavy-duty vertical, submersible with integral
drive motor, single suction, centrifugal, sewage type, suitable for a permanent-
type wet well installation.
1 B. Pump - Major pump components shall be of gray cast iron, ASTM A-48, Class
35B, with smooth surfaces devoid of blow holes or other casting irregularities.
IAll exposed nuts or bolts shall be AISI type 304 stainless steel. All metal
surfaces in contact with the pumped media, other than stainless steel, shall be
protected by a factory applied spray coating of acrylic dispersion zinc
Iphosphate primer with a polyester resin paint finish on the exterior of the
pump.
IC. . Impeller- The impeller shall be of Hard-IronTM (ASTM A-532 (Alloy III A)
25% chrome cast iron), dynamically balanced, semi-open, multi-vane, back-
swept, non-clog design. The impeller vane leading edges shall be
I mechanically self-cleaned upon each rotation as they pass across spiral
grooves located on the volute suction, which shall keep them clear of debris,
maintaining an unobstructed impeller leading edge and sustaining a high level
I of hydraulic efficiency. The screw-shaped leading edges of the gray-iron
impeller shall be hardened to Rc 45 and shall be capable of handling solids,
Ifibrous materials, heavy sludge and other matter normally found in raw
wastewater. The screw shape of the impeller inlet shall provide an inducing
effect for the handling of sludge and rag-laden wastewater. The impeller shall
I be locked to the shaft, held by an impeller bolt and treated with a corrosion
inhibitor.
I
River Terrace North Pump Station and Force Main,PN 6631 Submersible Sewage Pumps
14-1611.204 11120 -3
I
D. Vpump volute a single piece gri , AM A-48,
Classolute 35B- The, non-concentric designshall be with smooth passagesaycast of sufronficientSTsize to
pass any solids that may enter the impeller. Minimum inlet and discharge size
shall be as specified. The volute shall have a replaceable suction cover insert
ring in which are cast spiral-shaped, sharp-edged groove(s). The spiral
groove(s) shall provide trash release pathways and sharp edge(s) across which
each impeller vane leading edge shall cross during rotation so to remain
unobstructed. The insert ring shall be cast of Hard-IronTM (ASTM A-532
(Alloy III A) 25% chrome cast iron) and provide effective sealing between the
111
multi-vane semi-open impeller and the volute housing.
I
E. Shaft- Pump and motor shaft shall be a solid continuous shaft. The pump
shaft shall be an extension of the motor shaft. Couplings will not be f
acceptable. The pump shaft shall be stainless steel ASTM A479 S43100-T.
11
The shaft shall be adequately designed to endure alternating bending stresses
and to provide for minimum overhang to reduce shaft deflection and prolong
bearing life.
F. Bearings - The pump shaft shall rotate on at least three grease-lubricated
I
bearings. The upper bearing, provided for radial forces, shall be a single roller
bearing. The lower bearings shall consist of at least one roller bearing for
radial forces and one or two angular contact ball bearings for axial thrust. The
minimum L10 bearing life shall be 100,000 hours at any point along the usable
portion of the pump curve at maximum product speed. The lower bearing
housing shall include an independent thermal sensor to monitor the bearing
I/
temperature.
G. Mechanical Seal - Each pump shall be provided with a tandem mechanical I
shaft seal system consisting of two totally independent seal assemblies. The
lower seal shall be independent of the impeller hub. The seals shall operate in
a lubricant reservoir that hydrodynamically lubricates the lapped seal faces at a
constant rate. The lower, primary seal unit, located between the pump and the
lubricant chamber, shall contain one stationary and one positively driven I
rotating corrosion resistant tungsten-carbide seal ring. The upper, secondary
seal unit, located between the lubricant chamber and the motor housing, shall
contain one stationary and one positively driven rotating corrosion resistant 1
tungsten-carbide seal ring. Each seal interface shall be held in contact by its
own spring system. The seals shall not require maintenance or adjustment and
shall be capable of operating in either clockwise or counter clockwise
direction of rotation without damage or loss of seal. Should both seals fail and
allow fluid to enter the stator housing, a port shall be provided to direct that 1
fluid immediately to the stator float switch to shut down the pump and activate
an alarm. Any intrusion of fluid shall not come into contact with the lower
bearings. Conventional double mechanical seals with a single or a double I
River Terrace North Pump Station and Force Main,PN 6631 Submersible Sewage Pumps I
14-1611.204 11120-4
I
spring between
p g rotating faces, or that require constant differential pressure to
affect sealing and are subject to opening and penetration by pumping forces,
Iwill not be acceptable. Each pump shall be provided with a lubricant chamber
for the shaft sealing system. The lubricant chamber shall be designed to
prevent overfilling and to provide lubricant expansion capacity. The drain and
I inspection plug, with positive anti-leak seal, shall be easily accessible from the
outside. The seal system shall not rely upon the pumped media for lubrication.
The motor shall be able to operate continuously while not submerged without
damage while pumping under load. Seal lubricant shall be FDA approved.
I
I H. Cooling System- Each pump/motor unit shall be provided with an integral,
self-supplying cooling system. The motor water jacket shall encircle the stator
housing and shall be of cast iron, ASTM A-48, Class 35B. The water jacket
Ishall provide heat dissipation for the motor regardless of whether the motor
unit is submerged in the pumped media or surrounded by air. After passing
through a classifying labyrinth, the impeller back vanes shall provide the
Inecessary circulation of the cooling liquid, a portion of the filtered pump
media, through the cooling system. Two cooling liquid supply pipes, one
discharging low and one discharging high within the jacket, shall supply the
1
cooling liquid to the jacket. An air evacuation tube shall be provided to
• facilitate air removal from within the jacket. Any piping internal to the
cooling system shall be shielded from the cooling media flow allowing for
I unobstructed circular flow within the jacket about the stator housing. Two
cooling liquid return ports shall be provided. The internals to the cooling
I system shall be non-clogging by virtue of their dimensions. Drilled and
threaded provisions for external cooling and seal flushing or air relief are to be
provided. The cooling jacket shall be equipped with two flanged, gasketed
I and bolted inspection ports of not less than 4-inch diameter located 180
degrees apart. The cooling system shall provide for continuous submerged or
completely non-submerged pump operation in liquid or in air having a
1 temperature of up to 40°C (104°F), in accordance with NEMA standards.
Restrictions limiting the ambient or liquid temperatures at levels less than
40°C are not acceptable.
II. PumpDischarge Elbow g - The pump discharge connection shall be the elbow
type. The discharge connection shall be bolted to the structure as
I recommended by the manufacturer and shall serve as a lower attachment for
the guide rails, and as anchorage for the pump. The anchorage system shall be
designed to transmit all forces safely to the structure, and may incorporate
I intermediate supports as required. Calculations and supporting documentation
justifying the support design may be requested, and shall be provided with the
I submittals required under Section 01300. The design shall be non-sparking
and shall conform to UL requirements for installation in a Class 1, Division 1,
Group D hazardous location. When in place, the discharge connection shall
Icause a watertight seal between the pump and the discharge elbow,
IRiver Terrace North Pump Station and Force Main,PN 6631 Submersible Sewage Pumps
14-1611.204 11120- 5
I
contact onl usin le linear mmy, g P
downward
accomplished motionbya of the pumpmachined wetalithto the entire
etal weight of the pumpinsimg un
guided to and pressing tightly against the discharge connections. Sealing of
the discharge interface with a diaphragm, 0-ring, or profile gasket shall not be
acceptable. No portion of the pump shall bear directly on the floor of the wet
well and no rotary motion of the pump shall be required for sealing.
J. Dual Rail Guide System - The pump shall be provided with a dual rail guide
system to automatically and firmly connect the pump to the discharge piping
111
when lowered into place on the discharge elbow. Once the pump has been
positioned on its support fitting at the discharge elbow, the guide rail system
shall not be required for pump support. The guide rail system shall allow easy
removal of the pump without entering the wet well or disturbing the discharge
piping. Single rail systems are not acceptable. All components of the guide
system and pump anchorage shall be of stainless steel.
K. Lifting Device -Each pump shall be provided with Type 316 stainless steel
lifting chain and shackles of adequate strength to support 150 percent of the
entire pump and motor assembly weight. Minimum chain size shall be 1/2-
inch. I
2.3 Motors
A. General -Each pump shall be provided with a vertically mounted electric
motor that conforms to the following requirements. Motors shall be designed
to accept the total, unbalanced thrusts imposed by the pump. The motor and .
the pump shall be produced by the same manufacturer. The motor shall be
capable of continuous submergence underwater without loss of watertight
integrity to a depth of 65 feet or greater. I
B. Motor Design- The pump motor shall be a NEMA B design, induction type
with a squirrel cage rotor, shell type design, housed in an air filled,watertight I
chamber. The stator windings shall be insulated with moisture resistant Class
H insulation rated for 180°C (356°F). The stator shall be insulated by the
trickle impregnation method using Class H monomer-free polyester resin
resulting in a winding fill factor of at least 95%. The motor shall be inverter
duty rated in accordance with NEMA MG1, Part 31. The stator shall be heat-
shrink fitted into the cast iron stator housing. The use of multiple step dip and
bake-type stator insulation process is not acceptable. The use of bolts, pins or
other fastening devices requiring penetration of the stator housing is not
acceptable. The motor shall be specifically designed for submersible pump
usage and designed for continuous duty pumping media of up to 40°C (104°F)
with an 80°C temperature rise and capable of at least 15 evenly spaced starts
per hour. The rotor bars and short circuit rings shall be made of cast
aluminum.
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River Terrace North Pump Station and Force Main,PN 6631 Submersible Sewage Pumps
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1 C. Service Factors - The combined
service factor(combined effect of voltage,
IIfrequency and specific gravity) shall be a minimum of 1.15. The motor shall have
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a voltage tolerance of plus or minus 10%. The motor shall be designed for
operation up to 40°C (104°F) ambient and with a temperature rise not to exceed
80°C. A performance chart shall be provided upon request showing curve's for
torque, current, power factor, input/output kW and efficiency. This chart shall also
include data on starting and no-load characteristics.
D. Moisture Protection - A mechanical float switch(FLS) shall be mounted in the
junction chamber to signal if there is water intrusion.
E. Memory Module -A pump memory module shall be provided and
mounted in the junction chamber to record pump run time, number of
Istarts as well as contain the motor unit performance and manufacturing
data and service history. The use of wire nuts or crimp-type connectors is
not acceptable.
F. High Temperature Protection - Thermal switches shall be embedded in the
stator end coils to monitor the temperature of each phase winding. One
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PT-100 type temperature sensor shall be installed in the stator winding.
These thermal switches shall be used in conjunction with and
supplemental to external motor overload protection and shall be connected
to the control panel. The junction chamber shall be sealed off from the
stator housing and shall contain a terminal board for connection of power
and pilot sensor cables using threaded compression type terminals.
G. Power Cable - The power cable shall be sized according to the NEC and
ICER standards and shall be of sufficient length to reach the junction box
without the need of any splices. The power cable shall be of a shielded
design in which an overall tinned copper shield is included and each
Iindividual phase conductor is shielded with an aluminum coated foil wrap.
The outer jacket of the cable shall be oil resistant chlorinated polyethylene
rubber. The motor and cable shall be capable of continuous submergence
Iunderwater without loss of watertight integrity to a depth of 65 feet or
greater.
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H. Pilot Cable - The pilot cable for connection to the pump protection
sensors shall be shielded, twisted pair cable integral with the power cable.
I. Cable Entry Seal - The cable entry seal design shall preclude specific
torque requirements to insure a watertight and submersible seal. The
cable entry shall consist of dual cylindrical elastomer grommets, flanked
by washers, all having a close tolerance fit against the cable outside
diameter and the cable entry inside diameter. The grommets shall be
compressed by the cable entry unit, thus providing a strain relief function.
River Terrace North Pump Station and Force Main,PN 6631 Submersible Sewage Pumps
14-1611.204 11120 - 7
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The assembly shall provide ease of changing the cable when necessary
using the same entry seal. The cable entry junction chamber and motor
shall be sealed from each other,which shall isolate the stator housing
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from foreign material gaining access through the pump top. Epoxies,
silicones, or other secondary sealing systems shall not be considered
acceptable.
2.4 Protection I
A. All stators shall incorporate three bi-metal thermal switches, one for each
stator phase winding, connected in series to monitor temperature of the motor
winding. Should high temperature occur, the thermal switches shall open, stop
III
the motor and activate an alarm.
a chamber to detect water I
B. A float switch shall be provided in the seal leakage
intrusion into the stator housing. When activated, the switch will activate an
alarm but not stop the motor. I
C. The thermal switches and float switch shall be connected to a Mini-CAS II
unit. The Mini-CAS unit shall be designed for mounting in the control panel.
Thermal switches shall be connected to the normally open overtemp contact of
the Mini-CAS II unit, in accordance with the wiring diagram in the Plans.
111
2.5 Pump Manufacturer
Acceptable submersible sewage pump manufacturer shall be Xylem, or equal. I/
Acceptable Model shall be Flygt NP 3301 with MiniCAS II monitoring and status
unit. I
PART 3 EXECUTION I
3.1 Inspection
111
Inspect pumps and fittings before installation to verify quality of material.
3.2 Installation I
A. Install and align pumps and fittings in accordance with the manufacturer's
printed specifications and at the locations shown on the Plans. Use anchor
111
bolts furnished or recommended by the manufacturer. Place the pumps using
equipment templates.
B. Anchors for the unit shall be set in the concrete, and the unit shall be mounted
as instructed by the manufacturer. Anchors shall be drilled and set with I
River Terrace North Pump Station and Force Main,PN 6631 Submersible Sewage Pumps I
14-1611.204 11120- 8
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epoxy. CONTRACTOR shall provide ENGINEER 24 hours notice prior to
installing base elbows, to allow for anchor bolt inspection. The manufacturer
shall supervise installation to ensure that the unit is properly aligned and
leveled; that all electrical and piping connections are properly made; and that
lubricants have been provided and installed.
3.3 Inspection and Start-Up
A. The CONTRACTOR shall furnish a representative of the manufacturer to
perform inspection, start-up and training services. The manufacturer's
representative shall be experienced in the operation and maintenance of the
equipment and shall instruct the OWNER's personnel in the operation and
maintenance of the equipment, including step-by-step troubleshooting with
necessary test equipment. The representative shall check the installation and
supervise initial start-up of the equipment, and shall perform, at a minimum,
the following tests on each pump:
1. Measure and record shutoff head andower draw w at shutoff head.
2. Measure and record actual operating head and power draw at actual
operating head.
3. Measure and record operating head and power draw at two separate
partially throttled flow rates.
4. Measure and record static head.
5. Duplicate all normal operating modes and all failure modes, including
the removal and installation of pumps from the wet well using the
guide rail system.
B. CON TRACTOR shall verify that the pumps are operating at the design duty
condition, and shall remove and replace units that do not meet the design
operating criteria.
C. For all pump tests, ensure that the force main is full of liquid during the
testing. The CONTRACTOR shall provide the necessary water and other
materials required for the testing as defined herein and recommended by the
manufacturer.
D. The manufacturer's representative shall provide written certification that the
installation is correct and that the equipment has operated satisfactorily,
verifying the complete assembly for proper alignment and connection, and
quiet operation. This service shall be provided for a minimum period of one
trip and one day. After the installation and operation of the equipment has
been certified, the manufacturer's representative shall train the OWNER's
River Terrace North Pump Station and Force Main,PN 6631 Submersible Sewage Pumps
14-1611.204 11120-9
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personnel in the proper operation and maintenance of the equipment. The I
OWNER may videotape the training.
E. A start-up report, acceptable to and approved by the ENGINEER, shall be
completed by the manufacturer's representative before final acceptance of the
pumps.
3.4 Field Quality Control
A. Provide manufacturer's certifications verifying proper installation and
operation of the pumps and pump assemblies.
B. Replace pumps and assemblies that fail testing or are otherwise damaged at no
additional cost to the OWNER.
C. The CONTRACTOR shall bear all costs of field tests, including related
services of the manufacturer's representative. I
END OF SECTION 1
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River Terrace North Pump Station and Force Main,PN 6631 Submersible Sewage Pumps
14-1611.204 11120- 10
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SECTION
15000
im•...••••i.mi.•mm...mmm••nmi•m•mmim.......________:
PIPING, GENERAL
1 PART 1 GENERAL
1.1 Description
Work under this Section applies to the furnishing and installation of piping inside a
I building, structure or enclosure, and miscellaneous yard piping. All work shall
conform to the standard construction specifications except as modified herein. In the
case of discrepancy, the more stringent provision shall apply.
1.2 Requirements
IA. The CONTRACTOR shall furnish and install all piping systems shown and
specified, in accordance with the requirements of the Contract Documents.
Each system shall be complete with all necessary fittings, hangers, supports,
anchors, expansion joints, flexible connectors, valves, accessories, heat
I
tracing, insulation, lining and coating, testing, disinfection, excavation,
backfill and encasement, to provide a functional installation.
I
B. The CONTRACTOR shall design, furnish and install anchors and seismic
I restraints for piping systems in accordance with Section 01611 Seismic
Requirements for Non-Structural Components and Systems to produce
complete installations in accordance with the Contract Documents.
I C. The piping shown is intended to define theeneral layout, configuration,
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$ y g anon,
routing, method of support,pipe size, and pipe type. The mechanical drawings
are not pipe construction or fabrication drawings. It is the CON 1'RACTOR's
responsibility to develop the details necessary to construct all mechanical
piping systems, to accommodate the specific equipment provided, and to
I provide and install all spools, spacers, adapters, connectors, etc., for a
complete and functional system.
I1.3 Reference Specifications, Codes and Standards -- Comply with the provisions of the
following Codes, Specifications and Standards, except as otherwise shown or
Ispecified.
Commercial Standards
IANSI/ASME B1.20.1 Pipe Threads, General Purpose urpose (mch)
I ANSI B16.5 Pipe Flanges and Flanged Fittings, Steel Nickel Alloy and other
Special Alloys
River Terrace North Pump Station and Force Main,PN 6631 Piping, General
14-1611.204 15000 - 1
ANSI/AWWA C207 Steel Pipe Flanges for Water Works Service, Sizes 4 in
through 144 in.
ANSI/AWWA C606 Grooved and Shouldered Joints
ANSI/AWS D1.1 Structural Welding Code I
ASTM A 307 Specification for Carbon Steel Bolts and Studs, 6,000 psi
Tensile
ASTM A 325 Specification for High-Strength Bolts for Structural Steel Joints I
ASTM D 792 Test Methods for Specific Gravity and Density of Plastics by
Displacement I
ASTM D 2000 Classification System for Rubber Products in Automotive
Applications I
1.4 Submittals
A. The CONTRACTOR shall submit complete shop drawings and certificates,
test reports, and affidavits of compliance of all piping systems, in accordance
with the contract documents and as specified in the individual piping sections.
The shop drawings shall include all necessary dimensions and details on pipe
joints, fittings, fitting specials, valves, appurtenances, design calculations, and
material lists. The submittals shall include detailed layout, spool, or
fabrication drawings which show all pipe spools, spacers, adapters,
connectors, fittings, couplings, and pipe supports necessary to accommodate
the equipment and valves provided in a complete and functional system.
B. All expenses incurred in making samples for certification of tests shall be I
borne by the CONTRACTOR.
C. The CONTRACTOR shall submit as part of the shop drawings a statement I
from the pipe fabricator certifying that all pipes will be fabricated subject to a
recognized Quality Control Program. An outline of the program shall be
submitted to the ENGINEER for review prior to the fabrication of any pipe.
1.5 Quality Assurance
A. Inspection-- All pipe shall be subject to inspection at the place of
manufacture. During the manufacture of the pipe, the ENGINEER shall be
given access to all areas where manufacturing is in progress and shall be
permitted to make all inspections necessary to confirm compliance with the
Specifications. I
River Terrace North Pump Station and Force Main,PN 6631 Piping,General I
14-1611.204 15000-2
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IB. Tests -- Except where otherwise specified, all materials used in the
p
manufacture of the pipe shall be tested in accordance with the applicable
ISpecifications and Standards. Welds shall be tested as specified. The
CONTRACTOR shall perform all tests at no additional cost to the OWNER.
IC. Welding Requirements --All welding procedures used to fabricate pipe shall
be prequalified under the provisions of ANSI/AWS D1.1. Welding procedures
Ishall berequired for, but not necessarily limited to, longitudinal and girth or
spiral welds for pipe cylinders, spigot and bell ring attachments, reinforcing
plates and ring flange welds, and plates for lug connections.
ID. Welder Qualifications -- skilled welders, welding operators, and tackers who
have had adequate experience in the methods and materials to be used shall do
I all welding. Welders shall be qualified under the provisions of ANSI/AWS
D1.1 by an independent local approved testing agency prior to commencing
work on the pipeline. Machines and electrodes similar to those used in the
IWORK shall be used in qualification tests. The CONTRACTOR shall furnish
all material and bear the expense of qualifying welders.
I1.6 Material Delivery, Storage and Protection
I All piping materials, fittings, valves, and accessories shall be delivered in a clean and
undamaged condition and stored off the ground, to provide protection against
oxidation caused by ground contact. All defective or damaged materials shall be
ireplaced with new materials.
IPART 2 PRODUCTS
2.1 General
1 Unless specified otherwise or indicated differently ently on the plans, all piping systems
and process piping materials shall be as shown on the drawings.
I2.2 Performance Requirements
IA. Ductile Iron Pipe and Fittings --All ductile iron pipe shall conform to the
current provisions of the American Water Works Association
I (AWWA)/American National Standards;Institute (ANSI) C151/A21.51.
Unless otherwise designated, ductile iron pipe shall be thickness Class 52 with
cement mortar lining.
1 1. Pipe and fittings shall be flanged, mechanical joints or push-on as
required, as shown on the drawings or as specified. Unless otherwise
shown on the drawings or specified herein, mechanical joints or push-
on type joints shall be used for underground pipe installations. Push-on
IRiver Terrace North Pump Station and Force Main,PN 6631 Piping, General
14-1611.204 15000-3
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"Tyton" without exception. Thrust restraint shall be
joints shall betype p
by thrust blocks or by pipe joint restraint as shown on the drawings.
Restrained joints shall be the lock-type mechanical joint or approved
equal at bends and for sufficient distance on each side of the bend to
prevent pulling at the joint during testing. No set screw type retainer
glands or joint harness systems will be allowed.
2. The following is the approved list of restrained joint systems:
111
a. "Thrust Lock", Pacific States Cast Iron Pipe Company
b. "Fast Grip",", American Cast Iron Pipe Company I
c. "TR Flex", United States Pipe and Foundry Company I
d. "Snap-Lok", Griffin Pipe Products Company
e. "Megalug", EBAA Iron, Inc
f. "Field-Lok", United States Pipe and Foundry Company I
g. "Super Lock", Clow I
h. "Restrained Joint", McWane
i. "MJ-TJ" pg g iP e with"Megalugs",s", Pacific States Cast Iron Pipe I
Company
g
j.
"Lok-Ring",American Cast Iron Pipe Company I
3. Flanged pipe shall be flanged in accordance with AWWA/ANSI I
C115/A21.15 with Class 125 drilling and full-face gaskets. Flanged
pipe spools shall be made with minimum thickness Class 53 pipe. All
ductile iron pipe and fittings shall be cement-lined and seal-coated I
according to ANSI/AWWA C104/A21.4. The seal coat shall be coal
tar. Fittings for ductile iron pipe shall conform to AWWA/ANSI
C110/A21.10 or AWWA/ANSI C153/A21.53. Rubber gaskets shall
conform to AWWA/ANSI C111/A21.11. Fittings for push-on pipe
shall be mechanical joint.
4. Grooved pipe shall be thickness Class 54 with cement mortar lining.
B. Copper Pipe and Fittings -- Copper pipe unless specified elsewhere shall be I
Type "K", hard drawn, conforming to ASTM B88. Copper pipe under floor
slabs, underground or cast in concrete shall be Type "K", soft.
River Terrace North Pump Station and Force Main,PN 6631 Piping, General I
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IIConnection t on of copper tubing to steel or other metallic piping shall be made
using insulating couplings or fittings such as to provide complete electrical
Iisolation. Care shall be taken that copper tubing or fittings are not permitted to
come in contact with steel or other metallic piping, reinforcing steel, or other
steel at any location. Electrical checks shall be made between copper tubing
and metallic elements to assure that isolation is maintained. Wherever
electrical contact is demonstrated by such tests, the CONTRACTOR shall
Ilocate the point or points of contact and correct this condition.
C. Polyvinyl Chloride (PVC) Water Pipe and Fittings -- PVC pipe under 4 inches
I in diameter shall meet the requirements of ASTM D-1785, Schedule 80. PVC
fittings under 4 inches in diameter shall be Schedule 80 and meet the
requirements of ASTM D2464 for threaded type or ASTM D2467 for solvent
I weld type. Solvent cement and primer shall meet the requirements of ASTM
D2564 and ASTM F656, respectively.
ID. Stainless Steel Pipe and Fittings -- Stainless steel pipe under 4 inches in
diameter shall meet the requirements of ASTM A778, Grade 316, Schedule
40, pickled and passivated. As-welded or paper mill grade meeting applicable
fportions of ASTM A778 is acceptable. Stainless steel fittings under 4 inches
in diameter shall meet the requirements of ASTM A774, Grade 316, Schedule
40, as welded or paper mill grade, flanged or threaded as shown.
E. Flexible Hose and Fittings --Flexible hose under 4 inches in diameter shall be
I urethane flexible duct, heavy duty, smooth interior all thermoplastic
polyurethane with ABS helix. Fittings for flexible hose under 4 inches in
diameter shall be cam and groove couplings, glass-filled polypropylene with
I stainless steel locking arms and Buna-N gaskets. Couplings shall be attached
to each end of hose with two stainless steel banding clamps on each end.
Ill 2.3 Couplings and Specials
A. Flexible Couplings
1. Flexible Couplings and Flanged Coupling Adapters --
couplings or flanged coupling adapters where shown on the drawings
I
or where required shall be of the gasketed sleeve type with diameter to
properly fit the pipe.
I2. Flexible couplings for steel pipe and ductile iron pipe shall be provided
where shown and shall be steel middle ring with steel followers. For
exposed service, the coupling shall be lined with material equal to pipe
I lining material. Coupling shall be coated with primer compatible with
111
the ptimried orinaccessible ervc , h
coupling and boltsng systeshall b. eFor epoxy coatedinandclinessid. Couplings
te shall be
Dresser Style 38, Ford FICA series, Romac or Smith-Blair.
River Terrace North Pump Station and Force Main,PN 6631 Piping, General
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3. Flexible couplings for PVC pipe shall be Romac Model 501 or
approved equal.
4. Flanged coupling adapters for steel piping shall be Dresser Style 128 or
approved equal. I
5. Dismantling joint couplings shall be a flanged coupling adapter with a
telescoping spigot allowing for a minimum of 1-inch longitudinal
movement that will provide a restrained, adjustable joint between
flange pipe, valves or fittings. Dismantling joints shall be Romac
Model DJ400 or DJ405 as required to fit opening between flanges, or
approved equal.
6. Couplings shall be assembled on the job in a manner to insure I
permanently tight joints under all reasonable conditions of expansion
and contraction. Gasket and 0-ring material to be as recommended by
manufacturer for intended service.
7. All flexible couplings and flange coupling adapters as shown on theto
drawings shall be suitably harnessed or blocked. The flexible coupling
harnesses shall be installed to allow the flexible coupling to be pushed
clear of the joint and as detailed in the AWWA Manual M11, 2nd Ed.
and approved by the ENGINEER. Flexible couplings shall have center
pipe stop where noted on drawings. Flanged coupling adapters shall be
harnessed as shown on drawings and details. Flexible couplings and
flange coupling adapters shall be provided with stainless steel bolts
where submerged.
8. All tie bolt diameters shall be designed using ASTM A7 or A373 steel.
Design pressure shall be 150 psi.
9. Grooved t3'
couplings shall be Victaulic style 75 or 77, with a minimum
pressure rating of 350 psi.
10. Compression couplings for stainless steel pipe shall consist of 304
stainless steel barrel, 304 stainless steel end glands, rubber gaskets, 304
stainless steel nuts and bolts with fusion bonded coating, Power Seal
Model 3506AS or approved equal.
B. Service Saddles -- Service saddles shall be stainless steel, Type 316, with I
stainless steel threaded outlet, body, bolts and nuts, JCM Model 6438 or
approved equal.
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River Terrace North Pump Station and Force Main,PN 6631 Piping,General I
14-1611.204 15000 -6
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IC. Restrained Flange Adapters for Ductile Iron Pipe P
IRestrained flange adapters for ductile iron pipe shall conform to the following
specifications:
1 1. Restrained flange adapters shall be made of ductile iron conforming to,
ASTM A536 and have flange bolt circles that are compatible with
ANSI/AWWA C 115/A21.15. Restraint for the flange adapter shall
consist of a plurality of individually actuated gripping wedges to
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maximize restraint capability. Torque limiting actuating screws shall
1 be used to insure proper initial set of the gripping wedges.
2. The flange adapters shall be capable of deflection during assembly or
Ipermit lengths of pipe to be field cut to allow a minimum 0.6-inch gap
between the end of the pipe and the mating flange without affecting the
integrity of the seal. For ductile iron pipe, the flange adapter shall have
Ia safety factor of 2:1 minimum.
3. Restrained flange adapters for ductile iron pipe shall be EBAA Iron
ISeries 2100 Megaflange - flange adapter or approved equal.
D. Insulating Flange Joints
I
Insulating flanged joints shall conform to the following specifications:
I1. Flanged joints shall be assembled, lined, and coated in shop. The joint
assembly shall be delivered to the job site as a complete unit.
I2. After assembly, the joint shall be tested for continuity. Electrical
resistance between flanges and between each bolt and each flange shall
Ibe not less than 100,000 ohms.
3. Each complete insulating flange set shall include a full faced gasket, a
Ifull length insulating sleeve for each flange bolt, and two insulating
washers and two steel washers for each bolt. Insulating sleeves and
washers to be G-10 glass epoxy as manufactured by Accurate Plastics,
1 Inc., or approved equal.
4. Gaskets shall be full face and conform to ANSI B16.21, suitable for the
I operating and test pressures of the pipe system. Gaskets shall be non-
asbestos and non-phenolic compressed sheet packing with nitrile rubber
binder. Gaskets shall be Garlock 3000, or equal.
I5. Insulating washers shall be 3mm (1/8-inch)thick G-10 epoxy glass.
p Y
Insulating washers shall fit within the bolt facing on the flange over the
I outside diameter of the sleeve, grind as necessary. Insulating sleeves
shall extend the full width of both flanges, except where one flange
River Terrace North Pump Station and Force Main,PN 6631 Piping, General
11 14-1611.204 15000- 7
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where the sleeve shall extend through one
hole is threaded flange and I g
the gasket.
6. Washers shall be cadmium plated lated steel where buried and stainless steel
where submerged. Washers shall fit within the bolt facing on the
flange, grind as necessary. I
7. The complete assembly shall have an ANSI/AWWA pressure rating
equal to or greater than that of the flanges between which is installed.
E. Where required copper pipe to copper pipe connections shall be made with
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compression couplings. Couplings shall be Mueller Model 110 or approved
equal.
F. Cast-In Wall Pipe -- Cast-in wall pipe shall be cast ductile iron, or steel with I
pipe diameter and end types as shown on the plans.
G. Cast-In Wall Sleeve -- Cast-in wall sleeves shall be fabricated from Schedule I
40 galvanized steel pipe. The inside surface of all wall sleeves shall be coated
with coal-tar. The annular space between the penetrating pipe and the wall I
sleeve shall be filled with an approved permanently flexible sealant. Diameter
of wall sleeve shall be as shown on the plans.
H. Cast-In Floor Pipe -- Cast-in floor pipe shall cast ductile iron or steel pipe as
required by the plans,and the intended service. Pipe diameter shall be as
shown on the plans.
I. Cast-in Floor Sleeves -- Cast-in floor sleeves shall be fabricated from
Schedule 40 galvanized steel pipe. Sleeve diameter shall be as shown on the
plans. The annular space between the penetrating pipe and the sleeve shall be
filled with an approved permanently flexible sealant. 1
J. Cast-In Wall Sleeve -- Interior Wall Penetrations: Cast-in wall sleeves for
interior wall penetrations shall be fabricated from 16-gauge galvanized steel. I
Sleeve diameter shall be`as shown on the plans. The annular space between
the penetrating pipe and the sleeve shall be filled with an approved
permanently flexible sealant. I
K. Seep Rings -- Seep rings shall be fabricated from 3/8-inch thick steel plate
conforming to ASTM A36 unless otherwise noted. The inside diameter of the
seep ring shall be equal to the outside diameter of the pipe or sleeve to which it
is attached plus 1/4-inch.--The outside diameter of the seep ring shall be as
shown on the plans. The seep ring shall be attached to the pipe or sleeve by
means of a continuous seal weld located on both sides of the ring.
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River Terrace North Pump Station and Force Main,PN 6631 Piping, General I
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IIIL. Flexible Expansion Joints __
Flexible expansion joints shall be installed in the
locations indicated on the drawings and shall be manufactured of ductile-iron
111 conforming to the material properties of ANSI/AWWA C 153/A21.53.
Flexible joints shall be provided with end connections as shown on the plans.
V All flexible expansion joints shall consist of an expansion joint designed and
cast as an integral part of a ball and socket type flexible joint, having a
minimum of 15 degrees deflection per ball and 4-inch expansion. Actual
expansion and deflection requirements will be as shown on the drawings.
I Each flexible expansion joint shall be hydrostatically tested to the
manufacturer's published pressure rating prior to shipment. All pressure
Icontaining parts shall be lined with a minimum of 15 mils of Fusion Bonded
Epoxy conforming to the applicable requirements of ANSI/AWWA C213 and
shall be holiday tested with a 1500 volt spark test conforming to said
Ispecification. All flexible-expansion joints shall be Flex-Tend as
manufactured by EBAA Iron, Inc. or approved equal.
IM. Flexible expansion joints for piping 2-inch and smaller shall be Brass Flex-
Tend manufactured by EBAA Iron, Inc. or approved equal.
IN. InsuiU
Wherelatrengquirednion, insulating unions shall conform to the following
Ispecifications:
I
Insulating unions shall be galvanized malleable iron with a ground joint. Iron
pipe threads shall conform to ANSI B2.1. Joint connections to copper alloy
pipe and tube shall be copper solder or threaded brass ground joints.
IInsulations shall be nylon, which is bonded and molded onto the metal body.
Union shall be rated for the operating and test pressures of the pipe system.
0. Pipe to Structure Flexible Connector
A flexible pipe to manhole connector shall be used in the connection of
sanitary and drain sewer pipe to precast manholes and buildings. The
connector shall be the sole element relied on to insure a flexible watertight seal
of the pipe to the manhole. No adhesives or lubricants shall be employed in
the installation of the connector to the manhole. The rubber for the connector
shall comply with ASTM C923 and consist of EPDM and elastomers designed
I to be resistant to ozone, weather elements, chemicals, including acids, alkalis,
animal and vegetable fats, oils and petroleum products from spills. The
connector shall be Kor-N-Seal or approved equal.
IAll stainless steel elements of the connector shall be totallynon-magnetic,agnehc, .
Series 304 Stainless, excluding the worm screw for tightening the steel band
111 around the pipe which shall be Series 305 Stainless. The worm screw for
1 River Terrace North Pump Station and Force Main, PN 6631 Piping, General
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tightening the steel band shall be torqued by a break away torque wrench
available from the precast manhole supplier and set for 60-70 inch/lbs.
The connector shall be installed in the manhole wall by activating the
expanding mechanism in strict accordance with the recommendation of the
connector manufacturer.
The connector shall be of a size specifically designed for the pipe material and
size being utilized on the project.
Rubber seals used in concrete sewer pipe and culvert joints must meet the
requirements given in ASTM specification C923. •
P. Wall Sleeve Seals
Annular space between pipe and wall openings shall be filled with suitable
material to prevent passage of gases or liquids, but shall also permit minor I
pipeline movement. Manufactured sleeve seals shall be of the size and
material for pipe and wall opening and liquid characteristics present. All
metallic materials shall be 316 stainless steel and suitable for direct sewage I
and sulfide contact. Wall sleeve seals shall be Link-Seal as manufactured by
Thunderline Corporation, or approved equal.
Q. Trench Drain
1. Trench drain channels shall be made of monolithic polyester polymer I
concrete manufactured from a composition of aggregate and vinyl ester
polymer resin, designed to withstand a wide range of corrosive salts,
fuels, acids and alkalis. The trench drain channels shall have a top
width of 6.1-inches and radiused bottoms. All channels shall interlock
with tongue and groove connections with adjoining channels. Each
channel shall have four horizontal anchoring ribs to mechanically lock
the channel into the floor slab. Channels shall have knockouts for 4 or
6-inch discharge lines. The trench drain system shall consist of I
interlocking units with a continuous, built in bottom slope of 0.6% over
its entire length.
2. Channel grates shall be made of vinyl ester FRP bars on 0.6-inch
centers and shall be designed for a proof load of 300 psi. Grates shall
be supported with independently anchored heavy duty stainless steel
frames.
3. Manufacturer of trench drain channels, frames and grates shall be 1
PolyDrain, Inc, or approved equal.
1
River Terrace North Pump Station and Force Main,PN 6631 Piping, General I
14-1611.204 15000- 10
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2.4 Pipe Coatings
1 See Division 9, Finishes, for coating of exposed pipe.
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PART 3 EXECUTION
3.1 General
Pipe shall be installed in accordance with good trade'practice. The methods
employed in handling and placing of pipe, fittings, and equipment shall be such as to
insure that after installation and testing they are in good condition. Should damage
occur to the pipe, fitting or equipment, repairs satisfactory to the ENGINEER shall be
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made.
All piping and appurtenances shall be installed in the position and to accurate lines,
elevations, and grades as shown on the plans or specified herein. Where possible,
piping shall be sloped to permit complete drainage. Where grades are not shown,
pipe shall be laid to grade between control elevations shown on the plans.
All buried piping shall be installed with tracer wire and tracer tape. Tape shall be
buried 12 inches below the ground and 12 inches above the top of the pipe or as
recommended by manufacturer. Tape shall be continuous and labeled the same as the
piping system.
3.2 Handling and Storage of Pipe
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During loading, transportation and unloading, every precaution shall be taken to
prevent injury to the pipe or pipe lining. Any damaged pipe shall be replaced or
repaired to the satisfaction of the ENGINEER. Where pipe is placed in stockpiles, it
shall be neatly piled and blocked with strips between tiers.
3.3 Pipe Supports and Hangers
A. Alli e shall
p p be secured in place by use of blocking, hangers, brackets,
clamps or other approved methods, and the weight thereof shall be carried
independently of pump casings or equipment.
B. Supports for exposed piping shall conform to the latest requirements of the
ANSI Code for Pressure Piping B31.10 and MSS Standard Practice SP-58,
except as supplemented or modified by the requirements of this specification.
Designs generally accepted as exemplifying good Engineering practice by use
of stock or production parts shall be utilized wherever possible.
C. Hanger supports shall be as noted below with at least one support adjacent to
the joint for each length of pipe, at each change in direction and at each branch
1 River Terrace North Pump Station and Force Main,PN 6631 Piping, General
14-1611.204 15000- 11
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connection. Sufficient hangers shall be provided to maintain proper slope
without sagging. Support spacing shall not exceed manufacturer's
recommendations,nor as listed below. I
Maximum Support
Pipe Spacing (Feet)
Steel Pipe
Under 3 inches 6
3 inches and Over 12 I
Cast or Ductile Iron
Under 4 inches 6
4 inches and Over 12
Stainless Steel
Under 1-1/2 inches 4
1-1/2 inches to 4 inches 6
Over 4 inches 12
Copper Pipe 6
PVC Pipe
Under 2-1/2 inches 4
2-1/2 inches and Over 6
D. Spacing of clamps for support of vertical piping shall be close enough to keep
the pipe in alignment as well as to support the weight of the piping and
contents unless other vertical support is shown, but in no case shall be more
than 12-feet.
E. Provide adjustable hangers for all pipes, complete with adjusters, swivels, 1�
rods, etc. Size hangers to clear insulation and guide where required, as well as
support piping. All rigid hangers shall provide a means of vertical adjustment
after erection. Hanger rods shall be machine-threaded. Continuous threaded
rods will not be allowed.
F. Clevis or band-type hangers (B-Line FIG B3100) or approved equal shall be
provided by CONTRACTOR. Strap hangers not permitted. I
G. Provide floor stands, wall bracing, concrete piers, etc., for all lines running
near the floors or near walls and which can not be properly supported or
suspended by the walls or floors. Pipe lines near concrete or masonry walls
may also be hung by hangers carried from wall brackets at a higher level than
pipe. Hanging of any pipe from another is prohibited.
H. Equipment shall be positioned and aligned so that no strain shall be induced
within the equipment during or subsequent to the installation of pipework.
When temporary supports are used, they shall be sufficiently rigid to prevent
any shifting or distortion of the piping or related work.
River Terrace North Pump Station and Force Main,PN 6631 Piping,General
14-1611.204 - 15000- 12
J. In erectingthe pipe, a sufficient number P p � of screwed unions or flanged joints
shall be used to allow any sections or runs of pipe to be disconnected without
taking down adjacent runs. Flexible couplings shall be installed where shown
on the drawings and at such other points as may be required for ease of
installation or removal of the pipe, subject to approval of the ENGINEER.
Flexible couplings shall be of the positive lock type where necessary to
prevent separation of pipe due to internal pressures.
3.4 Installation at Concrete Walls and Footings
A. Whenever a pipe line of any material terminates at, or through a structural wall
or sump, the CONTRACTOR shall install in advance of pouring of concrete
the fittings or special casting required for the particular installation.
B. Plastic pipe shall not be cast in concrete or masonry walls.
C. Pipe other than concrete, to be cast in water-bearing walls or more than four
feet below grade shall have seep rings.
D. All buried piping entering structures shall have a flexible connection installed
I less than two feet outside the structure line or as close to the wall as practical.
a3.5 Detailed Installation Requirements
A. Mechanical Joint Ductile Iron Pipe -- Mechanical joints shall be made as
follows: Gland shall be placed on spigot end of pipe with lip extension toward
the joint. The rubber gasket shall then be slipped on the pipe with its thick
d the glandick. The gd jsur
I theedge pipetowarwith its thedge towardasket the
anglandoint. Thefaces gasketshall and then jointbe surslippedfaceson
shall then be thoroughly wetted using a soapy solution made with vegetable
soap or similar soap as recommended by the manufacturer. The spigot end of
the pipe shall then be inserted to full depth on the mechanical joint socket and
the gasket pressed firmly into place in the bell in order to obtain an even"set"
all around the joint. The gland shall then be moved into place, the bolts
inserted, and the nuts taken up tightly with fingers. The nuts shall then be
tightened gradually by a wrench, a half turn at a time, moving wrench from
one nut to another repeating until all nuts are uniformly tight. Final tightness
shall be with a torque wrench to the torque recommended by the pipe supplier.
Retainer gland wedge screws shall be tightened in a similar fashion until nuts
iare twisted off.
B. Flanged Pipe -- Flanged joints shall be made up square, with even pressure on
the gaskets, and shall be watertight. Gaskets shall be non-asbestos and non-
phenolic compressed sheet packing, best-quality full-face with nitrile rubber
binder, one-sixteenth- (1/16) inch thick, conforming to ANSI B16.21 suitable
for the operating and test pressures of the pipe system equal to Garlock 3000.
River Terrace North Pump Station and Force Main,PN 6631 Piping, General
14-1611.204 15000- 13
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maybe one-eighth- 1/8 inch
Gaskets for 20 inches and larger flanged joints gh ( )
thick.
C. Threaded Joints -- Threaded joints shall be made using the best quality TFE
thread seal tape. All screwed joints shall be made tight with tongs and
wrenches; caulking of any kind will not be permitted. Use of thread cement or
caulking to make joints tight is prohibited. All cut ends shall be reamed to full
bore before assembly.
D. Copper Piping -- Pipe joints shall be soldered with 95-5 wire solder, ASTM
B32, Grade 95 TA, or as required by the UPC. Low temperature solder or
screw joints permitted only at equipment subject to damage from heat or high
temperature soldering. In making screwed joints, tin male threads with soft
solder. Dielectric unions or insulated flanges shall be used for all connections I
between copper and ferrous materials.
E. PVC Piping -- solvent cementing unless otherwise shown or described herein
shall make pipe joints. Connecting surfaces of pipe and fittings shall be
cleaned with methyl ethyl ketone or acetone and then coated with solvent
cement and joined. Joints shall be held together until cement takes hold and
pipe shall be bottomed in fittings. Sufficient solvent shall be used so that a
bead of cement is formed between the pipe and fitting at the socket entrance.
Installation shall be in strict conformance with the manufacturer's
recommendations.
F. The joining of pipe lines other than specified above shall be by approved first
class methods, using applicable procedures outlined above and/or
manufacturer's recommended practices. I
G. Trench Drain-- trench drain system shall be installed per manufacturer's
instructions and as shown on the plans.
3.6 Testing
Testing of all water and field plant piping systems shall be performed as specified
elsewhere in this document.
END OF SECTION
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River Terrace North Pump Station and Force Main,PN 6631 Piping, General
14-1611.204 15000- 14
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SECTION 15100
IVALVES, GENERAL
1 PART 1 GENERAL
1.1 Description
A. The CONTRACTOR shall provide all tools, supplies, materials, equipment,
I and labor necessary for furnishing, installing, adjusting, and testing of all
valves and appurtenant work, complete and operable, in accordance with the
requirements of the Contract Documents. Where buried valves are shown, the
I CONTRACTOR shall install valve boxes to grade, with covers, and
extensions.
I B. The provisions of this Section shall apply to all valves and valve operators
specified in the various Sections of Division 15 of these Specifications except
where otherwise specified in the Contract Documents. Valves and operators in
1 particular locations may require a combination of units, sensors, limit
switches, and controls specified in other Sections of these Specifications.
1 1.2 Reference Specifications, Codes, and Standards
A. Commercial Standards
1 ANSI B16.1 Cast Iron Pipe Flanges and Flanged Fittings, Class 25,
125, 250, and 800
1 ANSI B16.5 Pipe Flanges and Flanged Fittings, Steel Nickel Alloy
g �
Gane
other Special Alloys
IANSI/ASME B1.20.1 General Purpose Pipe Threads (Inch)
IASTM A 36 Specification for Structural Steel
ASTM A 48 Specification for Gray Iron Castings
IASTM A 126 Specification for Gray Iron Castings for Valves,
Flanges, and Pipe Fittings
IASTM A 536 Specification for Ductile Iron Castings
ASTM B 61 Specification for Steam or Valve Bronze Castings
111
ASTM B 62 Specification for Composition Bronze or Ounce Metal
ICastings
IRiver Terrace North Pump Station and Force Main, PN 6631 Valves, General
14-1611.204 15100- 1
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ASTM B 148 Specification for Aluminum Bronze Castings
ASTM B 584 Specification for Copper Alloy Sand Castings for I
General Applications
ANSI/AWWA C500 Gate Valves for Water and Sewerage Systems I'
ANSI/AWWA C502 Dry-Barrel Fire Hydrants
ANSI/AWWA C503 Wet-Barrel Fire Hydrants
ANSI/AWWA C504 Rubber-Seated Butterfly Valves j
ANSI/AWWA C507 Ball Valves 6 Inches Through 48 Inches
AWWA C508 Swing-Check Valves for Waterworks Service, 2 Inches ■
Through 24 Inches NPS
ANSI/AWWA C509 Resilient-Seated Gate Valves for Water and Sewerage
Systems
ANSI/AWWA C511 Reduced-Pressure Principle Backflow-Prevention
Assembly
AWWA C550 Protective Interior Coatings for Valves and Hydrants
SSPC-SP1 Solvent Cleaning 1
SSPC-SP3 Power Tool Cleaning
SSPC-SP6 Commercial Blast Cleaning
1.3 Submittals111
A. Shop Drawings -- Shop drawings of all valves and operators including
associated wiring diagrams and electrical data, shall be furnished as specified
in the contract documents and if specified in the individual valve sections.
B. Valve Labeling--For valves required to be labeled,the CONTRACTOR shall
submit a schedule indicating in each case the valve location and the proposed
labeling for the label.
C. Lining and Coating Data
D. Manufacturer's handling, delivery, storage and installation requirements.
E. Applicable material certifications and testing certifications and testing
certificates. I
River Terrace North Pump Station and Force Main,PN 6631 Valves,General
14-1611.204 15100 -2
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1.4 Quality Assurance
IA. Valve Testing -- Unless otherwise specified, each valve body shall be tested
under a test pressure equal to twice its design water-working pressure.
IB. Bronze Parts -- Unless otherwise specified, all interior bronze parts of valves
shall conform to the requirements of ASTM B 62, or, where not subject to
dezincification, to ASTM B 584.
IC. Certification-- Prior to shipment, the CONTRACTOR shall submit for all
valves over 12 inches in size, certified, notarized copies of the hydrostatic
1 factory tests, showing compliance with the applicable standards of AWWA,
ANSI, ASTM, etc.
ID. 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
Imanufacturer unless otherwise approved by the ENGINEER. All material
shall be carefully handled and installed in good working order free from defect
I 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
ISpecification.
1.5 Material Delivery, Storage and Protection
IAll valves and accessories shall be delivered in a clean and undamaged condition and
stored off the ground, to provide protection against oxidation caused by ground
I contact. All defective or damaged materials shall be replaced with new materials at
no cost to the OWNER.
PART 2 PRODUCTS
i2.1 General
A. Valve Flanges -- The flanges of valves shall be in accordance ANSI B16.1,
1 ANSI B16.5 and ANSI/AWWA C 115/A21.15 as required. CON TRACTOR
shall coordinate with pipe, valve and fitting suppliers to make certain that pipe,
valve and fitting flanges match in bolt pattern.
I B. Valve Boxes and Covers -- Valve boxes, except those of special design as
required by the plans, shall be of cast iron of the two-piece extension type with
1
a cast iron cover. Valve boxes shall have walls not less than 3/16 -inch thick
at any point, and the internal diameter shall be not less than 5-inches. Valve
box covers shall have the word "WATER" or "SEWER" cast into them as
IRiver Terrace North Pump Station and Force Main,PN 6631 Valves, General
14-1611.204 15100-3
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n anshald
u . Vb
construction appropriate to whictheirh place preventsof dislodgingsealve box and rotationcoversshall from traffic angdl be
of the type which allows a hand held pry bar to be applied for easy removal.
Valve boxes shall be constructed of high quality castings and shall be the
product of a manufacturer approved by the ENGINEER and/or OWNER.
C. Protective Coating -- The valve manufacturer shall certify in writing that the
required coating has been applied and tested in the manufacturing plant prior
to shipment, in accordance with these Specifications. Flange faces of valves
shall not receive protective coatings.
D. Valve Operators -- Valve operators shall be as shown or as specified for a 1
valve type. Provide operator extensions as shown on the plans or otherwise
required where depth to valve exceeds 3 feet.
E. Valve Labeling-- If required by the drawings and/or these specifications, a
label shall be provided on all exposed (not buried) shut-off valves exclusive of
hose bibbs. The label shall be of 1/16-inch plastic or stainless steel, minimum
2 inches by 4 inches in size, and shall be permanently attached to the valve or
on the wall adjacent to the valve as directed by the ENGINEER.
F. Bolts, Gaskets, Glands and Nuts --Bolts, gaskets, glands, retainer glands, nuts
and miscellaneous accessories required to install all valves shall be furnished
and installed. Bolts and nuts for flanged connections shall be as specified
elsewhere with American Standard regular unfinished square or hex heads.
Gaskets for flanged connections shall be as specified elsewhere. Jointing .
materials for mechanical joints shall conform to AWWA C111.
G. Actuators --Unless otherwise indicated, all valves and gates shall be furnished I
with manual actuators. Valves in sizes up to and including 4 inches in
diameter shall have direct acting lever or handwheel actuators of the
Manufacturer's best standard design. Larger valves and gates shall have gear-
assisted manual actuators, with an operating pull of maximum 60 pounds on
the rim of the handwheel. Actuators shall be sized for the valve design
pressure in accordance with AWWA C504. All gear-assisted valves that are
buried, submerged or located in below grade vaults and all gates shall have the
actuators hermetically-sealed and grease-packed. All valves 6 inches to 30
inches in diameter may have traveling-nut actuators, worm-gear actuators,
spur- or bevel-gear actuators, as appropriate for each valve. All buried valves
shall be provided with 2-inch square operating nuts. I
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River Terrace North Pump Station and Force Main,PN 6631 Valves, General I
14-1611.204 15100 -4
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1 111: PART 3 EXECUTION
3.1 Valve Installation
A. General --All valves, gates, operating units, stem extensions, valve boxes, and
accessories shall be installed in accordance with the manufacturer's written
instructions and as shown and specified. All gates shall be adequately braced
to prevent warpage and bending under the intended use. Valves shall be
firmly supported to avoid undue stresses on the pipe. Stem extensions shall be
braced at no greater than 10 feet intervals and be provided with double
universal joints to allow for misalignment.
I B. Access --All valves shall be installed to provide easy access for operation,
removal, and maintenance and to avoid conflicts between valve operators and
structural members or handrails.
Valve Accessories -- Where combinations of valves, sensors, switches, and
IC.
' controls are specified, it shall be the responsibility of the CONTRACTOR to
properly assemble and install these various items so that all systems are
0 compatible and operating properly. The relationship between interrelated
items shall be clearly noted on shop drawing submittals.
D. Valve boxes --All buried valves shall be furnished with valve boxes, installed
as shown or specified. Valves installed out of paved or otherwise hard
surfaced areas shall be set in a concrete pad at finished grade. Concrete valve
box pads shall be a minimum of 18-inches square and be not less than 6-inches
thick.
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END OF SECTION
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IRiver Terrace North Pump Station and Force Main,PN 6631 Valves, General
14-1611.204 15100- 5
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SECTION 15101
1 GATE VALVES
111
PART 1 GENERAL
I1.1 Description
The CONTRACTOR shall furnish and installgate valves, complete and operable, as
I shown and specified herein, including coatings and linings, appurtenances, operators,
and accessories, in accordance with the requirements of the Contract Documents.
1 1.2 Submittals
As required by Section 15100.
I
PART 2 PRODUCTS
111
2.1 General
IGate valves shall be furnished and installed as shown and as specified herein.
I2.2 Materials & Manufacturers
A. Gate Valves, 2 Inches and Under
IUnless specified or shown otherwise, gate valves two inches and under shall
be bronze-bodied non-rising stem, solid wedge disc, as manufactured by
I Stockham, or approved equal. Valve pressure ratings for various end
conditions shall be as follows:
IThreaded Ends -- Pressure Class 125, union bonnet, Stockham Fig. No. B-139.
B. Gate Valves, 3 Inches to 18 Inches
I
Gate valves for buried service shall be the resilient-seat type, with an iron
I body, non-rising stem, bolted bonnet, left opening and shall conform to
AWWA Standard C509 or C515. Coatings and/or linings shall conform to
AWWA Standard C550 and shall be suitable for potable water service. Valve
I ends shall be as shown on the plans. The CONTRACTOR, as specified
elsewhere, shall furnish a valve box and cover, with all buried service valves
installed. Gate valve stem extensions shall be furnished and installed on deep
Iburied valves as specified in Section 15100.
I River Terrace North Pump Station and Force Main,PN 6631 Gate Valves
14-1611.204 15101 - 1
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Acceptable manufacturers are as follows:
1. Clow Resilient Wedge w
2. M-H
3. U.S. Pipe Metro Seal
4. Kennedy Ken-Seal II
5. American Flow Control
C. In-Plant Service I
Gate valves for in-plant or exposed service shall meet the above specifications
and shall be furnished with handwheel operators.
PART 3 EXECUTION
3.1 General �1
Valve installation shall be in accordance with Section 15100 and manufacturer's
requirements.
END OF SECTION 1
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14-1611.204 15101 -2
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SECTION 15104
PLUG VALVES
1 P
I 1.ART1 D1 escriptionGENERAL
The CONTRACTOR shall furnish and install plug valves, complete and operable, as
' shown and specified herein, including coatings and linings, appurtenances, operators,
and accessories, in accordance with the requirements of the Contract Documents.
1.2 Submittals
As required by Section 15100.
I
PART 2 General
Plug valves shall be furnished and installed as shown and as specified herein.
2.2 Materials & Manufacturers
A. Plug Valves Three (3)Inches to Eighteen(18) Inches
' 1. General - Unless otherwise shown on the drawings or called for
g on the
plans, plug valves shall be the non-lubricated eccentric type valve
providing deadtight shut-off. Valves shall be bubble tight at the full
rated pressure in either direction. Valves shall be suitable for throttling
service and/or operation after long periods of inactivity. Valve
' manufacturer shall have a minimum of five years service experience.
2. Body-All bodies shall be constituted of cast iron ASTM A-126, Class
B. Flanges shall fully conform to the drilling and thickness
requirements of ANSI B16.1, Class 125. Body wall thickness shall
conform to AWW C504-80.
3. Plug- Balanced type, cast iron, ASTM A-126, Class B or ASTM A-
111 436 (Ni-Resist) or Ductile Iron ASTM A-536 and in compliance with
AWWA C-604 Section 2.2.
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' River Terrace North Pump Station and Force Main, PN 6631 Plug Valves
14-1611.204 15104- 1
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81% of the full port area on all I
4. Port Area Passage size shall be at least
sizes for minimum pressure drop. Valve must be capable of passing the
same solids requirements as the pump specifications. I
5. Body Seat- Seating surfaces shall meet the requirements of AWWA
C509-80. Ill
6. Bearings - stainless steel thrust bearings on the upper and lower bearing
journals.
7. Shaft Seal - Cartridge type with 2 0-rings, or V-cup type, self-
adjusting, wear compensating. Packing shall be replaceable without
removing the valve bonnet or plug.
8. Rating-Valves shall be rated 150 psi. I
9. Coating—Interior and exterior epoxy coated - 8 mill minimum per
I
AWWA 550-81.
10. Actuator-Actuator mechanism must be fully isolated from line media. I
Valve geared actuators shall be mounted and tested at valve
manufacturer's factory. Handwheels shall be provided except when I buried.
11. Valves and actuators shall have seals on all shafts and gaskets on I covers to prevent leakage of liquid out and the entry of dirt or liquid
into the valve. Valves to be buried shall be rated by the manufacturer
for buried service.
I
B. Plug valves shall be manufactured by DeZurik, or approved equal.
I
PART 3 EXECUTION
I
3.1 General
A. Valve seats and actuators shall be located and oriented as shown on the Plans. I
When not shown on the Plans, the CONTRACTOR shall coordinate positions
and orientationsof seats and actuators with the ENGINEER prior to I installation.
B. Valve installation shall be in accordance with Section 15100 and I manufacturer's requirements.
END OF S
ECTION I
River Terrace North Pump Station and Force Main,PN 6631 Plug Valves
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14-1611.204 15104-2
SECTION 15105
' CHECK VALVES
PART 1 GENERAL
1.1 Scope
The CON 1RACTOR shall furnish and install check valves complete, as shown on the
' drawings and specified herein, including coating and lining, appurtenances, operators,
and accessories.
1.2 Submittals
As required by Section 15100.
IPART 2aterials PRODUCTS
M
2.1
' A. Swing Check Valves
' 1. Swing check valves (1-inch through 4 inches) -- Swing check valves 4
inches and under shall be Y-pattern check style and have a body
constructed of 85-5-5-5 bronze conforming to ASTM B62. Check
' valves shall be capable of functioning in the vertical position. Swing
check valve connections shall be standard threaded or threaded for fire
hose connection where shown on plans.
' 2. Swingcheck valves (4-inch --
through 24 inches) Swing check valves
shall be full waterway, rubber seated, with end conditions as shown on
' the drawings. Swing check valves shall conform to all applicable
provisions of AWWA C508. Swing check valves shall close tightly
' when the pressure downstream of the valve disc exceeds the upstream
pressure.
' 3. Swing check valves shall be constructed of heavy cast iron conforming.
to ASTM A126 Class B; malleable iron castings conforming to ASTM
A47 Grade 32510 or ASTM 197; ductile iron conforming to ASTM
' A395 or A536; or steel conforming to ASTM A108 or A307 Grade B.
Swing check valves shall have bronze or stainless steel seat rings and
resilient rings on the valve discs. The valve must be tight seating and
' shockless in operation, and shall absolutely prevent the return of water
' River Terrace North Pump Station and Force Main,PN 6631 Check Valves
14-1611.204 15105 - 1
ringand resilient disc ringmust I
back through the valve. The body seat
be renewable.
4. Swing check valve discs shall be constructed of cast iron or cast steel
and shall be suspended from a non-corrosive hinge pin shaft
constructed of stainless steel passing through a stuffing box. 0 ring
shaft seals will not be acceptable.
B. Manufacturers I
Swing check valves 4 inches and larger shall be heavy duty, GA Industries,
Inc., with flanged ends, outside level and weight, and tapped cover with 316
SST plug, or approved equal. Check valves 4 inches and under shall be red-
white Toyo, or approved equal. '
C. Coatings
Furnish swing check valves with liquid epoxy lining and coating conforming
to AWWA C550.
PART 3 EXECUTION
3.1 General
Valve installation shall be in accordance with Section 15100 and manufacturer's
requirements.
3.2 Services Provided bManufacturer's Representatives
The CONTRACTOR shall provide the services of the valve manufacturer's '
representative to verify proper installation of the valves and to adjust the valves when
construction is complete.
END OF SECTION
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River Terrace North Pump Station and Force Main,PN 6631 Check Valves '
14-1611.204 15105 -2
SECTION 15107
' MISCELLANEOUS VALVES
IPART 1 GENERAL
' 1.1 Quality Assurance
A. Where specified,valves and operators must conform to all applicable AWWA and
' ANSI standards.
B. All valves of the same type shall be by a single manufacturer.
C. All work performed under this section shall be in accordance with
all approved
trade practices and manufacturer's recommendations.
' 1.2 Submittals During Construction
IA. The following submittals shall be provided:
1. Manufacturer's product data showing dimensions and materials and
I capacity information.
' 2. Manufacturer's certification that materials meet or exceed minimum
requirements as specified.
' PART 2 PRODUCTS
2.1 Ball Valves
A. Stainless Steel Ball Valves, threaded, (3-inch and smaller) - Shall have a 316
' stainless steel ball and 3F8M stainless steel stem, PTFE seal, and NPT ends and
shall be FNW Series 220, or approved equal.
SB. Stainless Steel Ball Valves, flanged, (3-inch and smaller) - Shall have a 316
stainless steel ball and 3F8M stainless steel stem, PTFE seal, flanged ends and
shall be FNW Series 500, or approved equal.
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' River Terrace North Pump Station and Force Main, PN 6631 Miscellaneous Valves
14-1611.204 15107- 1
C. Valve Operators:
1. All buried ball valves shall be fitted with an oval valve handle (part # '
FNWOHK220J)modified as shown below with a bar to allow operation
of the valve with a valve box key or tee handle with 9/16-inch slot.
2.2 Valve Boxes and Accessories
A. Valve boxes shall be cast iron and shall have suitable base castings to fit
properly over the bonnets of their respective valves and heavy top sections with
stay-put covers.Valve boxes shall have a minimum inside dimension of 15"by
6" diameter,and shall be labeled"Sewer".
2.3 Accessories: I
A. Provide all accessories necessary for proper valve operation as specified or
required for the application. Buried valves shall be installed with oval handle- I
and adjustable cast iron valve box with cover.
PART 3 EXECUTION
3.1 Installation
A. General: Valves and accessories will be installed in a manner and location as
shown on the plans or as required for the application and in accordance with
manufacturer's instructions. Size of valve is equal to line piping in which valve is
installed unless otherwise noted on the plans. Support all valves where necessary
to prevent any movement. In case of conflict between these specifications and a
governing code,the higher standard shall prevail.
B. Valve Operators: Valves shall be installed with the operator in a position for
convenient operation. Particular care shall be taken to insure that space is
River Terrace North Pump Station and Force Main,PN 6631 Miscellaneous Valves '
14-1611.204 15107 -2
available for operation of lever or handwheel operated valves without
• interference from walls, piping or equipment. Any valve which is installed, in
the opinion of the OWNER, in a manner that operation is inconvenient shall be
modified or removed and reinstalled in a manner suitable to the OWNER.
Operators for manual valves shall be lever or handwheel as is standard with the
' manufacturer unless another type of operator is specified or required by the
manufacturer.
' C. Adjustments: Check and adjust valves and accessories for smooth and optimum
operation. Lubricate in accordance with manufacturer's recommendations.
' 3.2 Testing
' A. Test all valves with piping in accordance with Section 15060.
END OF SECTION
1
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' River Terrace North Pump Station and Force Main,PN 6631 Miscellaneous Valves
14-1611.204 15107-3
SECTION 15400
' PLUMBING
' PART 1 GENERAL
1.1 Scope
This section covers the work necessary to furnish materials, labor equipment and
services necessary to provide all plumbing fixtures, equipment and specialties as
111 shown on the drawings and specified herein.
1.2 Quality Assurance
' Install plumbing to meet requirements of local and states codes and provide
manufacturer's certification that materials meet or exceed minimum requirements as
' specified.
1.3 Submittals
' Submittals shall include manufacturers certificate of conformance; certified copies of
test reports; documentation on plumbing fixtures; fabrication drawings for roof
flashing and counterflashing; layout showing type, spacing, maximum loads and
materials for hangers and supports and manufacturer's warranty statements.
' PART 2 PRODUCTS
' 2.1 Plumbing Specialties
A. Floor Drains
1. Floor drains shall be of cast iron with sediment buckets. Floor drains
shall be sized to match the outlet piping as shown on the plans.
2. All floor drains will have a connection for a 3/8-inch copper line from
the trap primer.
' B. Trench Drains
1. Trench drain channels shall be made of precast polymer concrete with a
top width of 6.1-inches and radiused bottoms. All channels shall
interlock with tongue and groove connections with adjoining channels.
Each channel shall have four horizontal anchoring ribs to mechanically
' lock the channel into the floor slab. Channels shall have knockouts for
4 or 6-inch discharge lines. Channels shall have a built in bottom slope
of.6% or be non-sloping, as shown on the plans.
' River Terrace North Pump Station and Force Main,PN 6631 Plumbing
14-1611.204 15400- 1
galvanizedI
of steel and shall be designed Channel grates shall be made '
for a load of H-20 traffic at a minimum. Grates shall be securely
locked down with built in channel lock blocks. Locking mechanism I
shall be designed so as to provide an obstruction free trench for
maintenance and cleaning. All trench drains will have a connection for
a 3/8-inch copper line from the trap primer. Manufacturer of trench I
channels and grates shall be PolyDrain, Inc, or approved equal.
C. Trap Primer I
1. Electronic trap primer shall be an automatic self drip floor drain trap
primer with trap primer lines. The trap primer shall utilize an I
electronic timer to provide trap priming water. The electronic trap
primer shall utilize an air gap for backflow protection. One electronic I trap primer shall be provided for the entire building, and shall be sized
to accommodate all p-traps in the building. Trap primer shall be 115V,
and wired to the electrical system as shown on the electrical drawings. I Trap primer shall be Mini-Primer with Box, model MPB-500-115V, as
manufactured by Precision Plumbing Products.
2. Trap primers shall protect all floor drains connected to the sanitary III
sewer. 3/8-inch copper tubes shall be run from the primers to the traps
of the floor drains.
I
D. Cleanouts
1. All cleanouts shall be heavy plugs with tapered shoulders against I
caulked lead or heavy brass plugs. Where underground or concealed,
cleanouts shall be brought to floor level and to accessible locations with
I
access covers and frames.
2. Manufacturer's, or Equal: The following cleanouts, or equal, shall be
furnished:
Josam J.R.Smith Zurn
I
Exposed locations 58500-20 4405 Z-1440-A
Underground 53010-30 4143 ZN-1400-2
Walls, concealed 58790-20 4535 ZN-1445-1-A
I
Traffic areas 56070 4240 Z-1420-27
E. Reduced-Pressure Backflow Preventer I
Reduced-pressure assemblies 3/4-inch through 2-inch shall consist of a '
differential pressure relief valve located between two independently acting "Y"
pattern check valves, two full ported ball valve shut-offs and four test cocks.
Mainline valve body and caps, including relief valve body and cover, shall be
I
River Terrace North Pump Station and Force Main,PN 6631 Plumbing
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14-1611.204 15400-2
I
bronze. Check valves shall be center stemg uided. All seat discs shall be
reversible. The relief valve shall have a removable seat ring. Assemblies shall
tbe certified in compliance with ASSE 1013, AWWA C511-89, and CAN/CSA
B64.4, and approved by the Oregon State Department of Health. The reduced-
pressure assembly shall be Febco Model 825Y, or approved equal.
F. Hose Bibbs and Hydrants
' 1. General: All hose bibbs and hydrants in exposed locations subject to
freezing shall be of the non-freeze type. Where hose bibbs are
' connected to a non-potable water supply, they shall be provided with
plastic or stainless steel warning signs "DO NOT DRINK," in clearly-
legible letters and permanently attached at the hose bibb. Where
' shown, hose bibbs shall be provided with vacuum breakers as furnished
by Crane Co.; American Standard; or equal.
2. Manufacturers, or Equal
a. Non-Freeze Post-Type: Exposed bronze hydrant, post-type,
' depth of bury to suit local conditions, minimum 3 feet.
i. Josam Mfg. Co., Series 71700
J. R. Smith Mfg. Co., Series 5910
iii. Zurn Industries, Inc., Fig. Z-1385 or 1390
iv. Or approved equal.
' b. Non-Freeze Wall-Type: Heavy-duty bronze hydrant with
nickel-bronze face, stainless steel hinged cover, stainless steel
1 recessed box and key. Length to suit wall. Zurn Industries,
Inc., Fig. Z-1300-SS, or approved equal.
' G. Pressure-Reducing and Relief Valves
1. Pressure-reducing and relief valves shall be of the spring-loaded
diaphragm type with a minimum pressure rating of 250 psi, bronze
body, nickel alloy or stainless steel seat and threaded ends. These
valves are limited to use in interior plumbing systems. See Sections
15111 and 15112 for valves to be used in water main installations.
2. Manufacturer's, or Equal
a. A.W. Cash Valve Mfg. Corp
b. Fisher Controls Company
' c. Mueller Company
d. Masoneilan
e. Watts Regulator Company
' River Terrace North Pump Station and Force Main,PN 6631 Plumbing
14-1611.204 15400-3
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f. Wilkins Regulator
H. Wall-Mounted Hose Racks
I
The CONTRACTOR shall install wall-mounted hose racks at locations shown.
Racks shall be of all welded steel construction, of minimum 8-gage sheet steel,
I
hot dip galvanized after fabrication, and shall have a capacity to hold 100 feet
of 3/4-inch or 1-1/2-inch hose.
I
I. Ball Valves, 2 Inches and Under
Ball valves 2 inches and under shall be 400 lb. WOG with bronze body and
I
trim, TFE seat ring, and fluorocarbon 0-ring seals. The valve shall be of
three-piece construction so that maintenance can be performed without
I
distributing the valve body after installation. Valves shall be Nibco T-590-Y
or equal.
J. Strainers (Metal Body) I
1. Equipment Requirements: Strainers shall be of the Y-pattern or basket I type with flush connections, bronze bodies and screwed ends for sizes
3-inch and smaller; and cast iron with flanged ends for sizes greater
than 3-inch. They shall be designed for not less than 250 psi working I pressure in sizes 3-inch and smaller, and 125 psi working pressure in
sizes over 3-inch. Strainers shall be of the same size as the entering
pipe and the screens shall have a free area of not less than three times I the cross-sectional area of the pipe.
2. Screens: Unless otherwise indicated or required by the service fluid, I the screen shall be of Type 316 stainless steel or monel construction,
easily-removable, with the following mesh or perforations:
Strainer Size Size of Perforations I
1/4-through 2-inch 20 mesh
2 1/2-through 5-inch 20 mesh
I
6-through 8-inch 1/8-inch diameter
over 8-inch 3/16-inch diameter
bythe followingor equal: 1
3. Strainers shall be manufactured q
Spriax-Sarco, Type BT and IF-125
I
K. Flap Valves
Flap valves shall be of ASTM A-126 cast iron construction with a bronze seat
and bronze hinge pin. The valve shall be provided with a spigot, flanged or
1
River Terrace North Pump Station and Force Main,PN 6631 Plumbing
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14-1611.204 15400 -4
hub body as shown on the drawings or as required by the installation type.
Flanged flap valves shall have 125 pound flanged ends unless otherwise noted
' on the drawings. The valve shall have two pivot points. Valves 16-inches and
larger shall have the hinge pin secured with nuts. Valves 14-inches and
1 smaller shall have the hinge pin secured with cotter pins. Flap valves shall be
Waterman model F-25, or approved equal.
2.2 Insulation
A. All hot and cold water piping valves and fittings s and vent piping shall be
' provided with one-inch thick insulation.
B. All components of the insulation, including covering, mastics and adhesives
shall have a flame spread rating of not over 25, and a smoke development
rating of not over 50. Ratings shall be as established by tests in accordance
with ASTM E 84 and Federal Specification standards. Insulation shall be
' applied in strict accordance with the manufacturer's instructions.
C. Pipe insulation shall be molded-type pipe covering made of fibrous glass with
' a minimum K-factor of 0.23 at 75°F mean temperature.
D. Insulation shall have a factory-applied white fire-retardant vapor-barrier jacket
' of Kraft paper and aluminum foil laminated together and reinforced with
fiberglass yarn. Fittings and valves shall be covered with the same material as
the pipe, cut in segments to fit snugly without open spaces, held in place with
' copper wire or cement, and then covered with the same jacketing material as
the pipe. Insulated fittings adjacent to vapor-barrier insulation shall be sealed
with an acceptable vapor-barrier cement before installation of the finish jacket.
Pipe insulation and vapor-barrier shall be continuous through hangers and
■ supports. Where insulation protection shields are provided, the top half
section of pipe insulation at support locations shall be of the same specified
tdensity; and the bottom half insulation segments provided between the pipe
and the insulation protection shields shall have a density of not less than 6
lb./cu. ft. All insulation shall be covered with smooth aluminum weatherproof
lmetal or plastic performed jacketing with a factory-attached moisture barrier.
The jacket for the fittings shall consist of precision-formed smooth-sided
' sections and shall be sized to cover and protect the insulated fitting. Each
section shall be manufactured from aluminum or PVC and all joints shall be
sealed with silicon mastic or solvent welding to provide a continuous, air and
weathertight joint. Strapping shall be 1/2-inch wide Type 3003 aluminum or
stainless steel.
' E. Manufacturer, or Equal
1. Armstrong Contracting and Supply Corporation
2. Certain-Teed Corporation
River Terrace North Pump Station and Force Main,PN 6631 Plumbing
14-1611.204 15400-5
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3. Manville I
4. Owens-Corning Fiberglass Corporation
5. PPG Industries, Inc. I
PART 3 EXECUTION I
3.1 Fixture Installation
A. Each fixture shall be installed with trap, easily removable for servicing and
cleaning, and vented in accordance with the applicable plumbing code.
supplies
B. The CONTRACTOR shall provide chrome-plated rigid or flexible to
fixtures with angle stops, reducers and escutcheons.
C. All fixtures shall be installed and secured in place with wall supports, wall
carriers, floor carriers and bolts.
D. Fixtures shall be sealed to wall and floor surfaces with sealant as indicated in
section 07920 - Sealants and Caulking. Color shall match fixture.
3.2 Plumbing Specialties Installation and Application
A. The CONTRACTOR shall coordinate the work of roughing-in, wall and floor I
sleeves, pipe inserts, cutting of roof and floor construction to receive drains to
required invert elevations. Pipes below ceilings shall be held as high as
possible without interfering with other trades. I
B. The CONTRACTOR shall install all plumbing specialties in accordance with
manufacturer's printed instructions to permit intended performance.
C. Cleanouts shall be extended to finished floor or wall surface. Threaded
cleanout plug shall be lubricated with mixture of graphite and linseed oil. The
CONTRACTOR shall ensure sufficient clearance at cleanouts for rodding of
drainage system.
D. Exterior cleanouts shall be encased in concrete flush with pavement or they
shall be extended to above finished grade in unpaved locations.
3.3 Piping Insulation Installation
Piping insulation shall be installed in strict conformance with the manufacturer's I
recommendations.
I
END OF SECTION
I
River Terrace North Pump Station and Force Main,PN 6631 Plumbing
14-1611.204 15400-6
1
SECTION 15500
HEATING, COOLING AND VENTILATING
PART 1 GENERAL
1.1 Description
A. The Contractor shall provide heating, cooling and ventilating systems
stems
complete and operable, in accordance with the Contract Documents.
B. The CONTRACTOR shall design, furnish and install anchors and seismic
restraints for heating, cooling and ventilating systems equipment in accordance
with Section 01611 Seismic Requirements for Non-Structural Components and
Systems to produce complete installations in accordance with the Contract
Documents.
1
1.2 Reference Specifications, Codes and Standards
All work and materials shall be in full accordance with the latest rules and regulations
or publications of the State Energy Resources Conservation and Development
Commission, Sheet Metal and Air Conditioning Contractor's National Association
(SMACNA), the State Fire Marshall, the Industry Safety Orders, the Health and
Safety Rules (Air Conditioning Systems), the local Building Code and all other local
codes. Nothing in the Contract Documents shall be construed to permit work in
' violation of the above codes, rules and regulations. In the absence of applicable
codes, the installation and workmanship shall follow the standards set by the
American Society of Heating, Refrigeration and Air Conditioning Engineers.
1.3 Contractor Submittals
A. Shop drawings shall be submitted in accordance with Section 01100—Special
Provisions, unless otherwise specified herein.
' B. Name, address and phone number of the independent air balance and testing
agency.
C. Copy of the National Project Certification Performance Guarantee issued to
the testing agency by the Associated Air Balance Council.
D. Certified records indicating each component adjustment within an HVAC
i system required to achieve the design requirements shown and specified.
Records shall also include airflow rates measured after the adjustment was
' completed. Certification shall be an affidavit signed by an officer of the
testing agency.
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River Terrace North Pump Station and Force Main,PN 6631 Heating, Cooling and Ventilating
14-1611.204 15500- 1
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I
UL listing Submit product information on all fans, including fan curves, and
motor data. I F. Shop drawings for each fan shall include construction details necessary for
installation, complete performance curves and sound power level data in all
standard octave bands at mid-frequencies for fan performance curve I
application area.
G. Submit shop drawings for the fabrication and erection of louver assemblies
I
which are not completely shown by the manufacturer's data sheet. Include
details of sections and connections. Show anchorage and accessory items.
1.4 Quality Assurance I
A. Heaters and all fans shall carry the manufacturer's standard warranty, and all
such warranties shall be furnished to the Engineer upon final acceptance of the
completed systems.
B. ' Provide fans that serve similar duty from same manufacturer. I
C. The Contractor shall provide the services of an independent air balance and
testing agency belonging to the Associated Air balance Council (AABC)to 1
perform air balancing, testing and adjustment of building and process heating
and ventilating air systems. These associated costs shall be incidental to the I price of the ventilation work.
PART 2 PRODUCTS 111
2.1 General I
A. All mechanisms or parts shall be amply proportioned for the stresses which
may occur during operation or for any other stresses which may occur during
fabrication and erection. Individual parts which are alike in all units shall be
alike in workmanship, design, and materials; and shall be of the
manufacturer's top line, industrial commercial grade.
I
B. All equipment and appurtenances shall be firmly anchored or connected to
supporting members. All supports required for the proper installation of the
I
equipment but not forming an integral part of the building structure, shall be
provided by the heating and ventilating subcontractor, unless otherwise
indicated. Equipment shall be supported on restrained spring-type vibration I
isolators.
C. The system shall be free of any objectionable vibrations and noise. Flexible
I
connections shall be provided in all ducts and piping connections to fans,
compressors, and any other vibrating equipment.
ill
River Terrace North Pump Station and Force Main,PN 6631 Heating, Cooling and Ventilating I
14-1611.204 15500-2
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1 2.2 Equipment
Supports and Foundations
IA. All equipment supports, anchors and restraint shall be adequately designed for
static, dynamic, wind and seismic loads. For seismic design, refer to Section
01611 Seismic Requirements for Non-Structural Components and Systems.
1 B. Equipment foundations shall be aser manufacturer's
p written
recommendations. All equipment shall be mounted as shown on the
I
manufacturer's standard details, unless otherwise shown or specified.
C. Shop drawings submitted to the ENGINEER for review in accordance with the
I
requirements of Section 01300 - Submittals shall include calculations showing
equipment anchorage forces and the capacities of the anchorage elements to be
1
provided by the CONTRACTOR. For equipment weighing more than 200
pounds and for equipment requiring seismic design per Section 01611 Seismic
Requirements for Non-Structural Components and Systems, the calculations
shall be stamped by a Professional Engineer registered in the State of Oregon.
I Said submittals, by virtue of the fact that they bear the stamp of a registered
engineer, shall be reviewed for general consistency with the requirements
I
shown in the Contract Documents, but not for context, accuracy, or method of
calculation.
I
2.3 Sheet Metal Ductwork and Accessories
A. Sheet metal ducts and plenums shall be constructed with airtight joints and
I
seams in accordance with ASHRAE standards and SMACNA Duct
Construction Manual. All joints on ducts shall be taped with pressureless tape
and adhesive, except welded or soldered joints. Ductwork material shall be
1 galvanized steel or aluminum, unless otherwise indicated. Minimum duct
gauges required are as follows:
1 Maximum Size Galvanized Steel Aluminum
of Ducts (inches) US Standard Gauge B and S Gauge
I
12 and less 26 24
13 through 30 24 22
31 through 54 22 20
ill55 through 84 20 18
I
B. Supports for horizontal ducts and plenums shall be galvanized steel angles
with hanger rods. Supports for vertical ducts shall be hand iron strap or angle
bracket type. Inlet ducts shall be amply braced to withstand maximum
I
negative pressure.
C. All sheet metal duct dimensions shall be increased by 2 inches for lined ducts.
1
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River Terrace North Pump Station and Force Main,PN 6631 Heating, Cooling and Ventilating
14-1611.204 15500-3
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shall be I
located outside of conditioned
D. The exterior of all ductworkspaces
insulated with 2-inch thick flexible glass fiber insulation with a UL-labeled
vapor barrier. All joints shall be taped to provide a continuous vapor seal. I
The insulation shall be attached to the ducts with adhesive applied in a 50-
percent coverage. Insulation also shall be secured to the bottom of rectangular 111ducts over 24 inches wide with mechanical fasteners spaced 12 inches on
centers. Ductwork to be internally lined will not require exterior insulation.
E. The interior of ducts and plenums shall be lined to the extent shown on the I
contract drawings. Duct lining shall be 1-inch thick fiberglass fastened to the
inside of the ducts. Fastening shall be 100 percent coverage adhesive and ,
mechanical fasteners 12 inches on center in both directions starting
approximately 6 inches from ends of insulation. All exposed edges, ends and
rough surfaces shall be painted with adhesive or taped with 3-inch canvas tape
I
dipped in adhesive.
F. Butterfly or multi-blade dampers shall be provided as indicated and required
for balancing air quantities to value shown. A locking quadrant shall be
provided on each manual damper, with easy access for operation.
G. Automatic control dampers where shown on the drawings shall be fabricated I
of 22-gauge galvanized sheet steel with 10-inch maximum blade width and 50-
inch maximum blade length per section. Dampers shall be of the opposed-
blade type for proportional action and parallel-blade type for two-position
action. Blades shall be set in a suitable channel frame. Blades shall have
neoprene-gasketed wall frames together with weather louvers, as indicated. I
Damper operators shall be sized to provide modulating or two-position action
as required. Intake and exhaust dampers shall close and return damper open
on control failure. Operators shall be provided for all motorized dampers.
H. Duct inspection doors shall be 12-inch by 16-inch steel frame with gasketing
around periphery, and either hinged glass or removable visual panel of
Plexiglas, Lucite, or equal. On smaller ducts, separate 6-inch by 8-inch doors
with 6-inch by 6-inch visual panels shall be provided. Duct inspection doors
shall be provided at each duct-mounted fire damper.
I. Removable bird screens shall be provided on all outside air intakes and
exhaust air discharges to outside air. Screens shall be secured in frames of
same metal as screens. Bird screens shall be 1/2-inch mesh by 14-gauge and
shall be of same material and finish as duct, hood, louver or equipment to
which the screens are attached.
J. Flexible duct connections shall be made with banded flanges of woven vinyl
coated nylon or polyester/nylon blend fabric at each point where a blower unit
is connected to a duct. A minimum clearance of 3 inches between the duct and
I
River Terrace North Pump Station and Force Main,PN 6631 Heating, Cooling and Ventilating
14-1611.204 15500-4
I
Isource of vibration shall be maintained. Flexible duct connectors shall be
manufactured by Duro Dyne, or approved equal.
IK. All supply air registers and diffusers, return air,, and exhaust grilles shall be of
aluminum construction, with smooth corners, flanges and sponge rubber
Igaskets. All supply and return air registers and diffusers shall have
individually adjustable blades and volume control dampers. All ceiling-
mounted outlets shall be of off-white. Wall-mounted outlets shall be factory-
!' prime coated. Terminals shall be manufactured by Titus, Krueger, Anemostat,
or approved equal.
IL. Square-turn elbows shall be fitted with shop-fabricated double-blade turning
vanes mounted inside rails. Construction shall be of the same material as the
Iductwork and be rigid enough to prevent vibration at high airflow.
2.4 Airflow Switch- Differential Pressure Switch
1 A. Differential pressure switch shall be adjustable differential pressure switch
designed for pressure, vacuum, and differential pressures. The switch body
I shall include a dual scaled adjustment knob in inches water column and
Pascal's that allows changes to the switching pressure to be made without a
pressure gage. The pressure switch shall be adjustable from 0.08 in w.c. up to
I 1.20 in w.c.. The differential pressure switch shall meet UL508 and be
constructed of plenum rated plastics.
l B. Differential pressure switch shall be mounted upstream of duct heaters and
downstream of fans within the associated ductwork.
I C. Electrical rating of differential pressure switches shall be 1.5A max/250 VAC,
50/60 Hz. Coordinate installation and reference Division 16 and Division 17.
I D. Differential pressure switches shall be Model ADPS-08-2-N manufactured by
Dwyer Instruments, Inc. or approved equal.
I2.5 Inline Duct Fans
A. Fans shall be duct mounted, belt driven centrifugal square inline.
IB. Fan shall be manufactured at an ISO 9001 certified facility. Fan shall be listed
by Underwriters Laboratories (UL 705) and shall bear the AMCA certified
Iratings seal for sound and air performance.
C. The fan shall be of bolted construction utilizing corrosion resistant fasteners.
IHousing shall be minimum 18-gauge steel with integral duct collars. Hinged
access doors shall be provided on three sides, sealed with closed cell neoprene
gasketing. Housing shall be pre-drilled to accommodate universal mounting
I
IRiver Terrace North Pump Station and Force Main,PN 6631 Heating, Cooling and Ventilating
14-1611.204 15500- 5
ll.m••iim••feet
1 for vertical or horizontal installation. Unit shall bear an engraved I
aluminum nameplate and shall be shipped in ISTA certified transit tested
packaging. 1
D. All steel fan components shall be coated with an electrostatically applied
baked polyester powder coating. Each component shall be subject to a five- 1
stage environmentally friendly wash system, followed by a minimum 2-mil
thick baked powder finish. Paint must exceed 1,000-hour salt spray under
ASTM B117 test method.
E. Wheel shall be centrifugal backward inclined, constructed of 100% aluminum,
including a precision machined cast aluminum hub. Wheel inlet shall overlap
an aerodynamic aluminum inlet cone to provide maximum performance and
efficiency. Wheel shall be balanced in accordance with AMCA standard 204-
96, balance quality and vibration levels for fans.
F. Motor shall be heavy duty, premium efficiency, with permanently lubricated
sealed bearings, carefully matched to the fan load and furnished at the
specified voltage, phase and enclosure.
G. Inline duct fans shall be manufactured by Greenheck, model BSQ, or approved 1
equal.
2.6 Electric Duct Heaters 1
A. Approvals - Heaters and panel boards (if required) shall meet the requirements
of the National Electrical Code and shall be listed by Underwriters
Laboratories for zero clearance to combustible surfaces and for use with heat
pumps and air conditioning equipment. 1
B. Heating elements shall be open coil, 80% nickel, 20% chromium, Grade A
resistance wire. Type C alloys containing iron or other alloys are not
acceptable. Coils shall be machine crimped into stainless steel terminals
extending at least 1" into the air stream and all terminal hardware shall be
stainless steel. Coils shall be supported by ceramic bushings staked into 1
supporting brackets.
C. Heater frames and terminal boxes shall be corrosion resistant steel. Unless
otherwise indicated,the terminal box shall be NEMA 1 construction and shall
be provided with a hinged, latching cover and multiple concentric knockouts
for field wiring. 1
D. All heaters shall be furnished with a disc type, automatic reset thermal cutout
for primary over temperature protection. All heaters shall also be furnished 1
with disc type, load-carrying manual reset thermal cutouts, factory wired in
i
River Terrace North Pump Station and Force Main,PN 6631 Heating,Cooling and Ventilating
111
14-1611.204 15500-6
series with heater stages for secondaryprotection.p . Heat limiters or other
fusible over temperature devices are not acceptable.
E. Heaters shall be rated for the voltage, phase and, number of heating stages
indicated in the schedule. All three-phase heaters shall have equal, balanced,
tthree-phase stages. Three phase heaters shall be three wire configuration
unless otherwise shown on the drawings. All internal wiring shall be stranded
copper with 105°C insulation and shall be terminated in crimped connectors or
' box lugs.
F. Terminal blocks shall be provided for all field wiring and shall be sized for
installation of 75°C copper wire rated in accordance with NEC requirements.
G. Heaters shall be furnished either with the Control Option specified in the
schedule or with the specific components listed in the schedule.
H. Duct heaters shall be Tutco, Indeeco, or approved equal.
2.7 Split-System Heat Pump Unit
A. Heat pump shall be a pad-mounted, factory-assembled, prewired, and tested
unit intended for commercial use. The heat pump shall be approved and listed
by Underwriters Laboratories (UL) for installation on combustible surfaces for
zero clearance between the unit and wall. Unit performance shall be certified
in accordance with Air Conditioning and Refrigeration Institute Standard
210/240-94 for Unitary Air-Source Air Conditioners or latest standard. The
electrical rating of the unit shall be 240-volt, 1-phase.
B. The heat pump and air handler shall have a total cooling capacity of 60 MBH.
The compressor shall be a welded hermitic type with internal vibration
isolations, built-in thermal and over-current protective devices. The
compressor shall be a scroll compressor, with suction and discharge gauge
ports. Coils shall be of copper tube construction, with mechanically bonded
aluminum plate fins. Heat pump unit shall include a fully louvered coil guard. •
Provide weather resistant PVC line set covers for refrigerant lines. Line set
covers shall be FortressTM manufactured by Airtec Products Corp. or approved
equal. Exterior visible lineset covers shall be painted to match exterior
building trim.
C. The air handler unit shall have a supplemental electric heater providing 26
' MBH at 240 volts. The heater shall be a nominal 7.5-kW, 3-phase, 240 volts.
The heater shall be equipped with an automatic reset limit switch and a one-
time high temperature thermal cut-out switch for additional safety back-up
protection.
River Terrace North Pump Station and Force Main,PN 6631 Heating, Cooling and Ventilating
14-1611.204 15500 -7
1
E. The air handler unit shall be intended for installation in a free air-flow 1
mounting configuration, with ducting and metal grilles included as necessary
for the supply and return air openings. The grilles shall be mounted directlyI
on the ceiling of the room. Spacing between louvers on the return air grille
shall not be larger than 3/4 inches.
F. Controls shall be factory wired and located in a readily accessible location on
the unit. Line voltage circuit breaker or toggle disconnect with lockable cover
shall be supplied and easily accessible. Time delay relay shall be provided to
prevent short cycling of the compressor.
G. An electronic thermostat for automatic heating, cooling and ventilating control I
shall be provided for wall-mounting in the control room.
H. The air handler unit shall have maximum dimensions as follows: 23 inches I
wide, 57 inches tall, and 22 inches deep. Unit shall include full length
mounting brackets integral with the cabinet.
I. The exterior panels shall be finished with backed-on exterior polyester enamel
paint, applied over a polyurethane primer coating. Paint must exceed 1,000-
hour salt spray under ASTM B117 test method. Exterior paint shall be factory
applied, and color shall be standard finish, as selected by OWNER.
CONTRACTOR shall provide manufacturer-supplied color samples with
submittal.
J. The split-system heat pump unit shall consist of an air handler and heat pump
manufactured by Luxaire, models AHV36C3XH21 and THJD36S41S7,
respectively, or approved equal.
'2.8 Thermostats
A. T-1, Control Room thermostat shall be digital programmable type with two
independent heating and cooling setpoints. Adjustment shall be by pressing
the thermostat up or down arrows. Automatic setback time period shall be 7-
day setback programming, with up to 2 automatic setback comfort time 1
periods per day, a built-in setback override, adjustable from 10 minutes to 40
hours, a 7-day electric time clock, and heat/cool/fan annunciators to indicate
equipment operation and automatic heating/cooling changeover. Thermostats
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shall meet the Energy Conservation Standard approval where required by the
State. An insulating back shall be provided where exterior wall mounting is 1
indicated. .
B. T-2, Valve vault thermostat shall be mercury free, 24V, one stage heat only. I Control range shall be 35-85 degrees F. Thermostat shall be Honeywell
T822K1042 or approved equal.
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River Terrace North Pump Station and Force Main,PN 6631 Heating,Cooling and Ventilating
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IPART 3 EXECUTION
I3.1 General
A. The CONTRACTOR shall ascertain that all inserts, chassis, shafts and
Iopenings are correctly located; otherwise all new openings shall be cut at no
additional expense to the OWNER.
IB. The CONTRACTOR shall test and make tight all work, furnish all equipment
necessary to carry out the tests and thoroughly clean the system before startup.
I3.2 Ductwork Installation
A. Ductwork and accessories shall be installed in accordance with manufacturer's
Irecommendations, ASHRAE Standards and SMACNA Duct Construction
Manual.
B. Shop fabricated joints shall be flanged or wrapped. All joints shall provide
leak-free performance at operating pressures.
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3.3 System Balancing
A. Characteristics to be tested and adjusted to conform to values shown and
1 specified include the following:
1. Total airflow rates delivered by fans
I2. Flow rates at allilles registers, diffusers,g supply and exhaust ducts
1 3. Distribution patterns at air terminal outlets
4. Measured voltage and clamps on each phase of each fan motor while,
Ithe equipment is under normal maximum load.
5. Nameplate voltage and current for each motor
IB. Airflow Rate Measurements
I1. All flow rates shall be measured with supply and exhaust systems
operating with filter bank resistance midway between the design values
specified for clean and dirty filters, with all auxiliary systems operating
Iand with all doors closed or under regular traffic.
2. Flow rates at grilles, registers, branch ductwork and air distribution
Ipatterns shall be tested in strict accordance with the latest edition of the
ASHRAE Standard, "Method of Testing for Rating the Air Flow
Performance of Outlets and Inlets."
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C. Adjustments
1. In all cases, airflow rates supplied, exhausted or returned shall be 1
within±5 percent of the design values shown and specified and shall
achieve the minimum pressure differentials required by NFPA 820.
Airflow rates shall be obtained by adjustment of the fan speeds,
dampers or registers.
2. The deflection pattern of all supply outlets shall be adjusted to ensure 1
proper and uniform air distribution throughout the area served by such
outlets.
3. Damper positions shall be permanently marked after air balance is
complete so that they can be restored to their correct position if
disturbed at any time.
4. Automatic control systems shall be adjusted for normal operating
conditions.
5. Should any piece of apparatus, material or work fail to meet the
specified requirements in these tests, the CONTRACTOR shall make
the necessary corrections and retest the apparatus, material or work at
no additional cost to the OWNER.
D. System Modifications
1. Effort has been made to show dampers and other equipment as required 1
to balance the air systems. The contractor shall furnish and install,
upon authorization by the ENGINEER, any additional such items
required to satisfactorily balance the systems. The cost of additional
equipment, including installation, will be borne by the
CONTRACTOR 1
2. Where required and authorized by the ENGINEER, fans shall be
provided with larger or smaller sheaves by the CONTRACTOR, to
drive the fans at speeds necessary to produce the indicated volumes.
The cost of installing new sheaves will be borne by the
CONTRACTOR. For bidding purposes, the CONTRACTOR shall 1
allow for provision and change of two sheave sets per fan unit.
3.4 HVAC Equipment Installation 1
A. The installation of HVAC equipment shall conform to local codes and
ordinances,NFPA 90A and SMACNA. Mounting and supporting of all 1
equipment including accessories and appurtenances shall be provided;
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including, but not limited to, structural supports, hangers, vibration isolators,
stands, clamps and brackets.
' B. Installation shall conform to
equipment manufacturer's recommendation,
unless otherwise indicated. Equipment shall be installed, leveled and located
so that working clearance is available under overhead lines; and so that
working space is available for all necessary servicing such as shaft removal,
replacing or adjusting drives and motors, lubrication, filter replacement and
access to automatic controls.
3.5 Electrical Work
Electricalmotor-driven motor driven equipment specified in this section shall be provided complete J
with motors and controls. Electric equipment and wiring shall be UL listed and
comply with requirements of NFPA 70 and Division 16 - Electrical Work
END OF SECTION
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