HomeMy WebLinkAboutThayer Lake Hydropower Project 95% Design Review - Dec 2020 - REF Grant 7040038Kootznoowoo, Inc.
Thayer Creek Hydroelectric Project
General Construction Package
Construction Documents Specifications
95% Design Review
December 30, 2020
HDR Project No. 10174531
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HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
General Construction Package 95% Design Review
Table of Contents
00 01 10 1
TABLE OF CONTENTS
DIVISION 01 GENERAL REQUIREMENTS
01 11 00 - SUMMARY OF WORK
01 25 13 - PRODUCT SUBSTITUTIONS
01 26 31 - REQUESTS FOR INFORMATION (RFI)
01 33 00 - SUBMITTALS
01 33 04 - OPERATION AND MAINTENANCE MANUALS
01 35 05 - ENVIRONMENTAL PROTECTION AND SPECIAL CONTROLS
DIVISION 03 CONCRETE
03 09 00 - CONCRETE
DIVISION 05 METALS
05 50 00 - METAL FABRICATIONS
05 52 05 - STEEL RAILINGS
DIVISION 08 OPENINGS
08 11 00 - HOLLOW METAL DOORS AND FRAMES
08 33 23 - STEEL ROLLING OVERHEAD DOORS
08 70 00 - FINISH HARDWARE
DIVISION 13 SPECIAL CONSTRUCTION
13 34 19 - METAL BUILDING SYSTEMS
DIVISION 31 EARTHWORK
31 21 33 - TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES
31 23 00 - EARTHWORK
31 37 00 - STONE REVETMENT (RIP RAP)
DIVISION 32 EXTERIOR IMPROVEMENTS
32 34 00 - PREFABRICATED MODULAR STEEL BRIDGE
DIVISION 40 PROCESS INTERCONNECTIONS
40 05 05 - EQUIPMENT - BASIC REQUIREMENTS
40 05 13 - PIPE AND PIPE FITTINGS - BASIC REQUIREMENTS
40 05 24 - PIPE STEEL
40 15 75 - INSTALLATION OF STEEL PENSTOCK
40 60 05 - WATER CONTROL GATES
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DIVISION 01
GENERAL REQUIREMENTS
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HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
General Construction Package 95% Design Review
SUMMARY OF WORK
01 11 00 1
SECTION 01 11 00
SUMMARY OF WORK
PART 1 - GENERAL
1.1 SCOPE OF WORK
A. The Work under this Contract consists of the construction of the Thayer Creek Hydroelectric
Project near the City of Angoon, AK as specified below and as shown on the Drawings. The
Owner is providing the generating equipment for the project, constructing the transmission line
and performing startup and testing of the completed system. The Contractor is to provide all the
other equipment necessary for a complete generating facility and to install all Owner provided
materials and equipment. The scope of work and materials provided by the Owner are described
in more detail below.
1.2 WORK UNDER THIS CONTRACT
1.
2.
70, whichever is less. Clearing consists of removing all logs, limbs and brush
and disposal of limbs and brush to slash disposal areas on either side of creek above
elevation 70.
near the access road.
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
General Construction Package 95% Design Review
SUMMARY OF WORK
01 11 00 2
2.
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SUMMARY OF WORK
01 11 00 3
A. The Owner has obtained a variety of permits, leases and licenses from the State of Alaska and
federal agencies and local landowners authorizing the construction of the project. Contractor
shall comply with the specific requirements and terms and conditions of these permits, leases
and licenses as they apply to the Work. Applicable documents are as follows:
1. USFS Special Use Permit and associated compliance plans.
2. U.S. Army Corps of Engineers Section 404 Permit
3. State of Alaska Title 16 Fish Habitat Permit
4. Sealaska Land Use Lease
B. Copies of each of these documents are available from the Owner by request and are made a part
of the Contract Documents by this reference.
C. Contractor shall develop and follow a Storm Water Pollution Prevention Plan (SWPPP)
acceptable to the Alaska Department of Environmental Conservation (ADEC).
PART 2 - PRODUCTS (NOT APPLICABLE TO THIS SPECIFICATION SECTION)
PART 3 - EXECUTION (NOT APPLICABLE TO THIS SPECIFICATION SECTION)
END OF SECTION
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HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
General Construction Package 95% Design Review
PRODUCT SUBSTITUTIONS
01 25 13 1
SECTION 01 25 13
PRODUCT SUBSTITUTIONS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. The procedure for requesting the approval of substitution of a product that is not equivalent
to a product which is specified by descriptive or performance criteria or defined by
reference to one or more of the following:
a. Name of manufacturer.
b. Name of vendor.
c. Trade name.
d. Catalog number.
2. Substitutions are not "or-equals."
B. Request for Substitution - General:
1. Base all bids on materials, equipment, and procedures specified.
2. Certain types of equipment and kinds of material are described in specifications by means of
references to names of manufacturers and vendors, trade names, or catalog numbers.
a. When this method of specifying is used, it is not intended to exclude from consideration
other products bearing other manufacturer's or vendor's names, trade names, or catalog
numbers, provided said products are "or-equals," as determined by Engineer.
3. Other types of equipment and kinds of material may be acceptable substitutions under the
following conditions:
a. Or-equals are unavailable due to strike, discontinued production of products meeting
specified requirements, or other factors beyond control of Contractor; or,
b. Contractor proposes a cost and/or time reduction incentive to the Owner.
1.2 QUALITY ASSURANCE
A. In making request for substitution or in using an approved product, Contractor represents
Contractor:
1. Has investigated proposed product, and has determined that it is adequate or superior in all
respects to that specified, and that it will perform function for which it is intended.
2. Will provide same guarantee for substitute item as for product specified.
3. Will coordinate installation of accepted substitution into Work, to include building
modifications if necessary, making such changes as may be required for Work to be
complete in all respects.
4. Waives all claims for additional costs related to substitution which subsequently arise.
1.3 DEFINITIONS
A. Product: Manufactured material or equipment.
1.4 PROCEDURE FOR REQUESTING SUBSTITUTION
A. Substitution shall be considered only:
a. After Award of Contract.
2. Under the conditions stated herein.
B. Written request through Contractor only.
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PRODUCT SUBSTITUTIONS
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C. Transmittal Mechanics:
1. Follow the transmittal mechanics prescribed for Shop Drawings in Specification Section 01
33 00.
a. Product substitution will be treated in a manner similar to "deviations," as described in
Specification Section 01 33 00.
b. List the letter describing the deviation and justifications on the transmittal form in the
space provided under the column with the heading DESCRIPTION.
1) Include in the transmittal letter, either directly or as a clearly marked attachment,
the items listed in Paragraph D below.
D. Transmittal Contents:
1. Product identification:
a. Manufacturer's name.
b. Telephone number and representative contact name.
c. Specification Section or Drawing reference of originally specified product, including
discrete name or tag number assigned to original product in the Contract Documents.
2. Manufacturer's literature clearly marked to show compliance of proposed product with
Contract Documents.
3. Itemized comparison of original and proposed product addressing product characteristics
including but not necessarily limited to:
a. Size.
b. Composition or materials of construction.
c. Weight.
d. Electrical or mechanical requirements.
4. Data relating to changes in construction schedule.
5. Data relating to changes in cost.
6. Samples:
a. At request of Engineer.
b. Full size if requested by Engineer.
c. Held until substantial completion.
d. Engineer not responsible for loss or damage to samples.
1.5 APPROVAL OR REJECTION
A. Written approval or rejection of substitution given by the Engineer.
B. Engineer reserves the right to require proposed product to comply with color and pattern of
specified product if necessary to secure design intent.
C. In the event the substitution is approved, the resulting cost and/or time reduction will be
documented by Change Order in accordance with the General Conditions.
D. Substitution will be rejected if:
1. Submittal is not through the Contractor with his stamp of approval.
2. Request is not made in accordance with this Specification Section.
3. In the Engineer's opinion, acceptance will require substantial revision of the original design.
4. In the Engineer's opinion, substitution will not perform adequately the function consistent
with the design intent.
PART 2 - PRODUCTS - (NOT APPLICABLE TO THIS SPECIFICATION SECTION)
PART 3 - EXECUTION - (NOT APPLICABLE TO THIS SPECIFICATION SECTION)
END OF SECTION
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
General Construction Package 95% Design Review
REQUESTS FOR INFORMATION (RFI)
01 26 31 1
SECTION 01 26 31
REQUESTS FOR INFORMATION (RFI)
PART 1 - GENERAL
1.1 SUMMARY
A. This Specification Section specifies administrative and procedural requirements for handling and
processing Requests for Information (RFI).
B. RFI is intended for requesting clarifications and interpretations of Contract Documents due to
apparent inconsistencies, errors or omissions in Contract Documents, and due to unanticipated
existing conditions.
C. RFI is not intended for general communication, requesting substitutio
changes, resolution of nonconforming work, or coordination between contractors or for general
questions not related to Contract Documents.
D. RFI process is intended to be a cooperative effort between Engineer and Contractor to expedite
responses to RFIs and maintain progress of Work without utilizing other lengthy procedures.
E. Any other proposed method of processing RFIs other than indicated within this Specification
1. If Engineer agrees to utilize another proposed method, Engineer will be reimbursed for any
special training, usage fees, extra time required to implement, maintain, utilize and
administer such a system.
1.2 RFI SUBMITTAL PROCEDURE
A. All RFIs shall be submitted on the form attached to this Specification Section, or on mutually
agreeable forms to be provided at the preconstruction meeting, and shall include all backup
information.
1. Backup information shall include, but not be limited to Contractor verified field
measurements, quantities, dimensions, installation requirements, materials, catalog number,
and any other information that will assist the Owner in reviewing the RFI.
B. Within 10 working days of receipt of RFI, Engineer will either return a response to the RFI or
notify Contractor when a response will be issued.
1.3 COMMENCEMENT OF RFI-RELATED WORK
A. No portion of the work requiring instruction from the Engineer shall begin until RFI has been
reviewed by the Engineer and returned to Contractor with instruction or with notation indicating
Engineer response is not necessary.
PART 2 - PRODUCTS - (NOT APPLICABLE TO THIS SPECIFICATION SECTION)
PART 3 - EXECUTION
3.1 REQUESTS FOR INFORMATION
A. Review of Contract Documents and Field Conditions:
1. Before starting each portion of Work, Contractor shall carefully study and compare various
Drawings, Specifications and other Contract Documents, coordination drawings, Shop
Drawings, prior correspondence or documentation relative to that portion of Work, as well
as information furnished by Owner.
2. Contractor and Subcontractors shall evaluate and take field measurements of conditions
related to that portion of Work and shall observe any conditions at site affecting it.
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
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REQUESTS FOR INFORMATION (RFI)
01 26 31 2
3. These obligations are for purpose of facilitating coordination and construction by
Contractor.
4. Any errors, inconsistencies or omissions discovered in Contract Documents shall be
reported promptly to Engineer as a properly prepared and timely RFI.
B.
1. When interpretation, clarification or explanation of portion of Construction Documents is
needed by Contractor, Subcontractor, Vendor or Supplier, the request shall be processed
through Contractor.
a. Review request for completeness, quality, proper referencing to Drawing or
Specification Section and reason submitted.
b. If request is not acceptable, it shall be returned to submitter with comments regarding
reason for being returned.
c. Make every attempt to validate, resolve or respond to RFI by thoroughly researching
and reviewing Contract Documents and field conditions.
d. Respond to RFI accordingly if review of RFI discloses a response or is related to
coordination of construction or other issue not related to Contract Documents.
e. If unable to respond to request, it shall be restated in clear, concise, correct, complete
and easily understood manner, and rewritten if necessary, additional information
included if necessary, and only then submitted to Engineer for response.
2. Follow these procedures in developing an RFI:
a. List specific Contract Documents researched when seeking information being
requested.
b. Reference all applicable Contract Drawings by sheet number, section, detail, room
number, door number, etc., Specifications by section and paragraph number, and
reference any other relevant documents.
c. The field titled "Regarding" on attached RFI form must be clear for future reference in
reports or correspondence.
d. Clearly state request and provide Contract Document references and any additional
information needed so request can be fully understood, including sketches, photos or
other reference material.
e. Fully assess issues, suggest any reasonable solutions and include various factors,
including potential costs, schedule impacts, if any, and recommendations which will aid
in determining a solution or response.
1) If a reasonable solution cannot be suggested, a statement to that effect should be so
stated.
f. Indicate reason request is being submitted.
g. Any critical RFI s requiring a rapid response shall clearly indicate such with an
explanation as to why RFI is critical.
h. Priority for responses shall be indicated when multiple RFI s are submitted within short
period of time.
3. Copies of responses to RFI s shall be distributed to all parties affected.
4. A response to RFI shall not be considered a notice to proceed with a change that may revise
the Contract Sum or Contract Time, unless authorized by Owner in writing.
5. If response to RFI is determined incomplete, it shall be resubmitted with reason response is
unacceptable and any necessary additional information within 5 days of time of receipt of
response to RFI.
C. RFI Submittal Numbering:
1. tial order (1, 2, 3, 4, etc.).
2. A resubmitted RFI or a previously answered RFI requiring revising or further clarification
shall be submitted using original RFI number proceeded by ".1" to indicate revision one of
RFI (i.e.: RFI No. 34.1 for revision 1 to RFI No. 34).
3. Engineer may return RFI without response for following reasons:
a. Request is unclear or incomplete.
b. Detailed information not provided.
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REQUESTS FOR INFORMATION (RFI)
01 26 31 3
c. Is related to construction means, methods or techniques.
d. Is related to health or safety measures.
e.
f. Is for coordination between Subcontractors.
g. Is considered a "Substitution Request."
h. Is considered a "Contractor Proposed Change."
i. Is due to non-conformance.
j. Response is required by another party.
END OF SECTION
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
General Construction Package 95% Design Review
REQUESTS FOR INFORMATION (RFI)
01 26 31 4
REQUEST FOR INFORMATION FORM
Contractor's RFI No. Engineer's RFI No.
Contract:
Contractor:
Owner: Owner's Contract No.
Engineer HDR Engineering, Inc. Engineer's Contract No.
THIS REQUEST BY: cc to:
(Name of the Contractor's Representative)
REFERENCE: DIVISION _____ SECTION __________ PLAN SHEET NO. __________________
ATTACHMENTS
INTERPRETATION BY: Date: , 20
(Name of the Engineer's Representative)
ATTACHMENTS
The General Conditions specifies that once the Engineer provides a response to a Contractor's RFI, that
determination shall be final and binding on the Contractor unless the Contractor delivers to the Owner
written notice of a change in the work within a certain period of time of receipt of that determination. See
the GCs for further clarification.
cc to: ______________________________________
___________________________________________
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
General Construction Package 95% Design Review
SUBMITTALS
01 33 00 1
SECTION 01 33 00
SUBMITTALS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Mechanics and administration of the submittal process for:
a. Shop Drawings.
b. Samples.
c. Informational submittals.
2. General content requirements for Shop Drawings.
1.2 DEFINITIONS
A. Shop Drawings:
1. Product data and samples are Shop Drawing information.
2. Initial and Revised Construction Baseline Schedules.
3. Schedule of Values.
B. Informational Submittals:
1. Submittals other than Shop Drawings and samples required by the Contract Documents that
do not require approval.
2. Representative types of informational submittal items include but are not limited to:
a. Construction Record Schedules (progress schedules).
b. HVAC test and balance reports.
c. Installed equipment and systems performance test reports.
d. Manufacturer's installation certification letters.
e. Instrumentation and control commissioning reports.
f. Warranties.
g. Service agreements.
h. Construction photographs.
i. Survey data.
j. Health and safety plans.
k. Work plans.
l. Delegated designs per performance specification requirements
3. For-Information-Only submittals upon which the Engineer is not expected to conduct
review or take responsive action may be so identified in the Contract Documents.
1.3 SUBMITTAL SCHEDULE
A. Schedule of Shop Drawings:
1. Submitted and approved within 20 days of receipt of Notice to Proceed.
2. Account for multiple transmittals under any Specification Section where partial submittals
will be transmitted.
3. Submittal and approval prior to 50 percent completion.
B. Informational Submittals:
1. Reports and installation certifications submitted within five (5) working days of conducting
testing or examination.
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
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SUBMITTALS
01 33 00 2
C. The submittal schedule shall include the following columns as a minimum:
Submittal
Section
Submittal Description Planned
Submittal
Date
Submittal
Need Date
Actual
Submittal
Date
Actual
Return
Date
Disposition
1.4 PREPARATION OF SUBMITTALS
A. Legibility:
1. All submittals and all pages of all copies of a submittal shall be completely legible.
2.
review.
B. Shop Drawings and Samples:
1. Scope of any submittal and letter of transmittal:
a. Limited to one (1) Specification Section.
b. Do not submit under any Specification Section entitled (in part) "Basic Requirements"
unless the product or material submitted is specified, in total, in a "Basic Requirements"
Specification Section.
2. Numbering letter of transmittal:
a. Use the Specification Section number followed by a series number ("-xx" and
beginning with "01"); increase the series number sequentially with each additional
transmittal for that Specification Section.
3. Describing transmittal contents:
a. Provide listing of each component or item in submittal capable of receiving an
independent review action.
b. Identify for each item:
1) Manufacturer and Manufacturer's Drawing or data number.
2) Contract Document tag number(s).
3) Unique page numbers for each page of each separate item.
c. When submitting "or-equal" items that are not the products of named manufacturers,
include the words "or-equal" in the item description.
4. Contractor certification of review and approval:
a. Contractor's review and approval certification stamp shall be applied either to the letter
of transmittal or a separate sheet preceding each independent item in the submittal.
1) Stamp may be either a wet ink stamp or electronically embedded.
2) Clearly identify the person who reviewed the submittal and the date it was
reviewed.
3) Shop Drawing submittal stamp shall read "(Contractor's Name) has satisfied
Contractor's obligations under the Contract Documents with respect to Contractor's
review and approval as stipulated in the General Conditions."
b. Contractor shall execute Exhibit AA, Contractor's Submittal Certification form, to
indicate Contractor has reviewed and approved the submittal contents.
1) Clearly identify the person who reviewed the submittal and the date it was
reviewed."
c. Submittals containing multiple independent items shall be prepared with each item
listed on the letter of transmittal or on an index sheet for all items listing the discrete
page numbers for each page of each item, which shall be stamped with the Contractor's
review and approval stamp.
1) Each independent item shall have a cover sheet with the transmittal number and
item number recorded.
a) Provide clear space of 3 IN SQ for Engineer stamping.
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
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SUBMITTALS
01 33 00 3
2) Individual pages or sheets of independent items shall be numbered in a manner that
permits the entire contents of a particular item to be readily recognized and
associated with Contractor's certification.
5. Resubmittals:
a. Number with original Specification Section and series number with a suffix letter
starting with "A" on a (new) duplicate transmittal form.
b. Do not increase the scope of any prior transmittal.
c. Account for all components of prior transmittal.
1) If items in prior transmittal received "A" or "B" Action code, list them and indicate
"A" or "B" as appropriate.
a) Do not include submittal information for items listed with prior "A" or "B"
Action in resubmittal.
2) Indicate "Outstanding-To Be Resubmitted At a Later Date" for any prior "C" or
"D" Action item not included in resubmittal.
a) Obtain Engineer's approval to exclude items.
6. For 8-1/2 x 11 IN, 8-1/2 x 14 IN, and 11 x 17 IN size sheets, provide three (3) copies of
each submittal for Engineer plus the number required by the Contractor.
a. All other size sheets:
1) Submit one (1) reproducible transparency or high resolution print and one (1)
additional print of each Drawing until approval is obtained.
2) Utilize mailing tube; do not fold.
3) The Engineer will mark and return the reproducible to the Contractor for
reproduction and distribution.
7. Contractor shall not use red color for marks on transmittals.
a. Duplicate all marks on all copies transmitted, and ensure marks are photocopy
reproducible.
b. Engineer will use red marks or enclose marks in a cloud.
8. Transmittal contents:
a. Coordinate and identify Shop Drawing contents so that all items can be easily verified
by the Engineer.
b. Provide submittal information or marks defining specific equipment or materials
utilized on the Project.
1) Generalized product information, not clearly defining specific equipment or
materials to be provided, will be rejected.
c. Identify equipment or material project application, tag number, Drawing detail
reference, weight, and other Project specific information.
d. Provide sufficient information together with technical cuts and technical data to allow
an evaluation to be made to determine that the item submitted is in compliance with the
Contract Documents.
e. Do not modify the manufacturer's documentation or data except as specified herein.
f. Submit items such as equipment brochures, cuts of fixtures, product data sheets or
catalog sheets on 8-1/2 x 11 IN pages.
1) Indicate exact item or model and all options proposed.
g. When a Shop Drawing submittal is called for in any Specification Section, include as
appropriate, scaled details, sizes, dimensions, performance characteristics, capacities,
test data, anchoring details, installation instructions, storage and handling instructions,
color charts, layout Drawings, rough-in diagrams, wiring diagrams, controls, weights
and other pertinent data in addition to information specifically stipulated in the
Specification Section.
1) Arrange data and performance information in format similar to that provided in
Contract Documents.
2) Provide, at minimum, the detail specified in the Contract Documents.
h. If proposed equipment or materials deviate from the Contract Drawings or
Specifications in any way, clearly note the deviation and justify the said deviation in
detail in a separate letter immediately following transmittal sheet.
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
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01 33 00 4
9. Samples:
a. Identification:
1) Identify sample as to transmittal number, manufacturer, item, use, type, project
designation, tag number, Specification Section or Drawing detail reference, color,
range, texture, finish and other pertinent data.
2) If identifying information cannot be marked directly on sample without defacing or
adversely altering samples, provide a durable tag with identifying information
securely attached to the sample.
b. Include application specific brochures, and installation instructions.
c. Provide Contractor's review and approval certification stamp or Contractor's Submittal
Certification form as indication of Contractor's checking and verification of dimensions
and coordination with interrelated work.
d. Resubmit revised samples of rejected items.
C. Informational Submittals:
1. Prepare in the format and detail specified in Specification requiring the informational
submittal.
1.5 TRANSMITTAL OF SUBMITTALS
A. Shop Drawings and Samples:
1. Transmit all submittals to:
HDR Alaska
2525 C Street
Suite 500
Anchorage, AK 99503
Attn: Paul Berkshire, P.E.
2. Utilize two (2) copies of attached Exhibit A to transmit all Shop Drawings and samples.
3. All submittals must be from Contractor.
a. Submittals will not be received from or returned to subcontractors.
B. Informational Submittals:
1. Transmit under Contractor's standard letter of transmittal or letterhead.
2. Submit in triplicate or as specified in individual Specification Section.
3. Transmit to:
HDR Alaska
2525 C Street
Suite 500
Anchorage, AK 99503
Attn: Paul Berkshire, P.E.
4. Provide copy of letter of transmittal without attachments to .
a. Exception for concrete, soils compaction and pressure test reports.
1) Transmit one (1) copy of test reports to Resident Project Engineer.
2) Transmit one (1) copy of test reports to location and individual indicated above for
other informational submittals.
C. Electronic Transmission of Submittals:
1. Transmittals may be made electronically.
a. Use email.
b. Protocols and processes will be determined at the Pre-Construction Conference.
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01 33 00 5
2. Scan all transmittals into Adobe Acrobat Portable Document Format (PDF), latest version,
with printing enabled.
a. Do not password protect or lock the PDF document.
b. Rotate sheets that are normally viewed in landscape mode so that when the PDF file is
opened the sheet is in the appropriate position for viewing.
3. Required signatures may be applied prior to scanning for transmittal.
1.6 ENGINEER'S REVIEW ACTION
A. Shop Drawings and Samples:
1. Items within transmittals will be reviewed for overall design intent and will receive one (1)
of the following actions:
a. A - FURNISH AS SUBMITTED.
b. B - FURNISH AS NOTED (BY ENGINEER).
c. C - REVISE AND RESUBMIT.
d. D - REJECTED.
e. E - ENGINEER'S REVIEW NOT REQUIRED.
2. Submittals received will be initially reviewed to ascertain inclusion of Contractor's approval
stamp.
a. Submittals not stamped by the Contractor or stamped with a stamp containing language
other than that specified herein will not be reviewed for technical content and will be
returned without any action.
3. pproval stamp, Owner and
Engineer reserve the right to review and process poorly organized and poorly described
submittals as follows:
a. Submittals transmitted with a description identifying a single item and found to contain
multiple independent items:
1) Review and approval will be limited to the single item described on the transmittal
letter.
2) Other items identified in the submittal will:
a) Not be logged as received by the Engineer.
b) Be removed from the submittal package and returned without review and
comment to the Contractor for coordination, description and stamping.
c) Be submitted by the Contractor as a new series number, not as a re-submittal
number.
b. retion, may revise the transmittal letter item list and
descriptions, and conduct review.
1)
approval stamp will be deemed to have applied to the entire contents of the
submittal package.
4. Submittals returned with Action "A" or "B" are considered ready for fabrication and
installation.
a. If for any reason a submittal that has an "A" or "B" Action is resubmitted, it must be
accompanied by a letter defining the changes that have been made and the reason for
the resubmittal.
b. Destroy or conspicuously mark "SUPERSEDED" all documents having previously
received "A" or "B" Action that are superseded by a resubmittal.
5. Submittals with Action "A" or "B" combined with Action "C" (Revise and Resubmit) or
"D" (Rejected) will be individually analyzed giving consideration as follows:
a. The portion of the submittal given "C" or "D" will not be distributed (unless previously
agreed to otherwise at the Preconstruction Conference).
1) One (1) copy or the one (1) transparency of the "C" or "D" Drawings will be
marked up and returned to the Contractor.
a) Correct and resubmit items so marked.
b. Items marked "A" or "B" will be fully distributed.
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c. If a portion of the items or system proposed are acceptable, however, the major part of
the individual Drawings or documents are incomplete or require revision, the entire
submittal may be given "C" or "D" Action.
1) This is at the sole discretion of the Engineer.
2) In this case, some Drawings may contain relatively few or no comments or the
statement, "Resubmit to maintain a complete package."
3) Distribution to the Owner and field will not be made (unless previously agreed to
otherwise).
6. Failure to include any specific information specified under the submittal paragraphs of the
Specifications will result in the submittal being returned to the Contractor with "C" or "D"
Action.
7. Calculations required in individual Specification Sections will be received for information
purposes only, as evidence calculations have been performed by individuals meeting
specified qualifications, and will be returned stamped "E. Engineer's Review Not Required"
to acknowledge receipt.
8. Contractor shall furnish required submittals with sufficient information and accuracy to
obtain required approval of an item with no more than three submittals. Engineer will record
mple,
or other item requiring approval, and Contractor shall be responsible
to Owner for such time. Owner may impose a set-off against payments due to Contractor to
secure reimbursement for such charges.
9. Transmittals of submittals which the Engineer considers as "Not Required" submittal
information, which is supplemental to but not essential to prior submitted information, or
items of information in a transmittal which have been reviewed and received "A" or "B"
action in a prior submittal, will be returned with action "E. Engineer's Review Not
Required."
10. Samples may be retained for comparison purposes.
a. Remove samples when directed.
b. Include in bid all costs of furnishing and removing samples.
11. Approved samples submitted or constructed, constitute criteria for judging completed work.
a. Finished work or items not equal to samples will be rejected.
PART 2 - PRODUCTS - (NOT APPLICABLE TO THIS SPECIFICATION SECTION)
PART 3 - EXECUTION - (NOT APPLICABLE TO THIS SPECIFICATION SECTION)
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
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SUBMITTALS
01 33 00 1
EXHIBIT A Shop Drawing Transmittal
No. ________-____
(Spec Section) (Series)
Project Name: Date Received:
Project Owner: Checked By:
Contractor: HDR Engineering, Inc. Log Page:
Address: Address: HDR No.:
Spec Section:
Drawing/Detail No.:
Attn: Attn: 1st. Sub ReSub.
Date Transmitted: Previous Transmittal Date:
Item
No.
No.
Copies
Description Manufacturer Mfr/Vendor Dwg or Data No. Action Taken*
Remarks:
* The Action designated above is in accordance with the following legend:
A - Furnish as Submitted
B - Furnish as Noted
C - Revise and Submit
1. Not enough information for review.
2. No reproducibles submitted.
3. Copies illegible.
4. Not enough copies submitted.
5. Wrong sequence number.
6. Wrong resubmittal number.
7. Wrong spec. section.
8. Wrong form used.
9. See comments.
D - Rejected
E - Engineer's review not required
1. Submittal not required.
2. Supplemental Information. Submittal retained for
informational purposes only.
3. Information reviewed and approved on prior submittal.
4. See comments.
5. Delegated Design - Submittal received as requested by
the Contract Documents. The Engineer did not review
the engineering or technical content of the submittal.
Engineer's review and approval is limited to determine whether items
covered by this submittal will, after installation or incorporation in the Work,
conform in general to the information given in the Contract Documents and
be compatible with the design concept of the completed Project as a
functioning whole. Any deviation from plans or specifications not depicted
in the submittal or included but not clearly noted by the Contractor may not
have been reviewed. Review by the Engineer shall not serve to relieve the
Contractor of the contractual responsibility for any error or deviation from
contract requirements.
Comments:
By Date
Distribution: Contractor File Field Owner Other
Copyright 1991-2013 HDR Engineering, Inc. - Revised November 2013
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
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SUBMITTALS
01 33 00 2
EXHIBIT AA Contractor's Submittal
Certification
Shop Drawing Transmittal No.:
Contract/Project Name:
Company Name:
has
1. reviewed and coordinated this Shop Drawing or Sample with other Shop Drawings and Samples and with the
requirements of the Work and the Contract Documents;
2. determined and verified all field measurements, quantities, dimensions, specified performance and design
criteria, installation requirements, materials, catalog numbers, and similar information with respect thereto;
3. determined and verified the suitability of all materials offered with respect to the indicated application,
fabrication, shipping, handling, storage, assembly, and installation pertaining to the performance of the Work;
and
4. determined and verified all information relative to Contractor's responsibilities for means, methods,
techniques, sequences, and procedures of construction, and safety precautions and programs incident
thereto.
This Submittal does not contain any variations from the requirements of the Contract Documents.
This Submittal does contain variations from the requirements of the Contract Documents. A separate
description of said variations and a justification for them is provided in an attachment hereto identified as:
"Shop Drawing Transmittal No. __________________________Variation and Justification Documentation"
Insert picture file or electronic signature of Authorized
Representative
Authorized Representative Date
Copyright 1991-2013 HDR Engineering, Inc. - Revised Oct 2011
Revision Log
END OF SECTION
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
General Construction Package 95% Design Review
OPERATION AND MAINTENANCE MANUALS
01 33 04 1
SECTION 01 33 04
OPERATION AND MAINTENANCE MANUALS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Administration of the submittal process for Operation and Maintenance Manuals.
2. Content requirements for Operation and Maintenance Manuals.
1.2 DEFINITIONS
A. Equipment Operation and Maintenance Manuals:
1. Contain the technical information required for proper installation, operation and
maintenance of process, electrical and mechanical equipment and systems.
B. Building Materials and Finishes Operation and Maintenance Manuals:
1. Contain the information required for proper installation and maintenance of building
materials and finishes.
1.3 SUBMITTALS
A. List of all the Operation and Maintenance Manuals required by the Contract as identified in
Division 02 through Division 48.
B. Operation and Maintenance Manuals:
1. Draft and final electronic copies.
2. Final paper copies: One (1).
1.4 SUBMITTAL SCHEDULE
A. List of Required Operation and Maintenance Manuals:
1. Submit list with Specification Section number and title within 90 days after Notice to
Proceed.
B. Draft Operation and Maintenance Manuals:
1. Submit approvable draft manuals in electronic format (PDF) within 30 days following
approval of the respective Shop Drawing.
2. All Draft Operation and Maintenance Manuals shall be received by no later than 50 percent
project completion.
C. Final Operation and Maintenance Manuals:
1. Final approval of Operation and Maintenance Manuals in electronic format (PDF) must be
obtained 45 days prior to equipment start-up.
2. Provide paper copies and CD-ROMs of approved final Operation and Maintenance Manuals
in electronic format (PDF), a minimum of 30 days prior to equipment start-up.
1.5 PREPARATION OF SUBMITTALS
A. General:
1. All pages of the Operation and Maintenance Manual submittal shall be legible.
a. , are illegible will be rejected without
review.
2. Identify each equipment item in a manner consistent with names and identification numbers
used in the Contract Documents, not the manufacturer s catalog numbers.
3. Neatly type any data not furnished in printed form.
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OPERATION AND MAINTENANCE MANUALS
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4. Operation and Maintenance Manuals are provided for Owner's use, to be reproduced and
distributed as training and reference materials within Owner's organization.
a. This requirement is:
1) Applicable to both paper copy and electronic files.
2) Applicable to materials containing copyright notice as well as those with no
copyright notice.
5. Notify supplier and/or manufacturer of the intended use of Operations and Maintenance
Manuals provided under the Contract.
B. Operation and Maintenance Manual Format and Delivery:
1. Draft electronic submittals:
a. Provide manual in Adobe Acrobat Portable Document Format (PDF), latest version.
b. Create one (1) PDF file for each equipment Operation and Maintenance Manual.
c. Do not password protect or lock the PDF document.
d. Drawings or other graphics must be converted to PDF file format from the original
drawing file format and made part of the PDF document.
e. Scanning of drawings is to be used only where actual file conversion is not possible and
drawings must be scanned at a resolution of 300 dpi or greater.
f. Rotate sheets that are normally viewed in landscape mode so that when the PDF file is
opened the sheet is in the appropriate position for viewing.
g. Create bookmarks in the navigation frame, for the Operation and Maintenance Manual
cover, the Table of Contents, and each top level entry in the Operation and Maintenance
Table of Contents.
h. Using Adobe Acrobat Standard or Adobe Acrobat Professional, set the PDF document
properties, initial view as follows:
1) Select File Properties Initial View.
2) Select the Navigation tab: Bookmarks Panel and Page.
3) Select the Page layout: Single Page.
4) Select the Magnification: Fit Page.
5) Select Open to page: 1.
6) Set the file to open to the cover page of the manual with bookmarks to the left, and
the first bookmark linked to the cover page.
i. Set the PDF file "Fast Web View" option to open the first several pages of the
document while the rest of the document continues to load.
1) To do this:
a) Select Edit Preferences Documents Save Settings.
b) Check the Save As optimizes for Fast Web View box.
j. PDF file naming convention:
1) Use the Specification Section number, name and the equipment
description, separated by underscores.
2) Example: 46 51 21_Sanitaire_Coarse_Bubble_Diffusers.pdf.
3) Do not put spaces in the file name.
2. Final electronic submittals:
a. Submit two (2) copies in PDF file format on two (2) CD-ROM discs (one (1) copy per
CD-ROM), each secured in a jewel case.
b. CD-ROM Labeling:
1) Provide the following printed labeling on all CD-ROM discs:
a) Project name.
b) Specification Section.
c) Equipment names and tag(s).
d) Manufacturer name.
e) Date (month, year).
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
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OPERATION AND MAINTENANCE MANUALS
01 33 04 3
c. CD-ROM Jewel Case Holder:
1) Insert jewel cases containing labeled CD-ROM discs in three-ring binder holder
(C-Line Products, www.c-lineproducts.com stock number CLI-61968 or
equivalent) at the front of each final paper copy.
3. Final paper copy submittals:
a. Quantity: Provide two (2) copies.
b. Paper: 8.5 x 11 IN or 11 x 17 IN bright white, 20 pound paper with standard three-hole
punching.
c. 3-Ring Binder:
1) Provide D-ring binder with clear vinyl sleeves (i.e. view binder) on front and spine.
2) Insert binder title sheet with the following information under the front and spine
sleeves:
a) Project name.
b) Specification Section.
c) Equipment names and tag(s),
d) Manufacturer name,
e) Date (month, year),
3) Provide plastic sheet lifters prior to first page and following last page.
d. Drawings:
1) Provide all drawings at 11 x 17 IN size, triple folded and three-hole punched for
insertion into manual.
2) Where reduction is not practical to ensure readability, fold larger drawings
separately and place in three-hole punched vinyl envelopes inserted into the binder.
3) Identify vinyl envelopes with drawing numbers.
e. Use plastic coated dividers to tab each section of each manual in accordance with the
Table of Contents.
C. Equipment Operation and Maintenance Manual Content:
1. Provide a cover page as the first page of each manual with the following information:
a. Manufacturer(s) Name and Contact Information.
b. Vendor .
c. Date (month, year).
d. Project Owner and Project Name.
e. Specification Section.
f. Project Equipment Tag Numbers.
g. Model Numbers.
h. Engi .
i. .
2. Provide a Table of Contents for each manual.
3. Provide Equipment Record sheets as follows:
a. Printed copies of the Equipment Record (Exhibits B1, B2 and B3), as the first tab
following the Table of Contents.
b. Exhibits B1-B3 are available as Fillable PDF Form documents from the Engineer.
c. Each section of the Equipment Record must be completed in detail; simply referencing
the related equipment Operation and Maintenance Manual sections for nameplate,
maintenance, spare parts or lubricant information is not acceptable.
d. For equipment involving separate components (for example, a motor and gearbox), a
fully completed Equipment Record is required for each component.
e. Submittals that do not include the Equipment Record(s) will be rejected without further
content review.
4. Provide the following detailed information:
a. Use equipment tag numbers from the Contract Documents to identify equipment and
system components.
b. Equipment function, normal and limiting operating characteristics.
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OPERATION AND MAINTENANCE MANUALS
01 33 04 4
c. Instructions for assembly, disassembly, installation, alignment, adjustment, and
inspection.
d. Operating instructions for start-up, normal operation, control, shutdown, and
emergency conditions.
e. Lubrication and maintenance instructions.
f. Troubleshooting guide.
g. Mark each sheet to clearly identify specific products and component parts and data
applicable to the installation for the Project; delete or cross out information that does
not specifically apply to the Project.
h. Parts lists:
1) A parts list and identification number of each component part of the equipment.
2) Exploded view or plan and section views of the equipment with a detailed parts
callout matching the parts list.
3) A list of recommended spare parts.
4) List of spare parts provided as specified in the associated Specification Section.
5) A list of any special storage precautions which may be required for all spare parts.
i. General arrangement, cross-section, and assembly drawings.
j. Electrical diagrams, including elementary diagrams, wiring diagrams, connection
diagrams, and interconnection diagrams.
k. Test data and performance curves.
l. As-constructed fabrication or layout drawings and wiring diagrams.
m. meeting the requirements of the
Contract.
n. Copy of any service contracts provided for the specific piece of equipment as part of
the Contract.
5. Additional information as required in the associated equipment or system Specification
Section.
D. Building Materials and Finishes Operation and Maintenance Manual Content:
1. Building products, applied materials and finishes:
a. Include product data, with catalog number, size, composition and color and texture
designations.
b. Provide information for ordering custom manufactured products.
2. Necessary precautions:
a. Include product MSDS for each approved product.
b. Include any precautionary application and storage guidelines.
3. Instructions for care and maintenance:
a. Include manufacturer's recommendations for cleaning agents and methods, precautions
against detrimental agents and methods and recommended schedule for cleaning and
maintenance.
4. Moisture protection and weather exposed products:
a. Include product data listing, applicable reference standards, chemical composition, and
details of installation.
b. Provide recommendations for inspections, maintenance and repair.
5. Additional requirements as specified in individual product specifications.
1.6 TRANSMITTAL OF SUBMITTALS
A. Operation and Maintenance Manuals.
1. Transmit all submittals to:
a. The address specified in Specification Section 01 33 00 - SUBMITTALS.
2. Transmittal form: Use Operation and Maintenance Manual Transmittal, Exhibit A.
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
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OPERATION AND MAINTENANCE MANUALS
01 33 04 5
3. Transmittal numbering:
a. Number each submittal with the Specification Section number followed by a series
number beginning with "-01" and increasing sequentially with each additional
transmittal, followed by "-OM" (for example: 4321 21-01-OM).
4. Submit draft and final Operation and Maintenance Manual in electronic format (PDF) to
Engineer, until manual is approved.
B. Expedited Return Delivery:
1. Include prepaid express envelope or air bill in submittal transmittal package for any
submittals Contractor expects or requires express return mail.
2. Inclusion of prepaid express envelope or air bill does not obligate Engineer to conduct
expedited review of submittal.
1.7 ENGINEER'S REVIEW ACTION
A. Draft Electronic (PDF) Submittals:
1. Engineer will review and indicate one of the following review actions:
a. A - ACCEPTABLE
b. B - FURNISH AS NOTED
c. C - REVISE AND RESUBMIT
d. D - REJECTED
2. Submittals marked as Acceptable or Furnish As Noted will be retained; however, the
transmittal form will be returned with a request for the final paper and electronic documents
to be submitted.
3. Copies of submittals marked as Revise and Resubmit or Rejected will be returned with the
transmittal form marked to indicate deficient areas.
4. Resubmit until approved.
B. Final Paper Copy Submittals:
1. Engineer will review and indicate one (1) of the following review actions:
a. A - ACCEPTABLE
b. D - REJECTED
2. Submittals marked as Acceptable will be retained with the transmittal form returned as
noted.
3. Submittals marked as Rejected will be returned with the transmittal form marked to indicate
deficient areas.
4. Resubmit until approved.
PART 2 - PRODUCTS - (NOT APPLICABLE TO THIS SPECIFICATION SECTION)
PART 3 - EXECUTION - (NOT APPLICABLE TO THIS SPECIFICATION SECTION)
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
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OPERATION AND MAINTENANCE MANUALS
01 33 04 6
EXHIBIT A Operation and Maintenance Manual
Transmittal _________-_____ - OM
(Spec Section) (Series) .
Project Name: Date Received:
Project Owner: Checked By:
Contractor: Owner: Log Page:
Address:
Attn:
Address:
Attn:
HDR No.:
1st. Sub. ReSub.
Date Transmitted: Previous Transmittal Date:
No.
Copies
Description of Item Manufacturer Dwg. or Data No. Action Taken*
Remarks:
To: From:
HDR Engineering, Inc.
Date:
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
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OPERATION AND MAINTENANCE MANUALS
01 33 04 7
EXHIBIT B1 Equipment Record
Equipment Data and Spare Parts Summary
Project Name Specification
Section:
Equipment Name Year
Installed:
Project Equipment Tag No(s).
Equipment Manufacturer Project/
Order No.
Address Phone
Fax Web Site E-mail
Local Vendor/Service Center
Address Phone
Fax Web Site E-mail
MECHANICAL NAMEPLATE DATA
Equip. Serial No.
Make Model No.
ID No. Frame No. HP RPM Cap.
Size TDH Imp. Sz. CFM PSI
Other:
ELECTRICAL NAMEPLATE DATA
Equip. Serial No.
Make Model No.
ID No. Frame No. HP V. Amp. HZ PH RPM SF
Duty Code Ins. Cl. Type NEMA C Amb. Temp. Rise Rating
Other:
SPARE PARTS PROVIDED PER CONTRACT
Part No. Part Name Quantity
RECOMMENDED SPARE PARTS
Part No. Part Name Quantity
(Jun 1990; Revised Oct 2001, Revised Nov 2007, Revised 2013) Copyright 1991-2014 HDR Engineering, Inc.
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
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OPERATION AND MAINTENANCE MANUALS
01 33 04 8
EXHIBIT B2 Equipment Record
Recommended Maintenance Summary
Equipment Description Project Equip. Tag No(s).
RECOMMENDED BREAK-IN MAINTENANCE (FIRST OIL CHANGES, ETC.)
INITIAL COMPLETION *
FOLLOWING START-UP
D W M Q S A RT Hours
RECOMMENDED PREVENTIVE MAINTENANCE
PM TASK INTERVAL *
D W M Q S A RT Hours
* D = Daily W = Weekly M = Monthly Q = Quarterly S = Semiannual A = Annual Hours = Run Time Interval
(Jun 1990; Revised Oct 2001, Revised Nov 2007, Revised 2013) Copyright 1991-2014 HDR Engineering, Inc.
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
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OPERATION AND MAINTENANCE MANUALS
01 33 04 9
Lubrication Summary
Equipment Description Project Equip. Tag No(s).
Lubricant Point
Manufacturer Product AGMA # SAE # ISO
1
2
3
4
5
Lubricant Point
Manufacturer Product AGMA # SAE # ISO
1
2
3
4
5
Lubricant Point
Manufacturer Product AGMA # SAE # ISO
1
2
3
4
5
Lubricant Point
Manufacturer Product AGMA # SAE # ISO
1
2
3
4
5
Lubricant Point
Manufacturer Product AGMA # SAE # ISO
1
2
3
4
5
Lubricant Point
Manufacturer Product AGMA # SAE # ISO
1
2
3
4
5
(Jun 1990; Revised Oct 2001, Revised Nov 2007, Revised 2013) Copyright 1991-2014 HDR Engineering, Inc.
END OF SECTION
EXHIBIT B3 Equipment Record
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General Construction Package 95% Design Review
ENVIRONMENTAL PROTECTION AND SPECIAL CONTROLS
01 35 05 1
SECTION 01 35 05
ENVIRONMENTAL PROTECTION AND SPECIAL CONTROLS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Minimizing the pollution of air, water, or land; control of noise, the disposal of solid waste
materials, and protection of deposits of historical or archaeological interest.
1.2 SUBMITTALS
A. Shop Drawings:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2. Prior to the start of any construction activities submit:
a. A copy of the approved ADEC stormwater pollution prevention plan (SWPPP).
PART 2 - PRODUCTS - (NOT APPLICABLE TO THIS SPECIFICATION SECTION)
PART 3 - EXECUTION
3.1 INSTALLATION
A. Employ and utilize environmental protection methods, obtain all necessary permits, and fully
observe all local, state, and federal regulations including FERC compliance plans developed for
the project.
B. Land Protection:
1. Except for any work or storage area and access routes specifically assigned for the use of
the Contractor, the land areas outside the limits of construction shall be preserved in their
present condition.
a. Contractor shall confine his construction activities to areas defined for work within the
Contract Documents.
2. Manage and control all borrow areas, work or storage areas, access routes and embankments
to prevent sediment from entering nearby water or land adjacent to the work site.
3. Restore all disturbed areas including borrow and haul areas and establish permanent type of
locally adaptable vegetative cover.
4. Unless earthwork is immediately paved or surfaced, protect all side slopes and backslopes
immediately upon completion of final grading.
5. Plan and execute earthwork in a manner to minimize duration of exposure of unprotected
soils.
6. Except for areas designated by the Contract Documents to be cleared and grubbed, the
Contractor shall not deface, injure or destroy trees and vegetation, nor remove, cut, or
disturb them without approval of the Engineer.
a. Any damage caused by the Contractor's equipment or operations shall be restored as
nearly as possible to its original condition at the Contractor's expense.
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ENVIRONMENTAL PROTECTION AND SPECIAL CONTROLS
01 35 05 2
C. Surface Water Protection:
1. Utilize, as necessary, erosion control methods to protect side and backslopes, minimize and
the discharge of sediment to the surface water leaving the construction site as soon as rough
grading is complete.
a. These controls shall be maintained until the site is ready for final grading and
landscaping or until they are no longer warranted and concurrence is received from the
Engineer.
b. Physically retard the rate and volume of run-on and runoff by:
1) Implementing structural practices such as diversion swales, terraces, straw bales,
silt fences, berms, storm drain inlet protection, rocked outlet protection, sediment
traps and temporary basins.
2) Implementing vegetative practices such as temporary seeding, permanent seeding,
mulching, sod stabilization, vegetative buffers, hydroseeding, anchored erosion
control blankets, sodding, vegetated swales or a combination of these methods.
3) Providing Construction sites with graveled or rocked access entrance and exit
drives and parking areas to reduce the tracking of sediment onto public or private
roads.
2. Discharges from the construction site shall not contain pollutants at concentrations that
produce objectionable films, colors, turbidity, deposits or noxious odors in the receiving
stream or waterway.
D. Solid Waste Disposal:
1. Collect solid waste on a daily basis.
2. Provide disposal of degradable solid waste to an approved solid waste disposal site.
3. Provide disposal of nondegradable solid waste to an approved solid waste disposal site or in
an alternate manner approved by Engineer and regulatory agencies.
4. No building materials wastes or unused building materials shall be buried, dumped, or
disposed of on the site.
E. Fuel and Chemical Handling:
1. Store and dispose of chemical wastes in a manner approved by regulatory agencies.
2. Take special measures to prevent chemicals, fuels, oils, greases, herbicides, and insecticides
from entering drainage ways.
3. Do not allow water used in onsite material processing, concrete curing, cleanup, and other
waste waters to enter a drainage way(s) or stream.
4. The Contractor shall provide containment around fueling and chemical storage areas to
ensure that spills in these areas do not reach waters of the state.
F. Completion of Work:
1. Upon completion of work, leave area in a clean, natural looking condition.
2. Ensure all signs of temporary construction and activities incidental to construction of
required permanent work are removed.
G. Historical Protection:
1. If during the course of construction, evidence of deposits of historical or archaeological
interests is found, cease work affecting find and notify Engineer.
a. Do not disturb deposits until written notice from Engineer is given to proceed.
2. The Contractor will be compensated for lost time or changes in construction to avoid the
find based upon normal change order procedures.
END OF SECTION
DIVISION 03
CONCRETE
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General Construction Package 95% Design Review
CONCRETE
03 09 00 1
SECTION 03 09 00
CONCRETE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Cast-in-place concrete and grout.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Bidding Requirements, Contract Forms, and Conditions of the Contract.
2. Division 01 - General Requirements.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. American Concrete Institute (ACI):
a. 116R, Cement and Concrete Terminology.
b. 211.1, Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass
Concrete.
c. 212.3R, Chemical Admixtures for Concrete.
d. 304R, Guide for Measuring, Mixing, Transporting, and Placing Concrete.
e. 304.2R, Placing Concrete by Pumping Methods.
f. 305R, Hot Weather Concreting.
g. 306R, Cold Weather Concreting.
h. 318, Building Code Requirements for Structural Concrete.
i. 347, Guide to Formwork for Concrete.
2. ASTM International (ASTM):
a. A82, Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.
b. A185, Standard Specification for Steel Welded Wire Reinforcement, Plain, for
Concrete.
c. A615, Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete
Reinforcement.
d. A775, Standard Specification for Epoxy-Coated Steel Reinforcing Bars.
e. A1064, Standard Specification for Steel Wire and Welded Wire Replacement, Plain and
Deformed, for Concrete.
f. C31, Standard Practice for Making and Curing Concrete Test Specimens in the Field.
g. C33, Standard Specification for Concrete Aggregates.
h. C39, Standard Test Method for Compressive Strength of Cylindrical Concrete
Specimens.
i. C94/C94M, Standard Specification for Ready-Mixed Concrete.
j. C138, Standard Method of Test for Density (Unit Weight), Yield, and Air Content
(Gravimetric) of Concrete.
k. C143, Standard Test Method for Slump of Hydraulic Cement Concrete.
l. C150, Standard Specification for Portland Cement.
m. C157, Standard Test Method for Length Change of Hardened Hydraulic-Cement,
Mortar, and Concrete.
n. C172, Standard Practice for Sampling Freshly Mixed Concrete.
o. C173, Standard Test Method for Air Content of Freshly Mixed Concrete by the
Volumetric Method.
p. C231, Standard Test Method for Air Content of Freshly Mixed Concrete by the
Pressure Method.
q. C260, Standard Specification for Air-Entraining Admixtures for Concrete.
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CONCRETE
03 09 00 2
r. C289, Standard Test Method for Potential Alkali-Silica Reactivity of Aggregates
(Chemical Method).
s. C309, Standard Specification for Liquid Membrane-Forming Compounds for Curing
Concrete.
t. C494, Standard Specification for Chemical Admixtures for Concrete.
u. C618, Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan
for Use in Concrete.
v. C1315, Standard Specification for Liquid Membrane-Forming Compounds Having
Special Properties for Curing and Sealing Concrete.
w. D882, Standard Test Method for Tensile Properties of Thin Plastic Sheeting.
x. D994, Standard Specification for Preformed Expansion Joint Filler for Concrete
(Bituminous Type).
y. D1056, Standard Specification for Flexible Cellular Materials-Sponge or Expanded
Rubber.
z. D1709, Standard Test Methods for Impact Resistance of Plastic Film by the Free-
Falling Dart Method.
aa. D1751, Standard Specification for Preformed Expansion Joint Filler for Concrete
Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).
bb. E96, Standard Test Methods for Water Vapor Transmission of Materials.
cc. E329, Standard Specification for Agencies Engaged in Construction Inspection and/or
Testing.
dd. E1745, Standard Specification for Plastic Water Vapor Retarders Used in Contact with
Soil or Granular Fill Under Concrete Slabs.
3. Corps of Engineers (COE):
a. CRD-C572, Specifications for Polyvinylchloride Waterstop.
b. CRD-C621, Standard Specification for Packaged, Dry, Hydraulic-Cement Grout
(Nonshrink).
4. National Ready Mixed Concrete Association (NRMCA).
B. Quality Control:
1. Concrete testing agency:
a. Contractor to employ and pay for services of a testing laboratory to:
1) Perform materials evaluation.
2) Design concrete mixes.
b. Concrete testing agency to meet requirements of ASTM E329.
2. Do not begin concrete production until proposed concrete mix design has been approved by
Engineer.
a. Approval of concrete mix design by Engineer does not relieve Contractor of his
responsibility to provide concrete that meets the requirements of this Specification.
3. Adjust concrete mix designs when material characteristics, job conditions, weather, strength
test results or other circumstances warrant.
a. Do not use revised concrete mixes until submitted to and approved by Engineer.
4. Perform structural calculations as required to prove that all portions of the structure in
combination with remaining forming and shoring system has sufficient strength to safely
support its own weight plus the loads placed thereon.
C. Qualifications:
1. Ready mixed concrete batch plant certified by NRMCA.
2. Formwork, shoring and reshoring for slabs and beams except where cast on ground to be
designed by a professional engineer currently registered in the state where the Project is
located.
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1.3 DEFINITIONS
A. Per ACI 116R except as modified herein:
1. Concrete fill: Non-structural concrete.
2. Concrete Testing Agency: Testing agency employed to perform materials evaluation,
design of concrete mixes or testing of concrete placed during construction.
3. Exposed concrete: Exposed to view after construction is complete.
4. Indicated: Indicated by Contract Documents.
5. Lean concrete: Concrete with low cement content.
6. Nonexposed concrete: Not exposed to view after construction is complete.
7. Required: Required by Contract Documents.
8. Specified strength: Specified compressive strength at 28 days.
9. Submitted: Submitted to Engineer.
1.4 SUBMITTALS
A. Shop Drawings:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2. Concrete mix designs proposed for use.
a. Concrete mix design submittal to include the following information:
1) Sieve analysis and source of fine and coarse aggregates.
2) Test for aggregate organic impurities.
3) Test for deleterious aggregate per ASTM C289.
4) Proportioning of all materials.
5) Type of cement with mill certificate for cement.
6) Type of fly ash with certificate of conformance to specification requirements.
7) Slump.
8) Air content.
9) Brand, type, ASTM designation, and quantity of each admixture proposed for use.
10) 28-day cylinder compressive test results of trial mixes per ACI 318 and as
indicated herein.
11) Shrinkage test results.
12) Standard deviation value for concrete production facility.
3. Product technical data including:
a. Acknowledgement that products submitted meet requirements of standards referenced.
b. Manufacturer's installation instructions.
c. Manufacturers and types:
1) Joint fillers.
2) Curing agents.
3) Chemical sealer.
4) Bonding and patching mortar.
5) Construction joint bonding adhesive.
6) Nonshrink grout with cure/seal compound.
7) Waterstops.
4. Reinforcing steel:
a. Show grade, sizes, number, configuration, spacing, location and all fabrication and
placement details.
b. In sufficient detail to permit installation of reinforcing without having to make
reference to Contract Drawings.
c. Obtain approval of Shop Drawings by Engineer before fabrication.
d. Mill certificates.
5. Strength test results of in place concrete including slump, air content and concrete
temperature.
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1.5 DELIVERY, STORAGE, AND HANDLING
A. Storage of Material:
1. Cement and fly ash:
a. Store in moistureproof, weathertight enclosures.
b. Do not use if caked or lumpy.
2. Aggregate:
a. Store to prevent segregation and contamination with other sizes or foreign materials.
b. Obtain samples for testing from aggregates at point of batching.
c. Do not use frozen or partially frozen aggregates.
d. Do not use bottom 6 IN of stockpiles in contact with ground.
e. Allow sand to drain until moisture content is uniform prior to use.
3. Admixtures:
a. Protect from contamination, evaporation, freezing, or damage.
b. Maintain within temperature range recommended by manufacturer.
c. Completely mix solutions and suspensions prior to use.
4. Reinforcing steel: Support and store all rebars above ground.
B. Delivery:
1. Concrete:
a. Prepare a delivery ticket for each load for ready-mixed concrete.
b. Truck operator shall hand ticket to Owner's Representative or Engineer at the time of
delivery.
c. Ticket to show:
1) Mix identification mark.
2) Quantity delivered.
3) Amount of each material in batch.
4) Outdoor temp in the shade.
5) Time at which cement was added.
6) Numerical sequence of the delivery.
7) Amount of water added.
2. Reinforcing steel:
a. Ship to jobsite with attached plastic or metal tags with permanent mark numbers.
b. Mark numbers to match Shop Drawing mark number.
PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following products and manufacturers
are acceptable:
1. Nonshrink, nonmetallic grout:
a. Sika "SikaGrout 212."
b. Euclid Chemial "NS Grout."
c. BASF Admixtures, Inc. "Masterflow 713."
2. Epoxy grout:
a. BASF Admixtures, Inc. "Brutem MPG."
b. Euclid Chemical Company, "E3-G."
c. Fosroc, "Conbextra EPHF".
3. Expansion joint fillers:
a. Permaglaze Co.
b. Rubatex Corp.
c. Williams Products, Inc.
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4. Waterstops, PVC:
a. Greenstreak Plastic Products, Inc.
b. Burke Company.
c. Vinylex Corporation.
5. Form coating:
a. Richmond "Rich Cote."
b. Industrial Lubricants "Nox-Crete Form Coating."
c. Euclid Chemical "Eucoslip VOX."
6. Prefabricated forms:
a. Simplex "Industrial Steel Frame Forms."
b. Symons "Steel Ply."
c. Universal "Uniform."
7. Chemical sealer:
a. L&M Construction Chemicals, Inc.
b. Euclid Chemical Company.
c. Dayton Superior.
8. Bonding agent:
a. Euclid Chemical Co.
b. BASF Admixtures, Inc.
c. L&M Construction Chemicals Inc.
B. Submit request for substitution in accordance with Specification Section 01 25 13.
2.2 MATERIALS
A. Portland Cement: Conform to ASTM C150 Type I/ II.
B. Fly Ash:
1. ASTM C618, Class F or Class C.
2. Nonstaining.
a. Hardened concrete containing fly ash to be uniform light gray color.
3. Maximum loss on ignition: 4 percent.
4. Compatible with other concrete ingredients.
5. Obtain proposed fly ash from a source approved by the State Highway Department in the
state where the Project is located for use in concrete for bridges.
C. Admixtures:
1. Air entraining admixtures: ASTM C260.
2. Water reducing, retarding, and accelerating admixtures:
a. ASTM C494 Type A through E.
b. Conform to provisions of ACI 212.3R.
c. Do not use retarding or accelerating admixtures unless specifically approved in writing
by Engineer and at no cost to Owner.
d. Follow manufacturer's instructions.
e. Use chloride free admixtures only.
3. Maximum total water soluble chloride ion content contributed from all ingredients of
concrete including water, aggregates, cementitious materials and admixtures by weight
percent of cement:
a. 0.10 all concrete.
4. Do not use calcium chloride.
5. Pozzolanic admixtures: ASTM C618.
6. Provide admixtures of same type, manufacturer and quantity as used in establishing required
concrete proportions in the mix design.
D. Water: Potable, clean, free of oils, acids and organic matter.
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E. Aggregates:
1. Normal weight concrete: ASTM C33, except as modified below.
2. Fine aggregate:
a. Clean natural sand.
b. No manufactured or artificial sand.
3. Coarse aggregate:
a. Crushed rock, natural gravel, or other inert granular material.
b. Maximum amount of clay or shale particles: 1 percent.
4. Gradation of coarse aggregate:
a. Lean concrete and concrete topping: Size #7.
b. All other concrete: Size #57 or #67.
F. Concrete Grout:
1. Nonshrink, nonmetallic grout:
a. Nonmetallic, noncorrosive, nonstaining, premixed with only water to be added.
b. Grout to produce a positive but controlled expansion.
c. Mass expansion not to be created by gas liberation.
d. Minimum compressive strength of nonshrink grout at 28 days: 6500 psi.
e. In accordance with COE CRD-C621.
2. Epoxy grout:
a. 3-component epoxy resin system.
1) Two liquid epoxy components.
2) One inert aggregate filler component.
b. Each component packaged separately for mixing at jobsite.
G. Reinforcing Steel:
1. Reinforcing bars: ASTM A615, Grade 60.
2. Welded wire reinforcement:
a. ASTM A185 or ASTM A1064.
b. Minimum yield strength: 60,000 psi.
3. Column spirals: ASTM A82 or ASTM A1064.
H. Forms:
1. Prefabricated or job built.
2. Wood forms:
a. New 5/8 or 3/4 IN 5-ply structural plywood of concrete form grade.
b. Built-in-place or prefabricated type panel.
c. 4 x 8 FT sheets for built-in-place type except where smaller pieces will cover entire
area.
d. When approved, plywood may be reused.
3. Metal forms:
a. Metal forms excluding aluminum may be used.
b. Forms to be tight to prevent leakage, free of rust and straight without dents to provide
members of uniform thickness.
4. Chamfer strips: Clear white pine, surface against concrete planed.
5. Form ties:
a. Removable end, permanently embedded body type with cones on outer ends not
requiring auxiliary spreaders.
b. Cone diameter: 3/4 IN minimum to 1 IN maximum.
c. Embedded portion 1-1/2 IN minimum back from concrete face.
d. If not provided with threaded ends, constructed for breaking off ends without damage to
concrete.
e. Provide ties with built-in waterstops at all walls that will be in contact with process
liquid during plant operation.
6. Form release: Nonstaining and shall not prevent bonding of future finishes to concrete
surface.
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I. Waterstops:
1. Plastic: COE CRD-C572.
2. Serrated with center bulb.
3. Thickness: 3/8 IN.
4. Length (general use): 6 IN unless indicated otherwise.
5. Expansion joints:
a. Length: 9 IN.
b. Center bulb: 1 IN OD x 1/2 IN ID.
6. Provide hog rings or grommets spaced at maximum 12 IN OC along the length of the water
stop.
7. Provide factory made waterstop fabrications at all changes of direction, intersections and
transitions leaving only straight butt splices for the field.
J. Chairs, Runners, Bolsters, Spacers, and Hangers:
1. Stainless steel, epoxy coated, or plastic coated metal.
a. Plastic coated: Rebar support tips in contact with the forms only.
K. Chemical Floor Sealer:
1. Colorless low VOC water-based solution containing acrylic copolymers.
a. ASTM C1315, Class B, minimum 30 percent solids.
2. L&M Construction Chemicals Inc. Dress & Seal WB 30.
L. Vapor Retarder:
1. ASTM E1745, Class A, minimum 15 mil thickness.
2. Water vapor permeance: 0.03 maximum per ASTM E96.
3. Puncture resistance: ASTM D1709, Method B, 2200 grams.
4. Minimum tensile strength: 45 LBS/IN, ASTM D882.
5. Vapor retarder tape: As recommended by vapor retarder manufacturer.
M. Membrane Curing Compound:
1. ASTM C309, Type I-D.
2. Resin based, dissipates upon exposure to UV light.
3. Curing compound shall not prevent bonding of any future coverings, coatings or finishes.
4. Curing compounds used in water treatment plant construction to be nontoxic and taste and
odor free.
N. Bonding Agent:
1. High solids acrylic latex base liquid for interior or exterior application as a bonding agent to
improve adhesion and mechanical properties of concrete patching mortars.
2. Euclid Chemical Co. "Flex-Con."
3. BASF Admixtures, Inc. "Acryl-Set."
4. L&M Construction Chemicals "Everbond."
5. Thoro System Products "Acryl 60."
O. Expansion Joint Filler:
1. In contact with water or sewage:
a. Closed cell neoprene.
b. ASTM D1056, Class SC (oil resistant and medium swell) of 2 to 5 psi compression
deflection (Grade SCE41).
2. Exterior driveways, curbs and sidewalks:
a. Asphalt expansion joint filler.
b. ASTM D994.
3. Other use:
a. Fiber expansion joint filler.
b. ASTM D1751.
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2.3 CONCRETE MIXES
A. General:
1. All concrete to be ready mixed concrete conforming to ASTM C94/C94M.
2. Provide concrete of specified quality capable of being placed without segregation and, when
cured, of developing all properties required.
3. All concrete to be normal weight concrete.
B. Strength:
1. Provide specified strength and type of concrete for each use in structure(s) as follows:
TYPE WEIGHT
SPECIFIED
STRENGTH*
Concrete fill Normal weight 3000 psi
Lean concrete Normal weight 3000 psi
Concrete topping Normal weight and
lightweight
4000 psi
Precast concrete Normal weight and
lightweight
4000 psi
All other general use concrete Normal weight 4000 psi
* Minimum 28-day compressive strength.
C. Air Entrainment:
1. Provide air entrainment in all concrete resulting in a total air content percent by volume as
follows:
MAX AGGREGATE SIZE TOTAL AIR CONTENT PERCENT
1 IN or 3/4 IN 5 to 7
1/2 IN 5 1/2 to 8
2. Air content to be measured in accordance with ASTM C231, ASTM C173, or ASTM C138.
D. Slump - 4 IN maximum, 1 IN minimum:
1. Measured at point of discharge of the concrete into the concrete construction member.
2. Concrete of lower than minimum slump may be used provided it can be properly placed and
consolidated.
3. Pumped concrete:
a. Provide additional water at batch plant to allow for slump loss due to pumping.
b. Provide only enough additional water so that slump of concrete at discharge end of
pump hose does not exceed maximum slump specified above.
4. Determine slump per ASTM C143.
E. Selection of Proportions:
1. General:
a. Proportion ingredients to:
1) Produce proper workability, durability, strength, and other required properties.
2) Prevent segregation and collection of excessive free water on surface.
2. Minimum cement contents and maximum water cement ratios for concrete to be as follows:
SPECIFIED
STRENGTH
MINIMUM CEMENT, LB/CY MAXIMUM WATER
CEMENT RATIO BY
WEIGHT
MAXIMUM AGGREGATE SIZE
1/2 IN 3/4 IN 1 IN
3000 --- 517 517 0.45
4000 611 611 611 0.45
5000 --- 686 665 0.40
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3. Substitution of fly ash: Maximum of 25 percent by weight of cement at rate of 1 LB fly ash
for 1 LB of cement.
4. Sand cement grout:
a. Three parts sand.
b. One part Portland cement.
c. Entrained air: Six percent plus or minus one percent.
d. Sufficient water for required workability.
e. Minimum 28-day compressive strength: 3,000 psi.
5. Pan stair fill:
a. Coarse aggregate: 100 percent passing a 1/2 IN sieve.
b. Proportions:
1) 1 sack cement.
2) 150 LBS coarse aggregate.
3) 150 LBS fine aggregate (sand).
c. Adjust mix to obtain satisfactory finishing.
6. Normal weight concrete:
a. Proportion mixture to provide desired characteristics using one of methods described
below:
1) Method 1 (Trial Mix):
a) Per ACI 318, Chapter 5, except as modified herein.
b) Air content within range specified above.
c) Record and report temperature of trial mixes.
d) Proportion trial mixes per ACI 211.1.
2) Method 2 (Field Experience):
a) Per ACI 318, Chapter 5, except as modified herein:
b) Field test records must be acceptable to Engineer to use this method.
c) Test records shall represent materials, proportions and conditions similar to
those specified.
7. Required average strength to exceed the specified 28-day compressive strength by the
amount determined or calculated in accordance with the requirements of Paragraph 5.3 of
ACI 318 using the standard deviation of the proposed concrete production facility as
described in Paragraph 5.3.1 of ACI 318.
F. Allowable Shrinkage: 0.048 percent per ASTM C157.
PART 3 - EXECUTION
3.1 FORMING AND PLACING CONCRETE
A. Formwork:
1. Contractor is responsible for design and erection of formwork.
2. Construct formwork so that concrete members and structures are of correct size, shape,
alignment, elevation and position.
a. Allowable tolerances: As recommended in ACI 347.
3. Provide slabs and beams of minimum indicated depth when sloping foundation base slabs or
elevated floor slabs to drains.
a. For slabs on grade, slope top of subgrade to provide floor slabs of minimum uniform
indicated depth.
b. Do not place floor drains through beams.
4. Openings:
a. Provide openings in formwork to accommodate work of other trades.
b. Accurately place and securely support items built into forms.
5. Chamfer strips: Place 3/4 IN chamfer strips in forms to produce 3/4 IN wide beveled edges
on permanently exposed corners of members.
6. Clean and adjust forms prior to concrete placement.
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7. Tighten forms to prevent mortar leakage.
8. Coat form surfaces with form release agents prior to placing reinforcing bars in forms.
B. Reinforcement:
1. Position, support and secure reinforcement against displacement.
2. Locate and support with chairs, runners, bolsters, spacers and hangers, as required.
3. Set wire ties so ends do not touch forms and are directed into concrete, not toward exposed
concrete surfaces.
4. Lap splice lengths: ACI 318 Class B top bar tension splices unless indicated otherwise on
the Drawings.
5. Extend reinforcement to within 2 IN of concrete perimeter edges.
a. If perimeter edge is earth formed, extend reinforcement to within 3 IN of the edge.
6. Minimum concrete protective covering for reinforcement:
a.
b. #6-
c. All -
7. Do not weld reinforcing bars.
8. Welded wire reinforcement:
a. Install welded wire reinforcement in maximum practical sizes.
b. Splice sides and ends with a splice lap length measured between outermost cross wires
of each fabric sheet not less than:
1) One spacing of cross wires plus 2 IN.
2) 1.5 x development length.
3) 6 IN.
c. Development length: ACI 318 basic development length for the specified fabric yield
strength.
C. Construction, Expansion, and Contraction Joints:
1. Provide at locations indicated.
2. Locate wall vertical construction joints at 30 FT maximum centers and wall horizontal
construction joints at 10 FT maximum centers.
3. Locate construction joints in floor slabs and foundation base slabs so that concrete
placements are approximately square and do not exceed 2500 SF.
4. Locate construction joints in columns and walls:
a. At the underside of beams, girders, haunches, drop panels, column capitals, and at floor
panels.
b. Haunches, drop panels, and column capitals are considered part of the supported floor
or roof and shall be placed monolithically therewith.
c. Column based need not be placed monolithically with the floor below.
5. Locate construction joints in beams and girders:
a. At the middle of the span, unless a beam intersects a girder at that point.
b. If the middle of the span is at an intersection of a beam and girder, offset the joint in the
girder a distance equal to twice the beam width.
c. Provide satisfactory means for transferring shear and other forces through the
construction joint.
6. Locate construction joints in suspended slabs:
a. At or near the center of span in flat slab or T-beam construction.
b. Do not locate a joint between a slab and a concrete beam or girder unless so indicated
on Drawings.
7. In pan-formed joists:
a. At or near span center when perpendicular to the joists.
b. Centered in the slab, midway between joists, when parallel to the joists.
8. Install construction joints perpendicular to main reinforcement with all reinforcement
continued across construction joints.
9. At least 48 HRS shall elapse between placing of adjoining concrete construction.
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10. Thoroughly clean and remove all laitance and loose and foreign particles from construction
joints.
11. Before new concrete is placed, coat all construction joints with an approved bonding
adhesive used and applied in accordance with manufacturer's instructions.
D. Embedments:
1. Set and build in anchorage devices and other embedded items required for other work that is
attached to, or supported by concrete.
2. Use setting diagrams, templates and instructions for locating and setting.
3. Secure waterstops in correct position using hog rings or grommets spaced along the length
of the waterstop and wire tie to adjacent reinforcing steel.
E. Placing Concrete:
1. Place concrete in compliance with ACI 304R and ACI 304.2R.
2. Place in a continuous operation within planned joints or sections.
3. Begin placement when work of other trades affecting concrete is completed.
4. Place concrete by methods which prevent aggregate segregation.
5. Do not allow concrete to free fall more than 4 FT.
6. Where free fall of concrete will exceed 4 FT, place concrete by means of tremie pipe or
chute.
F. Consolidation: Consolidate all concrete using mechanical vibrators supplemented with hand
rodding and tamping, so that concrete is worked around reinforcement and embedded items into
all parts of forms.
G. Protection:
1. Protect concrete from physical damage or reduced strength due to weather extremes.
2. In cold weather comply with ACI 306R except as modified herein.
a. Do not place concrete on frozen ground or in contact with forms or reinforcing bars
coated with frost, ice or snow.
b. Minimum concrete temperature at the time of mixing:
OUTDOOR TEMPERATURE
AT PLACEMENT (IN SHADE)
CONCRETE TEMPERATURE
AT MIXING
Below 30 DegF 70 DegF
Between 30-45 DegF 60 DegF
Above 45 DegF 50 DegF
c. Do not place heated concrete that is warmer than 80 DegF.
d. If freezing temperatures are expected during curing, maintain the concrete temperature
at or above 50 DegF for 7 days or 70 DegF for 3 days.
e. Do not allow concrete to cool suddenly.
3. In hot weather comply with ACI 305R except as modified herein.
a. At air temperature of 90 DegF and above, keep concrete as cool as possible during
placement and curing.
b. Do not allow concrete temperature to exceed 90 DegF at placement.
c. Prevent plastic shrinkage cracking due to rapid evaporation of moisture.
d. Do not place concrete when the actual or anticipated evaporation rate equals or exceeds
0.2 LBS/SF/HR as determined from ACI 305R, Figure 2.1.5.
H. Curing:
1. Begin curing concrete as soon as free water has disappeared from exposed surfaces.
2. Cure concrete by use of moisture retaining cover, burlap kept continuously wet or by
membrane curing compound.
3. Provide protection as required to prevent damage to concrete and to prevent moisture loss
from concrete during curing period.
4. Provide curing for minimum of 7 days.
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5. Form materials left in place may be considered as curing materials for surfaces in contact
with the form materials except in periods of hot weather.
6. In hot weather follow curing procedures outlined in ACI 305R.
7. In cold weather follow curing procedures outlined in ACI 306R.
8. If forms are removed before 7 days have elapsed, finish curing of formed surfaces by one of
above methods for the remainder of the curing period.
9. Curing vertical surfaces with a curing compound:
a. Cover vertical surfaces with a minimum of two coats of the curing compound.
b. Allow the preceding coat to completely dry prior to applying the next coat.
c. Apply the first coat of curing compound immediately after form removal.
d. Vertical surface at the time of receiving the first coat shall be damp with no free water
on the surface.
e. A vertical surface is defined as any surface steeper than 1 vertical to 4 horizontal.
I. Form Removal:
1. Remove forms after concrete has hardened sufficiently to resist damage from removal
operations or lack of support.
2. Where no reshoring is planned, leave forms and shoring used to support concrete until it has
reached its specified 28-day compressive strength.
3. Where reshoring is planned, supporting formwork may be removed when concrete has
sufficient strength to safely support its own weight and loads placed thereon.
a. While reshoring is underway, no superimposed loads shall be permitted on the new
construction.
b. Place reshores as soon as practicable after stripping operations are complete but in no
case later than the end of working day on which stripping occurs.
c. Tighten reshores to carry their required loads.
d. Leave reshores in place until concrete being supported has reached its specified 28-day
compressive strength.
3.2 CONCRETE FINISHES
A. Tolerances:
1. Class A: 1/8 IN in 10 FT.
2. Class B: 1/4 IN in 10 FT.
B. Surfaces Exposed to View:
1. Provide a smooth finish for exposed concrete surfaces and surfaces that are:
a. To be covered with a coating or covering material applied directly to concrete.
b. Scheduled for grout cleaned finish.
2. Remove fins and projections, and patch voids, air pockets, and honeycomb areas with
cement grout.
3. Fill tie holes with nonshrink, nonmetallic grout.
C. Surfaces Not Exposed to View:
1. Patch voids, air pockets and honeycomb areas with cement grout.
2. Fill tie holes with nonshrink, nonmetallic grout.
D. Grout Cleaned Finish:
1. Mix one part Portland cement and 1-1/2 parts fine sand with sufficient bonding agent/water
mixture to produce a grout with the consistency of thick paint.
a. White Portland cement shall be substituted for gray Portland cement to produce a color
that matches color of surrounding concrete as determined by trial patch for areas not to
be painted.
2. Wet surface of concrete to prevent absorption of water by grout and uniformly apply grout
with brushes or spray gun.
3. Immediately scrub the surface with a cork float or stone to coat and fill air bubbles and
holes.
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4. While grout is still plastic, remove all excess grout by working surface with rubber float,
sack or other approved means.
5. After the surface whitens from drying, rub vigorously with clean burlap.
6. Keep final finish damp for a minimum of 36 HRS after final rubbing.
E. Slab Float Finish:
1. After concrete has been placed, consolidated, struck off, and leveled, do no further work
until ready for floating.
2. Begin floating when water sheen has disappeared, and surface has stiffened sufficiently to
permit operation.
3. During or after first floating, check planeness of entire surface with a 10 FT straightedge
applied at not less than two different angles.
4. Cut down all high spots and fill all low spots during this procedure to produce a surface
within Class B tolerance throughout.
5. Refloat slab immediately to a uniform sandy texture.
F. Troweled Finish:
1. Float finish surface.
2. Next power trowel, and finally hand trowel.
3. Produce a smooth surface which is relatively free of defects with firsthand troweling.
4. Perform additional trowelings by hand after surface has hardened sufficiently.
5. Final trowel when a ringing sound is produced as trowel is moved over surface.
6. Thoroughly consolidate surface by hand troweling.
7. Leave finished surface essentially free of trowel marks, uniform in texture and appearance
and plane to a Class A tolerance.
8. On surfaces intended to support floor coverings remove any defects of sufficient magnitude
that would show through floor covering by grinding.
G. Broom Finish: Immediately after concrete has received a float finish as specified, give it a
transverse scored texture by drawing a broom across surface.
H. Apply chemical floor hardener to permanently exposed interior concrete floor slab surfaces
where indicated.
1. Apply in accordance with manufacturer's instructions.
3.3 GROUT
A. Preparation:
1. Nonshrinking, nonmetallic grout:
a. Clean concrete surface to receive grout.
b. Saturate concrete with water for 24 HRS prior to grouting.
2. Rock anchors:
a. Clean rock anchors of all loose material.
b. Orient hook or bends in anchor bars to clear anchor bolts, reinforcements, and other
embedments to be installed later.
3. Epoxy grout: Apply only to clean, dry, sound surface.
B. Application:
1. Nonshrinking, nonmetallic grout:
a. Mix in a mechanical mixer.
b. Use no more water than necessary to produce flowable grout.
c. Place in accordance with manufacturer's instructions.
d. Completely fill all spaces and cavities below the bottom of baseplates.
e. Provide forms where baseplates and bedplates do not confine grout.
f. Where exposed to view, finish grout edges smooth.
g. Except where a slope is indicated on Drawings, finish edges flush at the baseplate,
bedplate, member, or piece of equipment.
h. Protect against rapid moisture loss by covering with wet rags or polyethylene sheets.
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i. Wet cure grout for 7 days, minimum.
2. Rock anchors:
a. See Item 1 above.
b. If rodded:
1) Fill each hole so that it overflows when anchor bar is inserted.
2) Force anchor bars into place.
c. If pressure placed, set anchor bar before grouting.
d. Take special care to avoid any movement of anchors that have been placed.
3. Epoxy grout:
a. Mix and place in accordance with manufacturer's instructions.
b. Completely fill all cavities and spaces around dowels and anchors without voids.
c. Obtain manufacturer's field technical assistance as required to ensure proper placement.
3.4 FIELD QUALITY CONTROL
A. Owner will employ and pay for services of a concrete testing laboratory to perform testing of
concrete placed during construction.
1. Contractor to cooperate with Owner in obtaining and testing samples.
B. Tests During Construction:
1. Strength test - procedure:
a. Three cylinders, 6 IN DIA x 12 IN high, will be taken from each sample per
ASTM C172 and ASTM C31.
b. Cylinders will be tested per ASTM C39:
1) One (1) at seven (7) days.
2) Two (2) at 28 days.
2. Strength test - frequency:
a. Not less than one test each day concrete placed.
b. Not less than one test for each 50 CY or major fraction thereof placed in one day.
c. Not less than one test for each type of concrete poured.
d. Not less than one test for each concrete structure exceeding 2 CY volume.
3. Slump test:
a. Per ASTM C143.
b. Determined for each strength test sample.
c. Additional slump tests may be taken.
4. Air content:
a. Per ASTM C231, ASTM C173, and ASTM C138.
b. Determined for each strength test sample.
5. Temperature: Determined for each strength test sample.
C. Evaluation of Tests:
1. Strength test results:
a. Average of 28-day strength of two cylinders from each sample.
1) If one cylinder manifests evidence of improper sampling, molding, handling,
curing or testing, strength of remaining cylinder will be test result.
2) If both cylinders show any of above defects, test will be discarded.
D. Acceptance of Concrete:
1. Strength level of each type of concrete shall be considered satisfactory if both of the
following requirements are met:
a. Average of all sets of three consecutive strength tests equals or exceeds the required
specified 28-day compressive strength.
b. No individual strength test falls below the required specified 28-day compressive
strength by more than 500 psi.
2. If tests fail to indicate satisfactory strength level, perform additional tests and/or corrective
measures as directed by Engineer.
a. Perform additional tests and/or corrective measures at no additional cost to Owner.
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3.5 SCHEDULES
A. Form Types:
1. Surfaces exposed to view:
a. Prefabricated or job-built wood forms.
b. Laid out in a regular and uniform pattern with long dimensions vertical and joints
aligned.
c. Produce finished surfaces free from offsets, ridges, waves, and concave or convex
areas.
d. Construct forms sufficiently tight to prevent leakage of mortar.
2. Surfaces normally submerged or not normally exposed to view: Wood or steel forms
sufficiently tight to prevent leakage of mortar.
3. Other types of forms may be used:
a. For surfaces not restricted to plywood or lined forms.
b. As backing for form lining.
B. Grout:
1. Nonshrinking, nonmetallic grout: General use.
2. Epoxy grout:
a. Grouting of dowels and anchor bolts into existing concrete.
b. Other uses indicated on Drawings.
3. Sand cement grout: Keyways of precast members.
C. Concrete:
1. Precast concrete: Where indicated on Drawings.
2. Lean concrete: Where indicated on Drawings.
3. Concrete fill: Where indicated on Drawings.
4. Lightweight concrete: Where indicated on Drawings.
5. Normal weight concrete: All other concrete.
6. Concrete pan fill: Stair and landings where indicated on Drawings.
7. General use concrete: All other locations.
D. Concrete Finishes:
1. Grout cleaned finish: Where indicated on Drawings.
2. Slab finishes:
a. Use following finishes as applicable, unless otherwise indicated:
1) Floated finish: Surfaces intended to receive roofing, concrete topping, lean
concrete, concrete fill and waterproofing.
2) Troweled finish: Interior floor slabs, exposed roof slabs and base slabs of
structures, equipment bases, and column bases.
3) Broom finish: Sidewalks, docks, concrete stairs, and ramps.
END OF SECTION
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DIVISION 05
METALS
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SECTION 05 50 00
METAL FABRICATIONS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Custom fabricated metal items and certain manufactured units not otherwise indicated to be
supplied under work of other Specification Sections.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Bidding Requirements, Contract Forms, and Conditions of the Contract.
2. Division 01 - General Requirements.
3. Division 03 - Concrete.
4. Section 05 52 05 - Steel Railings.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. American Institute of Steel Construction (AISC):
a. 325, Manual of Steel Construction - Allowable Stress Design (ASD).
b. 360, Specifications for Structural Steel Buildings (referred to herein as AISC
Specification).
2. American National Standards Institute (ANSI):
a. A14.3, Ladders - Fixed - Safety Requirements.
3. American Society of Civil Engineers (ASCE):
a. 7, Minimum Design Loads for Buildings and Other Structures.
4. ASTM International (ASTM):
a. A6, Standard Specification for General Requirements for Rolled Structural Steel Bars,
Plates, Shapes, and Sheet Piling.
b. A36, Standard Specification for Carbon Structural Steel.
c. A47, Standard Specification for Ferritic Malleable Iron Castings.
d. A48, Standard Specification for Gray Iron Castings.
e. A53, Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated,
Welded and Seamless.
f. A108, Standard Specification for Steel Bar, Carbon and Alloy, Cold Finished.
g. A123/A123M, Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron
and Steel Products.
h. A153/A153M, Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel
Hardware.
i. A197, Standard Specification for Cupola Malleable Iron.
j. A269, Standard Specification for Seamless and Welded Austenitic Stainless Steel
Tubing for General Service.
k. A276, Standard Specification for Stainless Steel Bars and Shapes.
l. A307, Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile
Strength.
m. A312, Standard Specification for Seamless, Welded, and Heavily Cold Worked
Austenitic Stainless Steel Pipes.
n. A325, Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi
Minimum Tensile Strength.
o. A496, Standard Specification for Steel Wire, Deformed, for Concrete Reinforcement.
p. A500, Standard Specification for Cold-Formed Welded and Seamless Carbon Steel
Structural Tubing in Rounds and Shapes.
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q. A501, Standard Specification for Hot-Formed Welded and Seamless Carbon Steel
Structural Tubing.
r. A554, Standard Specification for Welded Stainless Steel Mechanical Tubing.
s. A572, Standard Specification for High-Strength Low-Alloy Columbium-Vanadium
Structural Steel.
t. A666, Standard Specification for Annealed or Cold-Worked Austenitic Stainless Steel
Sheet, Strip, Plate, and Flat Bar.
u. A668, Standard Specification for Steel Forgings, Carbon and Alloy, for General
Industrial Use.
v. A780, Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip
Galvanized Coatings.
w. A786, Standard Specification for Hot-Rolled Carbon, Low-Alloy, High-Strength Low-
Alloy, and Alloy Steel Floor Plates.
x. A967, Standard Specification for Chemical Passivation Treatments for Stainless Steel
Parts.
y. A992, Standard Specification for Steel for Structural Shapes.
z. F467, Standard Specification for Nonferrous Nuts for General Use.
aa. F468, Standard Specification for Nonferrous Bolts, Hex Cap Screws, and Studs for
General Use.
bb. F593, Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs.
a. F835, Standard Specification for Alloy Steel Socket Button and Flat Countersunk Head
Cap Screws.
b. F879, Standard Specification for Stainless Steel Socket Button and Flat Countersunk
Head Cap Screws.
c. F1554, Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield
Strength.
d. F1789, Standard Terminology for F16 Mechanical Fasteners.
5. American Welding Society (AWS):
a. A5.1/A5.1M, Specification for Carbon Steel Electrodes for Shielded Metal Arc
Welding.
b. D1.1, Structural Welding Code - Steel.
c. D1.2, Structural Welding Code - Aluminum.
6. National Association of Architectural Metal Manufacturers (NAAMM):
a. AMP 510, Metal Stairs Manual.
b. AMP 555, Code of Standard Practice for the Architectural Metal Industry (Including
Miscellaneous Iron).
c. MBG 531, Metal Bar Grating Manual.
7. Occupational Safety and Health Administration (OSHA):
a. 29 CFR 1910, Occupational Safety and Health Standards, referred to herein as OSHA
Standards.
8. Building code:
a. International Code Council (ICC):
1) International Building Code and associated standards, most current edition
including all amendments, referred to herein as Building Code.
B. Qualifications:
1. Qualify welding procedures and welding operators in accordance with AWS.
2. Fabricator shall have minimum of 10 in fabrication of metal items
specified.
1.3 DEFINITIONS
A. Fasteners: As defined in ASTM F1789.
B. Galvanizing: Hot-dip galvanizing per ASTM A123/A123M or ASTM A153/A153M with
minimum coating of 2.0 OZ of zinc per square foot of metal (average of specimens) unless noted
otherwise or dictated by standard.
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C. Hardware: As defined in ASTM A153/A153M.
D. Installer or Applicator:
1. Installer or applicator is the person actually installing or applying the product in the field at
the Project site.
2. Installer and applicator are synonymous.
1.4 SUBMITTALS
A. Shop Drawings:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2. Fabrication and/or layout drawings and details:
a. Submit drawings for all fabrications and assemblies.
1) Include erection drawings, plans, sections, details and connection details.
b. Identify materials of construction, shop coatings and third party accessories.
3. Product technical data including:
a. Acknowledgement that products submitted meet requirements of standards referenced.
b. Manufacturer's installation instructions.
c. Provide manufacturer's standard allowable load tables for the following:
1) Grating and checkered plate.
2) Expansion anchor bolts.
3) Adhesive anchor bolts.
4) Castings, trench covers and accessories.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Deliver and handle fabrications to avoid damage.
B. Store above ground on skids or other supports to keep items free of dirt and other foreign debris
and to protect against corrosion.
PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers are
acceptable:
1. Headed studs and deformed bar anchors:
a. Nelson Stud Welding Div., TRW Inc.
b. Stud Welding Products, Inc.
2. Expansion anchor bolts:
a. Hilti Inc.
b. ITW Ramset/Red Head.
c. Simpson Strong-Tie.
3. Epoxy adhesive anchor bolts:
a. Hilti Inc.
b. ITW Ramset/Red Head.
c. Simpson Strong-Tie.
4. Self-tapping concrete anchors:
a. ITW Buildex.
5. Castings, trench covers and accessories:
a. Neenah Foundry Co.
b. Deeter Foundry Co.
c. Barry Craft Construction Casting Co.
d. McKinley Iron Works.
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6. Galvanizing repair paint:
a. Clearco Products Co., Inc.
b. ZRC Products.
B. Submit request for substitution in accordance with Specification Section 01 25 13.
2.2 MATERIALS
A. Steel:
1. Structural:
a. W-shapes and WT-shapes: ASTM A992, Grade 50.
b. All other plates and rolled sections: ASTM A36.
2. Pipe: ASTM A53, Types E or S, Grade B or ASTM A501.
3. Structural tubing:
a. ASTM A500, Grade B (46 ksi minimum yield).
4. Bolts, nuts and washers, high strength:
a. ASTM A325.
b. Galvanized, ASTM A153/A153M. Unless noted otherwise on Drawings.
c. Provide two (2) washers with all bolts.
5. Bolts and nuts:
a. ASTM A307, Grade A.
b. Galvanized, ASTM A153/A153M. Unless noted otherwise on Drawings.
6. Welding electrodes: AWS D1.1, E70 Series.
7. Steel forgings: ASTM A668.
B. Iron:
1. Ductile iron: ASTM A536.
2. Gray cast iron: ASTM A48 (minimum 30,000 psi tensile strength).
3. Malleable iron: ASTM A47, ASTM A197.
C. Stainless Steel:
1. Minimum yield strength of 30,000 psi and minimum tensile strength of 75,000 psi.
a. Bars, shapes: ASTM A276, Type 304.
b. Tubing and pipe: ASTM A269, ASTM A312 or ASTM A554, Type 304 or 316.
c. Strip, plate and flat bars: ASTM A666, Type 304 or 316, Grade A.
d. Bolts and nuts: ASTM F593, Type 303, 304 or 316.
2. Minimum yield strength of 25,000 psi and minimum tensile strength of 70,000 psi.
a. Strip, plate and flat bar for welded connections, ASTM A666, Type 304L or 316L.
3. Welding electrodes: In accordance with AWS for metal alloy being welded.
D. Washers: Same material and alloy as found in accompanying bolts and nuts.
E. Embedded Anchor Bolts:
1. Building anchor bolts:
a. ASTM F1554, Grade 55 with weldability supplement S1 or ASTM A36 for threaded
rods galvanized.
b. ASTM A307, Grade A for headed bolts galvanized.
2. All other anchor bolts: Type 304 or 316 stainless steel with matching nut and washer.
F. Expansion Anchor Bolts and Adhesive Anchor Bolts:
1. Stainless steel, Type 304, 314 or 316.
2. Provide minimum edge distance cover and spacing as recommended by manufacturer, or as
indicated on Drawings whichever is larger.
a. Minimum embedment as recommended by manufacturer or eight (8) diameters of bolt,
whichever is larger.
b. Notify Engineer if required depth of embedment cannot be achieved at a particular
anchor bolt location.
c. Follow manufacturer's recommendations for installation and torque.
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3. Self-tapping concrete anchors:
a. Tapcon by ITW Buildex.
b. 410 stainless steel.
c. 1/4 IN DIA with 5/16 IN hex head.
1) Minimum embedment as recommended by manufacturer.
G. Headed Studs: ASTM A108 with a minimum yield strength of 50,000 psi and a minimum
tensile strength of 60,000 psi.
H. Deformed Bar Anchors: ASTM A496 or ASTM A1064 with a minimum yield strength of
70,000 psi and a minimum tensile strength of 80,000 psi.
I. Iron and Steel Hardware: Galvanized in accordance with ASTM A153/A153M when required to
be galvanized.
J. Galvanizing Repair Paint:
1. High zinc dust content paint for regalvanizing welds and abrasions.
2. ASTM A780.
3. Zinc content: Minimum 92 percent in dry film.
4. ZRC "ZRC Cold Galvanizing" or Clearco "High Performance Zinc Spray."
2.3 MANUFACTURED UNITS
A. Ladders:
1. Material:
a. Steel: ASTM A36, ASTM A53, or ASTM A500.
2. Rails:
a. Round pipe or rectangular tubing or channel:
1) Round pipe:
a) 1-1/2 IN nominal diameter.
b) Schedule 80,
2) Rectangular tubing or channel:
a) Cross-section: 3 by 2 IN maximum.
b) Thickness: 0.125 IN minimum.
b. Spacing:
1) Minimum clear distance between rails to be 18 IN.
c. Brackets for wall supported units: Provide 3/8 by 2-1/2 IN by length required angle
brackets welded to side rails with punched holes for 3/4 IN bolts.
1) Maximum spacing: 4 FT OC.
d. For floor supported units provide 3/8 by 2-1/2 by 4 IN rectangular bracket or 3/8 by 6
by 6 IN square plate welded to rails with punched holes for 3/4 IN bolts.
1) Provide wall brackets on floor supported units if vertical run is over 4 FT.
3. Rungs:
a. Minimum 1 IN DIA or 1 IN square solid bar.
1) Integral non-slip finish on all sides.
a) Non-slip finish: Coarse knurling or extruded serrations.
b) Shop or field-applied grit tape and cap type non-slip finish is not acceptable.
4. Minimum distance from centerline of rung to wall or any obstruction: 7 IN.
5. Rung spacing:
a. Uniform, 12 IN.
b. Top rung shall be level with landing or platform.
c. Spacing of bottom rung from grade or platform may vary but shall not exceed 14 IN.
6. Construction:
a. Fully welded type.
b. All welds to be full penetration welds, where applicable.
c. All ladders of a particular material shall have consistent construction and material
shapes and sizes unless detailed otherwise on the Drawings.
d. Provide cap at top and bottom of side rails.
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e. Do not extend rungs beyond the outside face of the siderail.
f. Extend side rails of step-through ladders a minimum of 42 IN above the landing.
g. Extend side rails and rungs of side-step or offset ladders at landings to the next regular
rung spacing beyond 42 IN above top of landing.
7. Finish:
a. Steel: Galvanized after fabrication.
B. Steel Checkered Plate:
1. Conform to ASTM A786.
a. Diamond pattern: No.3 (large) or No.4 (medium).
b. Use one (1) pattern throughout Project.
c. Material: 36 ksi minimum yield strength.
2. Design live load:
a. 100 psf, uniform load.
b. 300 LBS concentrated load on 4 IN square area.
c. All components to be adequate for the uniform load or the concentrated load, whichever
requires the stronger component.
d. Maximum deflection: 1/300 of span under a superimposed live load of 50 psf.
3. Reinforce as necessary with steel angles.
4. Plate sections:
a. Maximum 3 FT wide.
b. Minimum 1/4 IN thick.
c. Maximum 100 LBS per section if required to be removable.
5. Provide joints at center of all openings unless shown otherwise.
a. Reinforce joints and openings with additional angles to provide required load carrying
capacity.
6. Unless shown otherwise, frame for opening with steel checkered plate cover:
a. Steel support angles:
1) 3 by 2 by 1/4 IN minimum size with long leg vertical.
2) 5/8 IN DIA adhesive anchor bolts spaced at maximum of 24 IN OC along each side
with not less than two (2) anchor bolts per side.
b. Steel concrete insert seats:
1) 2 by 2 by 1/4 IN minimum size.
2) Auto-welded studs or strap anchors, ASTM A108 at 18 IN OC with not less than
two (2) studs or anchors per side.
c. Drill and tap frame to receive 3/8 IN DIA fasteners at not more than 24 IN OC with not
less than two (2) fasteners per side.
1) Fasteners: Flat countersunk cap screws, ASTM F835.
a) Galvanized, ASTM A153/A153M.
7. Provide galvanized checkered plate and edge supports.
C. Aluminum Checkered Plate:
1. Conform to ASTM B632.
a. Diamond pattern: Use one (1) pattern throughout Project.
b. Material: Type 6061-T6.
2. Design live load:
a. 100 psf, uniform load.
b. 300 LBS concentrated load on 4 IN square area.
c. All components to be adequate for the uniform load or the concentrated load, whichever
requires the stronger component.
d. Maximum deflection: 1/300 of span under a superimposed live load of 50 psf.
3. Reinforce as necessary with aluminum angles.
4. Plate sections:
a. Maximum 3 FT wide.
b. Minimum 1/4 IN thick.
c. Maximum 100 LBS per section if required to be removable.
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5. Provide joints at center of all openings unless shown otherwise.
a. Reinforce joints and openings with additional angles to provide required load carrying
capacity.
6. Unless shown otherwise, frame for openings with aluminum checkered plate cover:
a. Aluminum support angles:
1) 3 by 2 by 1/4 IN minimum size with long leg vertical.
2) 5/8 IN DIA adhesive anchor bolts spaced at maximum of 24 IN OC along each side
with not less than two (2) anchor bolts per side.
b. Aluminum concrete insert seats:
1) 2 by 2 by 1/4 IN minimum size.
2) Auto-welded studs or strap anchors at 18 IN OC with not less than two (2) studs or
anchored per side.
c. Drill and tap frame to receive 3/8 IN DIA fasteners at not more than 24 IN OC with not
less than two (2) fasteners per side.
1) Fasteners: Stainless steel flat countersunk cap screws: ASTM F879.
D. Aluminum Grating:
1. NAAMM MBG 531.
2. Bearing bars: Rectangular, 1-1/2 by 3/16 IN at 1-3/16 IN OC spacing OR I-bar, 1-1/2 IN
deep with minimum 1/16 IN thick bar and minimum 1/4 IN flange width at 1-3/16 IN OC
spacing.
3. Cross bars:
a. Welded, swaged or pressure locked to bearing bars:
b. Maximum 4 IN/OC spacing.
4. Top edges of bars: Grooved or serrated.
5. Finish: Mill.
6. Clips and bolts: Stainless steel.
7. Seat angles: Aluminum.
E. Steel Grating:
1. NAAMM MBG 531.
2. Bearing bars:
a. Rectangular 1-1/2 by 3/16 IN unless shown otherwise on Drawings.
b. Maximum 1-3/16 IN OC spacing.
3. Cross bars:
a. Welded, swagged or pressure locked to bearing bars.
b. Maximum 4 IN OC spacing.
4. Top edges of bars: Serrated or grooved.
5. Removable grating sections: Not wider than 3 FT and not more than 100 LBS.
6. Finish:
a. Galvanized.
b. Clips and bolts: Galvanized.
c. Seat angles: Galvanized steel.
7. Ends and perimeter edges: Banded.
8. Openings through grating: Reinforced to provide required load carrying capacity and
banded with 4 IN high toe plate.
9. Provide joints at openings between individual grating sections.
F. Heavy-Duty Castings, Trench Covers, and Accessories:
1. Prefabricated, cast iron ASTM A48.
2. Design load: AASHTO HS-20 wheel loading for indicated span.
3. Machine horizontal mating surfaces.
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2.4 FABRICATION
A. Verify field conditions and dimensions prior to fabrication.
B. Form materials to shapes indicated with straight lines, true angles, and smooth curves.
1. Grind smooth all rough welds and sharp edges.
a. Round all corners to approximately 1/32 - 1/16 IN nominal radius.
C. Provide drilled or punched holes with smooth edges.
1. Punch or drill for field connections and for attachment of work by other trades.
D. Weld Permanent Shop Connections:
1. Welds to be continuous fillet type unless indicated otherwise.
2. Full penetration butt weld at bends in stair stringers and ladder side rails.
3. Weld structural steel in accordance with AWS D1.1 using Series E70 electrodes conforming
to AWS A5.1/A5.1M.
4. Weld aluminum in accordance with AWS D1.2.
5. All headed studs to be welded using automatically timed stud welding equipment.
6. Grind smooth welds that will be exposed.
E. Conceal fastenings where practicable.
F. Fabricate work in shop in as large assemblies as is practicable.
G. Tolerances:
1. Rolling:
a. ASTM A6.
b. When material received from the mill does not satisfy ASTM A6 tolerances for camber,
profile, flatness, or sweep, the Contractor is permitted to perform corrective work by
the use of controlled heating and mechanical straightening, subject to the limitations of
the AISC Specification.
2. Fabrication tolerance:
a. Member length:
1) Both ends finished for contact bearing: 1/32 IN.
2) Framed members:
a) 30 FT or less: 1/16 IN.
b) Over 30 FT: 1/8 IN.
b. Member straightness:
1) Compression members: 1/1000 of axial length between points laterally supported.
2) Non-compression members: ASTM A6 tolerance for wide flange shapes.
c. Specified member camber (except compression members):
1) 50 FT or less: Minus 0/plus 1/2 IN.
2) Over 50 FT: Minus 0/plus 1/2 IN (plus 1/8 IN per 10 FT over 50 FT).
3) Members received from mill with 75 percent of specified camber require no further
cambering.
4) Beams/trusses without specified camber shall be fabricated so after erection,
camber is upward.
5) Camber shall be measured in fabrication shop in unstressed condition.
d. At bolted splices, depth deviation shall be taken up by filler plates.
1) At welded joints, adjust weld profile to conform to variation in depth.
2) Slope weld surface per AWS requirements.
e. Finished members shall be free from twists, bends and open joints.
1) Sharp kinks, bends and deviation from above tolerances are cause for rejection of
material.
H. Fabricate grating, checkered plate, stairs, ladders and accessories using galvanized steel unless
shown otherwise on Drawings.
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I. Fabricate grating in accordance with NAAMM MBG 531.
1. Maximum tolerance for difference in depth between grating depth and seat or support angle
depth: 1/8 IN.
2. Distance between edge of grating and face of embedded seat angle or face of wall or other
structural member: 1/4 IN.
a. Tolerance: NAAMM MBG 531.
3. Removable sections: Not wider than 3 FT and not more than 100 LBS.
4. Ends and perimeter edges: Banded.
a. Provide full depth banding unless noted otherwise.
b. Banding at trenches and sumps to be 1/4 IN less than grating depth to allow for
drainage.
5. Openings through grating: Reinforced to provide required load carrying capacity and
banded with 4 IN high toe plate.
6. Provide joints at openings between individual grating sections.
7. Fabricate grating so that bearing bars and cross bars in adjacent sections are aligned.
J. Fabricate checkered plate and miscellaneous metals in accordance with NAAMM AMP 555.
PART 3 - EXECUTION
3.1 PREPARATION
A. Provide items to be built into other construction in time to allow their installation.
1. If such items are not provided in time for installation, cut in and install.
B. Prior to installation, inspect and verify condition of substrate.
C. Correct surface defects or conditions which may interfere with or prevent a satisfactory
installation.
3.2 INSTALLATION
A. Set metal work level, true to line, plumb.
1. Shim and grout as necessary.
B. Bolt Field Connections: Where practicable, conceal fastenings.
C. Grind welds smooth where field welding is required.
D. Field cutting grating or checkered plate to correct fabrication errors is not acceptable.
1. Replace entire section.
E. Remove all burrs and radius all sharp edges and corners of miscellaneous plates, angles, framing
system elements, etc.
F. Unless noted or specified otherwise:
1. Connect steel members to steel members with 3/4 IN DIA ASTM A325 high strength bolts.
2. Connect steel members to concrete and masonry using stainless steel expansion anchor bolts
or adhesive anchor bolts unless shown otherwise.
3. Provide washers for all bolted connections.
4. Where exposed, bolts shall extend a maximum of 3/4 IN and a minimum of 1/2 IN above
the top nut.
a. If bolts are cut off to required maximum height, threads must be dressed to allow nuts
to be removed without damage to the bolt or the nuts.
G. Install and tighten ASTM A325 high-strength bolts in accordance with the AISC 325, Allowable
Stress Design (ASD).
1. Provide hardened washers for all ASTM A325 bolts.
a. Provide the hardened washer under the element (nut or bolt head) turned in tightening.
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H. After bolts are tightened, upset threads of ASTM A307 unfinished bolts or anchor bolts to
prevent nuts from backing off.
I. Do not field splice fabricated items unless said items exceed standard shipping length or change
of direction requires splicing.
1. Provide full penetration welded splices where continuity is required.
J. Provide each fabricated item complete with attachment devices as indicated or required to
install.
K. Anchor such that work will not be distorted nor fasteners overstressed from expansion and
contraction.
L. Set beam and column base plates accurately on nonshrink grout as indicated on Drawings.
1. See Division 03 Specification Sections for non-shrink grout.
2. Set and anchor each base plate to proper line and elevation.
a. Use metal wedges, shims, or setting nuts for leveling and plumbing columns and
beams.
1) Wedges, shims and setting nuts to be of same metal as base plate they support.
2) Tighten nuts on anchor bolts.
b. Fill space between bearing surface and bottom of base plate with nonshrink grout.
1) Fill space until voids are completely filled and base plates are fully bedded on
wedges, shims, and grout.
c. Do not remove wedges or shims.
1) Where they protrude, cut off flush with edge of base plate.
d. Fill sleeves around anchor bolts solid with non-shrink grout.
M. Tie anchor bolts in position to embedded reinforcing steel using wire.
1. Tack welding prohibited.
a. Coat bolt threads and nuts with heavy coat of clean grease.
2. Anchor bolt location tolerance:
a. 1/16 IN.
b. Provide steel templates for all column anchor bolts.
N. Attach grating to end and intermediate supports with grating saddle clips and bolts.
1. Maximum spacing: 2 FT OC with minimum of two (2) per side.
2. Attach individual units of aluminum grating together with clips at 2 FT OC maximum with
a minimum of two (2) clips per side.
O. Repair damaged galvanized surfaces in accordance with ASTM A780.
1. Prepare damaged surfaces by abrasive blasting or power sanding.
2. Apply galvanizing repair paint to minimum 6 mils DFT in accordance with manufacturer's
instructions.
P. Anchor ladder to concrete structure with minimum 3/4 IN stainless steel anchor bolts with
minimum 6 IN embedment.
3.3 CLEANING
A. After erection, installation or application, clean all miscellaneous metal fabrication surfaces of
all dirt, weld slag and other foreign matter.
B. Provide surface acceptable to receive field applied paint coatings specified in Specification
Section 09 91 00.
END OF SECTION
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STEEL RAILINGS
05 52 05 1
SECTION 05 52 05
STEEL RAILINGS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Steel guardrail.
2. Steel handrail.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Bidding Requirements, Contract Forms, and Conditions of the Contract.
2. Division 01 - General Requirements.
3. Section 05 50 00 - Metal Fabrications.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. U.S. Department of Justice, Architectural and Transportation Barriers Compliance Board
(Access Board):
a. Americans with Disabilities Act (ADA):
1) Accessibility Guidelines for Buildings and Facilities (ADAAG).
2. ASTM International (ASTM):
a. A36, Standard Specification for Carbon Structural Steel.
b. A53, Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated,
Welded and Seamless.
c. A123/A123M, Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron
and Steel Products.
d. A153/A153M, Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel
Hardware.
e. A501, Standard Specification for Hot-Formed Welded and Seamless Carbon Steel
Structural Tubing.
f. A780, Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip
Galvanized Coatings.
3. American Welding Society (AWS):
a. D1.1, Structural Welding Code - Steel.
4. National Association of Architectural Metal Manufacturers (NAAMM):
a. AMP 521, Pipe Railing Systems Manual.
5. Occupational Safety and Health Administration (OSHA):
a. 29 CFR 1910, Occupational Safety and Health Standards, referred to herein as OSHA
Standards.
6. Building code:
a. International Code Council (ICC):
1) International Building Code and associated standards, most current edition,
including all amendments, referred to herein as Building Code.
B. Qualify welding procedures and welding operators in accordance with AWS.
1.3 DEFINITIONS
A. Hardware: As defined in ASTM A153/A153M.
B. Galvanizing: Hot-dip galvanizing per ASTM A123/A123M or ASTM A153/A153M with
minimum coating of 2.0 OZ of zinc per square foot of metal (average of specimens) unless noted
otherwise or dictated by standard.
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C. Guardrail: A system of building components located near the open sides of elevated walking
surfaces for the purpose of minimizing the possibility of an accidental fall from the walking
surface to the lower level.
D. Railing: A generic term referring to guardrail, handrail and/or stair rails.
1.4 SUBMITTALS
A. Shop Drawings:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2. Fabrication and/or layout drawings.
a. Plan showing profile, location, section and details of each railing, and type and details
of anchorage system.
b. Location and type of expansion joints.
c. Materials of construction including shop-applied coatings.
3. Product technical data including:
a. Acknowledgement that products submitted meet requirements of standards referenced.
b. Manufacturer's installation instructions.
1.5 DELIVERY, STORAGE AND HANDLING
A. Deliver and handle railings to preclude damage.
B. Store railings on skids, keep free of dirt and other foreign matter which will damage railings or
finish and protect from corrosion.
PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers are
acceptable:
1. Welded railing systems:
a. Any manufacturer meeting this Specification Section.
2. Galvanizing repair paint:
a. ZRC Products.
2.2 MATERIALS
A. Pipe: ASTM A53, Types E or S, Grade B, or ASTM A501.
B. Steel Sheet, Bar (Pickets) and Plate: ASTM A36.
C. Galvanizing Repair Paint:
1. High zinc dust content paint for regalvanizing welds and abrasions.
2. Dried film shall contain not less than 95 percent zinc dust by weight.
3. ZRC Products "ZRC."
D. Expansion and Adhesive Anchors: See Specification Section 05 50 00.
E. Welding Electrodes: AWS D1.1, E70 Series.
2.3 FABRICATION
A. General:
1. Verify field conditions and dimensions prior to fabrication.
2. For fabrication of items which will be exposed to view, use only materials which are smooth
and free of surface blemishes including pitting, seam marks, roller marks, rolled trade
names and roughness.
a. Remove blemishes by grinding and buffing or by welding and grinding, prior to
cleaning, treating and application of surface finishes.
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3. Form exposed work with smooth, short radius bends, accurate angles and straight edges.
a. Ease exposed edges to a radius of approximately 1/32 IN.
b. Form bent-metal corners to smallest radius possible without causing grain separation or
otherwise impairing work.
4. Form exposed connections with flush, smooth, hairline joints, using galvanized steel splice
locks to splice sections together or by welding.
5. Provide for anchorage of type indicated on the Drawings or as required by field conditions.
a. Drill or punch holes with smooth edges.
B. Custom fabricate pipe railings to dimensions and profiles indicated.
1. Guardrails:
a. 1-1/2 IN nominal diameter pipe.
b. Top rails and intermediate rails: Schedule 40.
c. Vertical posts: Schedule 40.
2. Where details are not indicated, space intermediate rails to requirements of the Building
Code or OSHA Standards, whichever requires the more restrictive design.
3. Space vertical posts as required by loading requirements but not more than 6 FT OC.
a. Avoid locating vertical posts at changes in direction of railing.
b. Hold vertical post back from corner and provide radiused corners.
4. Space handrail brackets as required by loading requirements but not more than 6 FT OC.
5. Base plate for vertical guardrail posts mounted to top of concrete surface:
a. 3/8 x 6 x 6 IN square plate welded to the vertical post.
b. Predrilled to accept four (4) anchors.
C. Welded Railing Fabrication:
1. All welding to be continuous in accordance with AWS D1.1.
a. All welded railing joints shall have full penetration welds.
2. All exposed welds to be ground and buffed smooth and flush to match and blend with
adjoining surfaces.
a. NAAMM AMP 521, Type 2.
3. No ragged edges, surface defects, or undercutting of adjoining surfaces will be accepted.
4. Fit exposed ends of guardrails with solid terminations.
5. Preassemble items in shop to greatest extent possible to minimize field splicing and
assembly of units at project site.
D. Install weeps to drain moisture from hollow sections of railing at exterior locations and in high
humidity areas.
1. Drill 1/4 IN weep hole in railings closed at bottom:
a. 1 IN above walkway surface at bottom of posts.
b. At low point of intermediate rails.
c. Drill hole prior to galvanizing.
d. Do not drill weep holes:
1) In bottom of base plate.
E. Expansion Joints:
1. Joints to be designed to allow expansion and contraction of railing and still meet design
loads required.
a. Top rail splices and expansion joints shall be located within 8 IN of post or other
support.
b. Where railings span building expansion joints; provide a railing expansion joint in the
span crossing the building expansion joint.
2. Provide expansion joints in any continuous run exceeding 20 FT in length.
a. Space expansion joints at not more than 40 FT on center.
3. Provide minimum 0.10 IN of expansion joint for each 20 FT length of top rail for each
25 DegF differential between installation temperature and maximum design temperature.
a. Maximum expansion joint width at time of installation shall not exceed 3/8 IN.
1) Provide additional expansion joints as required to limit expansion joint width.
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4. Provide slip-joint with internal sleeve.
a. Extend slip joint min 2 IN beyond joint at maximum design width.
b. Fasten internal sleeve securely to one side
1) Provide allen-head set screw located in bottom of rail.
2) Rivets or exposed screw heads are not acceptable.
F. Finish: Galvanized after fabrication.
PART 3 - EXECUTION
3.1 PREPARATION
A. Prior to installation, inspect and verify condition of substrate.
B. Correct surface defects or conditions which may interfere with or prevent a satisfactory
installation.
3.2 INSTALLATION
A. Set work accurately in location, alignment and elevation; plumb, level, and true.
1. Measure from established lines and items which are to be built into concrete, masonry or
similar construction.
B. Align railings prior to securing in place to assure proper matching at butting and expansion
joints and correct alignment throughout their length.
1. Provide shims as required.
C. Install proper sized expansion joints based on temperature at time of installation and differential
coefficient of expansion of materials in all railings as recommended by manufacturer.
1. Lubricate expansion joint splice bar for smooth movement of railing sections.
D. Anchor railings to concrete with minimum 1/2 IN stainless steel adhesive anchors with stainless
steel bolts, nuts and washers unless noted otherwise in the Contract documents.
1. Where exposed, bolts shall extend minimum 1/2 IN and maximum 3/4 IN above the top nut.
a. If bolts are cut off to required height, threads must be dressed to allow nuts to be
removed without damage to the bolt or the nut.
b. Bevel the top of the bolt after cutting to provide a smooth surface.
E. Repair damaged galvanized surfaces in accordance with ASTM A780.
1. Properly prepare surface in accordance with galvanizing repair paint manufacturer's
recommendations.
2. Apply minimum 6 mils DFT of galvanizing repair paint in accordance with manufacturer's
recommendations.
END OF SECTION
DIVISION 08
OPENINGS
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HOLLOW METAL DOORS AND FRAMES
08 11 00 1
SECTION 08 11 00
HOLLOW METAL DOORS AND FRAMES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Metal doors and frames.
B. Related Specification Sections include but are not necessarily limited to:
1. Section 13 34 19 Metal Building Systems
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. ASTM International (ASTM):
a. A653, Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron
Alloy-Coated (Galvannealed) by the Hot-Dip Process.
2. National Association of Architectural Metal Manufacturers (NAAMM):
a. Hollow Metal Manufacturers Association (HMMA).
3. Steel Door Institute (SDI):
a. 117, Manufacturing Tolerances for Standard Steel Doors and Frames.
b. All SDI publications.
4. Steel Door Institute/American National Standards Institute (SDI/ANSI):
a. A250.6, Recommended Practice for Hardware Reinforcing on Standard Steel Doors and
Frames.
b. A250.7, Nomenclature for Standard Steel Doors and Steel Frames.
c. A250.8 (formerly SDI 100), Recommended Specifications for Standard Steel Doors and
Frames.
d. A250.10, Test Procedure and Acceptance Criteria for Prime Painted Steel Surfaces for
Steel Doors and Frames.
e. A250.11, Recommended Erection Instructions for Steel Frames.
5. Building code:
a. International Code Council (ICC):
1) 2012 International Building Code and associated standards and local amendments.
B. Qualifications: Manufacturer must be current member of SDI, and NAAMM (HMMA).
C. Wipe coat galvanized steel is not acceptable as substitute for galvanizing finish specified.
1.3 DEFINITIONS
A. As identified in SDI/ANSI A250.7.
1.4 SUBMITTALS
A. Shop Drawings:
1. Product technical data including:
a. Acknowledgement that products submitted meet requirements of standards referenced.
b. Manufacturer's installation instructions.
2. Schedule of doors and frames using same reference numbers as used on Drawings.
3. SDI certification.
4. UL certification.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Store doors and frames in accordance with SDI/ANSI A250.11.
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HOLLOW METAL DOORS AND FRAMES
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PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers are
acceptable:
1. Metal doors and frames and metal borrowed lite frames:
a. CECO Corporation.
b. Steelcraft Manufacturing Co.
c. Curries Company.
B. Submit request for substitution in accordance with Specification Section 01 25 13.
2.2 MATERIALS
A. Steel Sheet: Hot-dipped galvannealed steel, ASTM A653, A60 coating.
B. Frames: Hot-dipped galvannealed steel, ASTM A653, A60 coating.
C. Supports and Reinforcing: Hot-dipped galvannealed steel, ASTM A653, A60 coating.
D. Inserts, Bolts and Fasteners: Manufacturer's standard.
E. Primer: Manufacturer's standard coating meeting SDI/ANSI A250.10.
F. Galvannealed Coating Repair: See Specification Section 09 91 00.
G. Thermal Insulation: Polyurethane, CFC free.
2.3 ACCESSORIES
A. Frame Anchors:
1. Jamb anchors:
a. Masonry wire anchors: Minimum 0.1875 IN wire, galvanized.
b. Existing wall anchor: Minimum 18 GA, galvanized.
c. Stud partition and base anchors: Minimum 18 GA, galvanized.
2.4 FABRICATION
A. General:
1. SDI/ANSI A250.8.
2. Fabricate rigid, neat in appearance and free from defects.
3. Form to sizes and profiles indicated on Drawings.
a. Beveled edge.
4. Fit and assemble in shop wherever practical.
5. Mark work that cannot be fully assembled in shop to assure proper assembly at site.
6. Continuously wire weld all joints, dress exposed joints smooth and flush.
7. Fabricate doors and frames to tolerance requirements of SDI 117.
8. Fit doors to SDI clearances.
9. All doors shall be handed.
10. Hinge cut-out depth and size on doors and frames shall match hinge specified in
Specification Section 08 70 00.
11. Design and fabricate doors to requirements of the Building Code.
B. Hollow Metal Doors:
1. General:
a. 1-3/4 IN thick.
b. Fabricate with flush top caps.
1) Thickness and material to match door face.
2) Exterior doors: Seal weld top cap to door face and grind smooth and flush.
3) Interior doors:
a) Attach top cap to door with concealed fasteners or by welding.
b) Factory seal if attached with fasteners.
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HOLLOW METAL DOORS AND FRAMES
08 11 00 3
c) No exposed fasteners will be accepted.
c. Continuously wire weld all joints and dress, smooth and flush.
2. Exterior:
a. SDI/ANSI A250.8, Level 3, and physical performance level A, Model 2.
1) Face sheet minimum thickness: 16 GA.
2) Insulated: Minimum R10.
Fire rated:
SDI/ANSI A250.8, Level 3, and physical performance level A, Model 2.
Face sheet minimum thickness: 16 GA.
UL fire labeled.
Comply with UL 10B and UL 10C.
Maximum transmitted temperature:
Fire doors shall have a maximum transmitted temperature end point of not more
than 250 DegF above ambient at the end of 30 minutes of standard fire test
exposure.
C. Hollow Metal Frames:
1. Door frames:
a. Provide 2 IN face at all heads, jambs and mullions for frames in stud walls.
b. Provide 4 IN face at head where noted on Drawings or required by wall construction.
c. 26 GA galvannealed steel boxes welded to frame at back of all hardware cutouts.
d. Steel plate reinforcement welded to frame for hinge, strikes, closers and surface-
mounted hardware reinforcing.
1) All plate reinforcement shall meet size and thickness requirements of
SDI/ANSI A250.8.
e. Split type frames not acceptable.
1) All horizontal and vertical mullions and transom bars shall be welded to adjacent
members.
f. Conceal all fasteners.
g. Frames shall be set up, all face joints continuously wire welded and dressed smooth.
h. Exterior (up to 4 FT wide): 16 GA.
Fire rated:
16 GA.
Comply with UL 10B and UL 10C.
i. Provide removable spreaders at bottom of frame.
D. Prepare for finish hardware in accordance with hardware schedule, templates provided by
hardware supplier, and SDI/ANSI A250.6.
1. Locate finish hardware in accordance with SDI/ANSI A250.8.
2. See Specification Section 08 70 00 for hardware.
3. Prepare doors for swing direction indicated.
a. Preparing doors for non-handed hinges is not acceptable.
E. After fabrication, clean off mill scale and foreign materials and prime with rust inhibiting
primer.
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PART 3 - EXECUTION
3.1 INSTALLATION
A. Install doors and frames in accordance with SDI/ANSI A250.11, the Building Code and
manufacturer's instructions.
B. Plumb, align, and brace frames securely until permanently anchored.
1. After completion of walls, remove temporary braces and spreaders.
2. Anchor frames with minimum of three anchors per jamb.
a. Number and location of anchors shall be in accordance with SDI and frame
manufacturer's recommendations.
C. At new masonry or metal stud construction, place frames in conjunction with construction of
walls or partitions.
1. Masonry construction: Anchor frames using masonry wire anchors.
2. Metal stud construction:
a. Anchor frames using steel stud anchors.
b. Attach wall anchors with self-tapping screws.
D. At concrete, precast concrete or existing masonry construction, place frames in rough opening
using existing opening anchors.
E. Use plastic plugs to keep silencer holes clear during construction.
F. Immediately after erection, sand smooth rusted or damaged areas.
1. Touch-up with rust-inhibiting primer.
2. Leave finish smooth for finish painting per
G. Install three silencers on strike jamb of single door frame and two on head of double door frame.
H. Protect doors and frames during construction.
END OF SECTION
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STEEL ROLLING OVERHEAD DOORS
08 33 23 1
SECTION 08 33 23
STEEL ROLLING OVERHEAD DOORS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Steel rolling overhead doors.
B. Related Specification Sections include but are not necessarily limited to:
1. Section 13 34 19 Metal Building Systems
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. American National Standards Institute (ANSI).
2. American Society of Heating, Refrigerating and Air-Conditioning Engineers, Inc.
(ASHRAE):
a. 90.1, Energy Standard for Buildings Except Low-Rise Residential Buildings.
3. ASTM International (ASTM):
a. A36/A36M, Standard Specification for Carbon Structural Steel.
b. A53/A53M, Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-
Coated, Welded and Seamless.
c. A123/A123M, Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron
and Steel Products.
d. A153/A153M, Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel
Hardware.
e. A307, Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60,000
PSI Tensile Strength.
f. A500/A500M, Standard Specification for Cold-Formed Welded and Seamless Carbon
Steel Structural Tubing in Rounds and Shapes.
g. A501/A501M, Standard Specification for Hot-Formed Welded and Seamless Carbon
Steel Structural Tubing.
h. A653/A653M, Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or
Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.
i. E90, Standard Test Method for Laboratory Measurement of Airborne Sound
Transmission Loss of Building Partitions and Elements.
j. E283, Standard Test Method for Determining the Rate of Air Leakage Through
Exterior Windows, Curtain Walls, and Doors Under Specified Pressure Differences
Across the Specimen.
k. E330, Standard Test Method for Structural Performance of Exterior Windows, Doors,
Skylights and Curtain Walls by Uniform Static Air Pressure Difference.
l. F3125/F3125M, Standard Specification for High Strength Structural Bolts, Steel and
Alloy Steel, Heat Treated, 120 KSI (830 MPa) and 150 KSI (1040 MPa) Minimum
Tensile Strength, Inch and Metric Dimensions.
4. (DASMA):
a. ANSI/DASMA 108, Standard Method for Testing Sectional Garage Doors and Rolling
Doors: Determination of Structural Performance Under Uniform Static Air Pressure
Difference.
5. International Energy Conservation Code (IECC).
6. National Electrical Manufacturers Association (NEMA):
a. 250, Enclosures for Electrical Equipment (1000 Volts Maximum).
7. Underwriters Laboratories, Inc. (UL):
a. 325, Standard for Door, Drapery, Gate, Louver, and Window Operators and Systems.
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08 33 23 2
B. Qualifications:
1. Installer to be licensed or approved in writing by door manufacturer.
1.3 DEFINITIONS
A. Installer or Applicator:
1. Installer or applicator is the person actually installing or applying the product in the field at
the Project site.
2. Installer and applicator are synonymous.
1.4 SUBMITTALS
A. Shop Drawings:
1. Product technical data including:
a. Acknowledgement that products submitted meet requirements of standards referenced.
b. Manufacturer's installation instructions.
c. Manufacturer's standard color charts.
2. Schedule of doors using same reference number for openings as indicated on Drawings.
3. Motor operator and accessories technical data including complete wiring and control
diagrams.
4. Certifications:
a. Certification of installer qualifications.
5. Test Reports:
a. Test report showing compliance with ASTM E330 or ANSI/DASMA 108 for the
design pressure based on the wind speed specified.
B. Samples:
1. Actual metal color samples of manufacturer's full line of colors available.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers are
acceptable:
1. Steel rolling overhead doors:
a. CornellCookson.
b. Wayne Dalton.
c. Overhead Door Corporation.
d. Raynor Garage Doors.
e. Or approved equal.
2.2 PERFORMANCE AND DESIGN REQUIREMENTS
A. Design Wind Load:
1. Test door assemblies in accordance with ASTM E330 or ANSI/DASMA 108.
2. Exterior doors:
a. Determine static pressure in accordance with applicable test method.
b. Basic Wind Load Design Criteria: See Section 13 34 19.
B. Air Infiltration:
1. Meet ASHRAE 90.1 and IECC 2012/2015 C402.4.3.
2. Air leakage: <1.00 CFM/SQFT.
C. Thermal performance:
1. NFRC test report: U-factor: 0.91.
D. Sound Rating:
1. ASTM E90.
2. Minimum assembly rating: STC-21.
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2.3 MATERIALS
A. Steel:
1. Hot dipped galvanized:
a. Fasteners: ASTM A153/A153M.
b. All other components: ASTM A123/A123M.
2. Bars, shapes, and plate: ASTM A36/A36M.
3. Pipe: ASTM A53/A53M or A501/A501M.
4. Tubing: ASTM A500/A500M.
5. Bolts and nuts: ASTM A307 or F3125/F3125M.
B. Insulation:
1. Closed cell polyurethane foam.
2. CFC free.
C. Weatherproofing:
1. Resilient: Neoprene or vinyl.
2. Brush type: Nylon or polypropylene.
D. Fasteners: Same material as door construction.
2.4 MANUFACTURED UNITS
A. Door Curtain:
1. Insulated flat profile:
a. Overhead Door Corp. "625 Series".
b. 2-5/8 IN high.
c. Interlocking face sheets:
1) Exterior face: 0.040 IN.
2) Interior face: 0.024 IN.
d. Galvanized endlocks.
e. Core: Insulated.
2. Bottom bar:
a. Two structural angles bolted back-to-back.
1) Minimum 1/8 IN thick.
B. Operation: Manual
1. Provide integral chain hoist and release with integrated interlock.
a. Provide chain keeper for each hoist.
C. Guides:
1. Manufacturer's standard structural angle guide system for size of door specified.
a. Galvanized Steel.
b. Furnish curtain wind locks as necessary for design wind load.
2. Mounting:
a. Interior face of wall.
3. Cold-rolled guides are not acceptable.
D. Headplates:
1. Sized to support counterbalance assembly, curtain, motor operator and hood.
a. Field verify headroom and side clearances and coordinate motor operator mounting
accordingly.
E. Counterbalance Assembly:
1. Pipe barrel:
a. Galvanized Steel.
b. Maximum deflection: 0.03 IN/FT.
2. Torsion springs:
a. Oil-tempered helical torsion springs on cast anchors.
b. 100,000 cycle.
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3. Adjustable tension wheel.
F. Hood:
1. Minimum 24 GA.
2. Air baffle extending full length.
G. Weatherstripping:
1. Guide tracks: Exterior and interior weatherseal.
2. Lintel: Brush-type weatherseal.
3. Bottom seal:
a. Manually-operated doors: Resilient weather seal.
b. Motor-operated doors: Electric safety edge.
H. Finish:
1. Powder coat:
a. Factory prime and finish coats.
b. Prime coat: Minimum 0.2 MIL baked-on prime paint.
c. Finish coat: Minimum 0.6 MIL baked-on polyester powder coat.
d. Color: To be selected by Owner from manufacturer's complete offering.
2. Trim Pieces: Material and finish to match door curtain.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Install products in accordance with manufacturer's instructions.
B. Installation shall be done by manufacturer's authorized representative.
C. Provide all required trim, weatherstripping, closures etc., for complete weather tight installation.
D. Adjust for proper counter balance.
E. Seal along bottom of vertical track (guides), seal the vertical joint between the two separate track
angles (if not filled by welding) and seal all holes in vertical track (not being used for fasteners)
to provide a completely weather tight track and door system.
1. At fastener locations provide steel washers under bolt head to completely cover the slotted
holes in the vertical track.
a. Finish of steel washer shall match finish of track (guides).
3.2 ADJUSTMENT
A. Prior to occupancy, adjust door for smooth operation.
END OF SECTION
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08 70 00 1
SECTION 08 70 00
FINISH HARDWARE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Finish hardware.
2. Inspection and testing of door operation.
B. Related Specification Sections include but are not necessarily limited to:
1. Section 08 11 00 - Metal Doors and Frames.
1.2 QUALITY ASSURANCE
A. All door hardware shall be provided by a single hardware supplier.
1. Hardware is to be provided under this Specification Section, unless noted otherwise, for
doors specified in:
a. Specification Section 08 11 00.
B. Referenced Standards:
1. Americans with Disabilities Act (ADA):
a. Accessibility Guidelines for Buildings and Facilities (ADAAG).
2. American National Standards Institute/Builders Hardware Manufacturers Association
(ANSI/BHMA):
a. A156.1, Butts and Hinges.
b. A156.3, Exit Devices.
c. A156.4, Door Controls -Closers.
d. A156.6, Architectural Door Trim.
e. A156.8, Door Controls - Overhead Stops and Holders.
f. A156.13, Mortise Locks.
g. A156.16, Auxiliary Hardware.
h. A156.18, Materials and Finishes.
i. A156.21, Thresholds.
3. American National Standards Institute/Steel Door Institute (ANSI/SDI).
a. A250.8, Specifications for Standard Steel Doors and Frames (SDI-100).
4. Door and Hardware Institute (DHI).
5. National Fire Protection Association (NFPA):
a. 101, Life Safety Code.
6. Building code:
a. International Code Council (ICC):
1) International Building Code and associated standards, 2012 Edition including all
amendments, referred to herein as Building Code.
C. Qualifications:
1. Installation shall be inspected by a certified Architectural Hardware Consultant (AHC).
1.3 DEFINITIONS
A. AHC: Architectural Hardware Consultant, certified by DHI.
B. Installer or Applicator:
1. Installer or applicator is the person actually installing or applying the product in the field at
the Project site.
2. Installer and applicator are synonymous.
C. All weather: Capable of operation from -50 to +120 DEGF.
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D. Active Leaf: Right-hand leaf when facing door from keyed side unless noted otherwise on
Drawings.
1.4 SUBMITTALS
A. Shop Drawings:
1. Qualifications
a. AHC qualifications.
2. Certification from AHC stating:
a. All door hardware has been reviewed by AHC and verified to be compatible with doors
and frames.
b. All electrified door hardware has been reviewed by AHC and has been coordinated
with power supply and access control system.
c. No submittals will be reviewed until Engineer has received AHC certification.
3. Product technical data including:
a. Acknowledgement that products submitted meet requirements of standards referenced.
b. Manufacturer's installation instructions.
4. Schedule of all hardware being used on each door.
a. Number hardware sets and door references same as those indicated on Drawings.
5. Technical data sheets on each hardware item proposed for use.
6. Warranty information for all hardware devices having extended warranties.
B. Informational Submittals:
1. Certifications:
a. Certification from AHC stating all door hardware has been provided per approved Shop
Drawings, has been installed in accordance with manufacturer's recommended
installation instructions and all doors have been inspected and tested and found to be in
proper working order.
1) Door assemblies required to swing in the direction of egress have been inspected
and tested in accordance with NFPA 101.
1.5 WARRANTY
A. Provide all individual manufacturers' extended warranties as advertised.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers are
acceptable:
1. Hinges:
a. Hager Companies.
b. McKinney Manufacturing Co.
c. Stanley by dormakaba Holding, Inc.
2. Locksets and latchsets:
a. Best Access Solutions, Inc. by dormakaba Holding, Inc.
b. Corbin Russwin, Inc. by ASSA ABLOY.
3. Exit devices:
a. Corbin Russwin, Inc. by ASSA ABLOY.
b. PRECISION by dormakaba Holding, Inc.
c. SARGENT Manufacturing Company by ASSA ABLOY.
d. Von Duprin by Allegion PLC.
4. Closers:
a. Corbin Russwin, Inc. by ASSA ABLOY.
b. LCN by Allegion PLC.
c. Norton by ASSA ABLOY.
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5. Door stops and holders:
a. Trimco.
b. Rockwood by ASSA ABLOY.
c. IVES by Allegion PLC.
6. Overhead stops:
a. Glynn-Johnson by Allegion PLC.
b. Rockwood by ASSA ABLOY.
c. Trimco.
d. Rixson by ASSA ABLOY.
7. Weatherstripping and thresholds:
a. Pemko by ASSA ABLOY.
b. Reese Enterprises, Inc.
c. Zero International, Inc.
d. National Guard Products.
8. Door bolts, coordinators and strikes:
a. IVES by Allegion PLC.
b. Trimco.
c. Hager Companies.
d. Rockwood by ASSA ABLOY.
e. dormakaba.
9. Other materials: As noted.
B. Submit request for substitution to Engineer.
2.2 MATERIALS
A. General: As indicated in the FABRICATION Article in PART 2 of this Specification Section.
B. Fasteners: Stainless steel or aluminum.
C. Closers:
1. Standard closer:
a. Shell: Aluminum or cast iron.
b. Arms and piston: Forged steel.
D. Kickplates:
1. Stainless steel.
E. Thresholds: Aluminum.
F. Overhead Stops and Wall Stops: Stainless steel or aluminum.
G. Keys: Brass or bronze.
H. Weatherstripping and Smoke Seals: Polypropylene, neoprene, or EPDM.
I. Pulls and Push Plates: Stainless steel.
J. Silencers: Rubber.
2.3 COMPONENTS
A. Hinges:
1. Butt hinges:
a. ANSI/BHMA A156.1.
1) A5111: Stainless steel, full-mortise, anti-friction bearing, Grade 1.
b. Ball bearing.
c. Flat button tips.
d. Butt hinges:
1) Hager BB1199.
2) McKinney T4B3386.
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e. Hinge size:
1) Doors up to and including 46 IN wide: 4.5 IN x 4.5 IN.
2) Doors over 46 IN up to and including 60 IN wide: 5 IN high x 4.5 IN.
B. Mortise Locks and Latches:
1. ANSI/BHMA A156.13, Series 1000, Operational Grade 1, Security Grade 1.
a. Meet requirements of ADA.
2. Antifriction two-piece mechanical latchbolt with stainless steel anti-friction insert.
a. One-piece stainless steel deadbolt, minimum 1-1/4 IN x 9/ 16 IN thick with 1 IN throw.
b. 2-3/4 IN backset.
c. Cylinder: Brass, 6-pin, with interchangeable core.
d. ADA compliant thumb turn lever.
3. Locking, latching and retracting mechanism and lock case:
a. Steel, unless noted otherwise.
1) Chrome or zinc dichromate plated.
4. Trim design: Corbin Russwin, Inc. "NSP".
a. Functions as indicated in following table in accordance with ANSI/BHMA A156.13.
C. Exit Devices:
1. ANSI/BHMA A156.3, Grade 1.
2. Single doors: Mortise.
3. Pairs of doors: Concealed [Surface] vertical rods.
4. Trim:
a. Lever operation.
b. Lever style: Sargent "L".
5. Sargent "80 Series".
a. Function as indicated on Hardware Schedule.
D. Bolts:
1. ANSI/BHMAA 156.16.
2. Surface bolts: Rockwood 580 Series with top and bottom strikes.
E. Door Closers:
1. ANSI/BHMA A156.4, Grade 1.
2. Size door closers to comply with ANSI recommendations for door size and location.
3. Fabricate all closers with integral back check.
4. Provide integral stop unless noted otherwise.
a. Do not provide integral stop at closers indicated to be installed on pull side of door.
b. Provide all weather fluid for all closers used in exterior doors.
5. Full cover.
a. Manufacturer's standard plastic cover.
6. Arms, brackets, and plates: As required for complete installation.
7. Closers:
a. LCN 4040 Series or Norton 7500 Series or Corbin Russwin, Inc. DC6200 Series.
8. Provide manufacturer's standard 10 year warranty.
F. Door Stops:
1. ANSI/BHMA A156.16.
a. Wall stops: IVES WS406-CVX or WS406-CCV.
G. Overhead Door Holders/Stop:
1. ANSI/BHMA A156.8.
2. Provide 'hold-open' function on all stops unless noted otherwise.
a. -doors.
3. Surface mounted stops: Rockwood N14400 Series or Glynn Johnson 90 Series.
4. Concealed stops: Rockwood N11000 Series or Glynn Johnson 100 Series.
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H. Kickplates:
1. ANSI/BHMA A156.6.
2. 8 IN high x 2 IN less than door width.
3. Beveled on all edges.
I. Thresholds:
1. ANSI/BHMA A156.21.
2. One-piece unit.
3. Height: 1/2 IN high maximum.
4. Width: 4 IN.
5. Provide required bolt cutouts.
J. Weatherstripping:
1. Weather seal at jambs and head:
a. Self-adhesive strip: Reese #797.
b. Color: Black.
2. Sweep at bottom of doors:
a. Reese 701.
b. Color: Clear anodized.
3. Weather seal astragal at meeting edges of pairs of doors:
a. Reese 92 each leaf.
b. Color: Clear anodized.
2.4 ACCESSORIES
A. Silencers:
1. Hollow metal frames: Trimco 1229A or Rockwood 608.
2. Self-adhesive silencers are not acceptable.
B. Keying:
1. Establish keying with Owner.
a. Tag and identify keys.
b. Provide two keys for each lock or cylinder.
c. Provide construction master keys for all exterior doors.
C. Strikes:
1. Curved lips.
a. Extended lips when required.
2. Furnish strike boxes.
3. Appropriate for function and hardware listed.
2.5 FABRICATION
A. General:
1. Generally prepare for Phillips head machine screw installation.
2. Exposed screws to match hardware finish or, if exposed in surfaces of other work, to match
finish of other work as closely as possible.
3. Provide concealed fasteners unless thru bolted.
4. Through bolt closers on all doors.
5. Furnish items of hardware for proper door swing.
6. Furnish lock devices which allow door to be opened from inside room without a key or any
special knowledge.
B. Hardware:
1. Fabricate hardware for fire rated openings in compliance with UL and NFPA 80.
a. This requirement takes precedence over other requirements for such hardware.
b. Provide only hardware which has been tested and listed by UL for types and sizes of
doors.
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2. Provide following ANSI/BHMA A156.18 finishes:
a. Locksets, latchsets and strikes: 630.
b. Door pulls, push bars, push plates: 630.
c. Kickplates:
1) Stainless steel: 630.
d. Exit devices: 630 where available; 626 if 630 is not available.
1) Provide 630 finish on trim.
e. Butt hinges: 630.
f. Door stops, dead locks, mortise bolts, and miscellaneous hardware: 630 where
available, 626 if 630 not available.
g. Door overhead stops: 630.
h. Closers: 600 prime coat with 689 finish coat, unless noted otherwise.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Install products in accordance with manufacturer's installation instructions.
B. Provide all hardware in accordance with Building Code.
C. Fit hardware before final door finishing.
D. Permanently install hardware after door finishing operations are complete.
E. Locate hardware in accordance with ANSI/SDI A250.8.
F. Butt Hinges:
1. Provide non-removable pin (NRP) at:
a. Exterior doors.
b. Reverse handed doors equipped with locks.
2. Quantities:
a. Door height 61 - 90 IN: Three.
b. Door height 91 - 114 IN: Four.
c. Door height 115 - 144 IN: Five.
G. Closers:
1. Mount closers on inside of the door.
H. Provide coordinator when required by hardware specified.
I. Install astragal on all pairs of UL labeled fire doors.
J. Provide silencers for door frames.
1. Hollow metal frames: See Specification Section 08 11 00.
K. Provide weather seal, door sweep and threshold at all exterior doors and where scheduled on
interior doors.
1. Set thresholds in a full bed of sealant.
2. Mount door sweeps on exterior face of door.
3. Mount weather seal astragal at meeting edges of pairs of doors on the exterior face of the
doors.
L. Provide smoke seals on all fire rated doors.
M. Mount kickplates on push side of doors.
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3.2 FIELD QUALITY CONTROL
A. Adjust and check each operating item of hardware to assure proper operation or function.
1. Lubricate moving parts with lubricant recommended by manufacturer.
2. Adjust door control devices to compensate for operation of heating and ventilating
equipment.
END OF SECTION
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DIVISION 13
SPECIAL CONSTRUCTION
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SECTION 13 34 19
METAL BUILDING SYSTEMS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Complete metal building system including but not limited to:
a. Design.
b. Materials.
c. Fabrication.
d. Shipment.
e. Erection.
f. Components as specified.
B. Related Specification Sections include but are not necessarily limited to:
1. Section 08 11 00 Hollow Metal Doors and Frames
2. Section 08 33 23 Steel Rolling Overhead Doors
3. Section 08 70 00 Finish Hardware
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. American Architectural Manufacturers Association (AAMA):
a. 621, Voluntary Specifications for High Performance Organic Coatings on Coil Coated
Architectural Hot Dipped Galvanized (HDG) and Zinc-Aluminum Coated Steel
Substrates.
2. American Institute of Steel Construction (AISC):
a. 303, Code of Standard Practice for Steel Buildings and Bridges (referred to herein as
AISC Code of Standard Practice).
3. ASTM International (ASTM):
a. A36/A36M, Standard Specification for Carbon Structural Steel.
b. A123/A123M, Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron
and Steel Products.
c. A307, Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile
Strength.
d. A325, Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi
Minimum Tensile Strength.
e. A490, Standard Specification for Structural Bolts, Alloy Steel, Heat Treated, 150 ksi
Minimum Tensile Strength.
f. A653/A653M, Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or
Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.
g. A792/A792M, Standard Specification for Steel Sheet, 55% Aluminum-Zinc Alloy-
Coated by the Hot-Dip Process.
h. B221, Standard Specification for Aluminum and Aluminum-Alloy Extruded Bars,
Rods, Wire, Profiles, and Tubes.
i. C578, Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation.
j. C991, Standard Specification for Flexible Fibrous Glass Insulation for Metal Buildings.
k. C1289, Standard Specification for Faced Rigid Cellular Polyisocyanurate Thermal
Insulation Board.
l. E84, Standard Test Method for Surface Burning Characteristics of Building Materials.
4. American Welding Society (AWS):
a. D1.1/D1.1M, Structural Welding Code - Steel.
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5. International Accreditation Service (IAS):
a. AC472, Accreditation Criteria for Inspection Programs for Manufacturers of Metal
Building Systems.
6. Metal Building Manufacturer's Association (MBMA):
a. Low Rise Building Systems Manual.
7. Research Council on Structural Connections (RCSC):
a. Specification for Structural Joints Using High-Strength Bolts.
8. The Society for Protective Coatings/NACE International (SSPC/NACE).
a. SP 6/NACE No. 3, Commercial Blast Cleaning.
9. Underwriters Laboratories, Inc. (UL):
a. Building Materials Directory.
b. Fire Resistance Directory
10. Building code:
a. International Code Council (ICC):
1) International Building Code and associated standards, latest Edition including all
amendments, referred to herein as Building Code.
B. Qualifications:
1. Manufacturer's qualifications:
a. Manufacturer must be member in good standing of the MBMA.
b. Manufacturer must be currently approved by IAS Accreditation Committed under the
Inspection Programs for Manufacturers of Metal Buildings Systems IAS AC472.
2. Erector qualifications:
a. Erector (installer) must be approved in writing by metal building manufacturer.
b. Erector must have minimum of 10 years current experience in erection of similar
structures.
3. Manufacturer's Structural Engineer: Registered in the State of Alaska.
1.3 DEFINITIONS
A. Code: The word "code" refers to the Building Code.
B. Installer, Erector or Applicator:
1. Installer, erector or applicator is the person actually installing, erecting or applying the
product in the field at the Project site.
2. Installer, erector and applicator are synonymous.
1.4 SYSTEM DESCRIPTION
A. Powerhouse Building
1. Building shall be insulated, clear span, rigid frame, beam and column end wall with
diagonal bracing type with vertical walls and gable type roof.
2. Provide insulated wall and roof panels.
3. Provide two man-doors and one roll-up door as shown on the Drawings
4. Provide internal framing and cut-outs for intake louvers and exhaust fans as shown on the
Drawings.
5. Building shall be designed to support a bridge crane.
6. Provide cross bracing in the side walls perpendicular to the rigid frame.
B. Storage Building
1. Building shall be insulated, clear span, rigid frame, beam and column end wall with
diagonal bracing type with vertical walls and gable type roof.
2. Provide insulated wall and roof panels.
3. Provide one man-door and two roll-up doors
4. Provide cross bracing in the side walls perpendicular to the rigid frame.
5. Provide a concrete slab-on-grade foundation design. Interior slab shall be a minimum of 4
inches thick.
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1.5 SUBMITTALS
A. Shop Drawings:
1. Product technical data including:
a. Acknowledgement that products submitted meet requirements of standards referenced.
b. Manufacturer's technical reference manual containing all of the manufacturer's standard
construction details and specifications.
1) Manufacturer's erection manual containing all details and methods for installation
of building frame, roof system, wall system, and accessories.
2) Edit to mark out items not used for this installation.
2. Design and fabrication drawings:
a. Erection drawings minimum scale: 1/8 IN = 1 FT-0 IN.
b. Details and sections minimum scale: 1-1/2 IN = 1 FT-0 IN.
c. List of all design loads and combination of loads.
d. Size and location of each component of the building.
1) Include clearance under structural framing members, both horizontal and vertical.
2) Include cross-section of components.
e. Fasteners and details of fasteners connecting each component of the building.
f. Size, location and details of anchor bolts, base plates, and all other components fastened
to the foundation.
1) Size anchor bolts and base plates assuming 4000 psi concrete.
g. Details of wall panels, roof panels, finishes, flashings, closures, closure strips, trim,
calking, and all other miscellaneous components.
B. Samples:
1. Metal color and finish samples of roof and wall panels, roof trim, wall trim, and interior
panel colors for Owner's selection.
2. Color chart is not acceptable.
C. Informational Submittals:
1. Manufacturer's and Erector's Qualifications.
2. Manufacturer's approval of erector.
3. Manufacturer's Certificate of Accreditation per IAS AC472 or AISC Quality Certification.
4. Structural calculations stamped and signed by a professional Structural Engineer licensed in
the State of Alaska.
a. Include list of design loads and loads transmitted to foundation through columns or
walls and location where loads occur.
b. Submit calculations for information only.
1.6 WARRANTY
A. Manufacturer's standard warranty.
B. Manufacturer's standard warranty for factory applied coating system against blistering, chipping,
cracking, peeling, or color fading of wall and roof panels.
C. Manufacturer's 20 year weather tightness warranty of roof assembly.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Structural Members: Galvanized steel.
B. Anchor Bolts:
1. ASTM A307, ASTM A36/A36M, or equal, galvanized steel.
2. Supply 4'-0" all-thread bar, nut and washer for each anchor bolt required.
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3. Embedment details to be developed by Engineer upon receipt of anchor bolt and loading
information for approved Shop Drawings from building manufacturer.
C. Fasteners:
1. Building frame, girts, and purlins: Galvanized ASTM A325, ASTM A490 or ASTM A307
bolts.
2. Roof and wall panels: Stainless steel.
3. Miscellaneous fasteners: Corrosion resistant.
D. Roof and Wall Panels: Steel.
E. Insulation:
1. Polyisocyanurate, ASTM C1289, Type 1, Class II.
F. Closures: Neoprene.
G. Trim: Same material as wall or roof panel.
H. Doors shall be in accordance with Specification 08 11 00.
2.2 BUILDING DESIGN CRITERIA
A. Critical Dimensions:
1. Roof slope: 3v:12h.
2. Provide minimum clear inside dimensions as noted on the Drawings and in the
Specifications.
B. Building Foundation:
1. All footings, foundations, anchor bolts and piers shall be designed based on assumed
loadings and reactions.
a. Member sizes and geometry may vary depending on the building being supplied.
b. Do not construct these members until Engineer has verified design with approved Shop
Drawings of metal building being supplied.
C. Roof Live Loads:
1. Roof panels:
a. Per Building Code.
b. 50 psf uniformly distributed live load.
c. 200 LB concentrated (point) live load (over a 1 x 1 FT area) located at center of
maximum roofing (panel) span.
d. The most severe condition governs.
2. Roof framing members:
a. Per Building Code.
b. Roof framing members do not need to be designed for 50 psf uniform or 200 LB
concentrated live loads.
3. The above loads are in addition to other applicable equipment loads and shall be applied to
the horizontal projection of the roof.
D. Snow Loads:
1. Design structure for snow loading as set forth in the Building Code.
a. Project site conditions are as follows:
1) Basic ground snow: 70 psf.
2) Importance factor: 1.1.
3) Snow exposure coefficient: 0.8.
2. Design roof panels, secondary support members and primary framing where appropriate for
a snow load drifting accumulation as specified in the Building Code.
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E. Wind Loads:
1. Design structure for wind loading as set forth in the Building Code.
a. Project site conditions are as follows:
1) Basic wind speed: 120 mph.
2) Site exposure: Class D.
3) Importance factor: 1.15.
4) Enclosure type: Enclosed
F. Seismic (Earthquake) Loads:
1. Design structure for seismic forces as set forth in the Building Code.
a. Project site conditions are as follows:
1) SDS: 0.387.
G. Live Loads:
1. Design columns to support a bridge crane.
a. Capacity: 10 tons
2.3 FABRICATION
A. General:
1. Fabricate building structure, roof and wall panels, accessories and trim in accordance with
requirements of AISC and MBMA.
2. Provide all necessary clips, flashing angles, caps, channels, closures, bases and any other
miscellaneous trim required for complete water and airtight installation.
a. Provide an inside closure at the base of all corrugated panels and an outside closure at
the top of all corrugated panels in addition to all other closure strips required.
1) Form closure strips to fit the corrugation of the metal panels and securely support
in place.
2) Closure strips shall fit between corrugated panels and trim or flashing as required
to completely separate the interior of the building from the exterior.
b. Provide flashing at all intersections of wall panels and roof panels, and above all
openings in wall and roof panels, in addition to all other flashing required.
1) Form flashing:
2) To completely contain water on the outside of the building.
a) To be watertight and securely fastened in place.
c. Provide calking at all edges where metal panel trim or flashing is adjacent to the
foundation of the building in addition to all other calking required.
1) Securely adhere calk material to the foundation and the metal panels trim or
flashing.
3. At the wall openings of the existing structure provide additional framing and fasteners as
required to structurally replace the wall panel and/or framing displaced.
4. Fabricate and prepare material for shipment knocked down.
5. Factory punch frame to receive all fasteners.
B. Roof Panels:
1. Insulated sandwich type with core of insulation between interior and exterior steel facings.
2. Exterior: 24 GA minimum, galvalume per ASTM A792/A792M.
3. Interior: 26 GA minimum, galvalume per ASTM A792/A792M.
4. Insulation: Foamed in place polyisocyanurate
5. Length: One piece continuous from peak to eave. Provide a minimum of 6 inch overlap
where meet existing structure.
6. Panel width: .
7. Profile: Ribbed.
8. Panel depth: 2 inches.
9. Concealed fasteners.
10.
11. Kingspan Kingzip or equal.
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C. Wall Panels:
1. Insulated sandwich type with core of insulation between interior and exterior steel facings.
2. Exterior: 26 GA minimum, galvalume per ASTM A792/A792M.
3. Interior: 26 GA minimum, galvalume per ASTM A792/A792M.
4. Insulation: Foamed in place polyisocyanurate
5. Meet requirements of AAMA 621.
6. One piece continuous for entire height of wall.
7. Panel width: 40 inches or match existing.
8. Profile: Ribbed.
9. Panel depth: 2 inches or match existing
10. Concealed fasteners.
2.4 SOURCE QUALITY CONTROL
A. See the QUALITY ASSURANCE Article, Qualifications Paragraph in PART 1 of this
Specification Section for manufacturer's internal quality control requirements.
2.5 MAINTENANCE MATERIALS
A. Provide 8 OZ of touch up paint for each color provided on the building.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Install products in accordance with manufacturer's instructions.
1. Install tolerances in accordance with AISC 303, Code of Standard Practice.
a. Install products straight without bowing, sagging, or warping.
2. Install all fasteners.
3. Install base plates on grout bed.
a. Grout bed to be 1 IN thick unless noted otherwise on the Drawings.
B. Fasten roof and wall panels to purlins or secondary support members in accordance with
manufacturer's recommendations.
C. Install wall panels to supporting structure with concealed fasteners.
1. Finish of fasteners to match panel finish.
D. Install trim and other miscellaneous items in accordance with manufacturer's instructions and
details.
E. Provide continuous weather protection for existing plant during construction of addition.
3.2 FIELD QUALITY CONTROL
A. Inspect field welding in accordance with AWS D1.1/D1.1M, Section 6 including the following
non-destructive testing:
1. Visually inspect all welds.
2. Test 50 percent of full penetration welds and 10 percent of fillet welds with liquid dye
penetrant.
3. Test 20 percent of full penetration welds with ultrasonic or radiographic testing.
B. Inspect high-strength bolting in accordance with the RCSC Specification for Structural Joints,
Section 9.
1. Inspect while work is in progress.
C. Inspect structural steel which has been erected.
D. Prepare and submit test reports to Engineer.
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3.3 ADJUSTING AND CLEANING
A. Touch up paint any scratched factory finished surfaces or remove and replace as directed by
Engineer.
B. Touch up galvanized members with zinc rich paint.
C. Remove and replace any damaged wall or roof panels, frames, etc., as directed by Engineer.
END OF SECTION
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DIVISION 31
EARTHWORK
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TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES
31 21 33 1
SECTION 31 21 33
TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Excavation, trenching, backfilling and compacting for all underground utilities.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. ASTM International (ASTM):
a. C33, Standard Specification for Concrete Aggregates.
b. D1557, Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).
c. D4253, Standard Test Methods for Maximum Index Density and Unit Weight of Soils
Using a Vibratory Table.
d. D4254, Standard Test Methods for Minimum Index Density and Unit Weight of Soils
and Calculation of Relative Density.
B. Qualifications: Hire an independent soils laboratory to conduct in-place moisture-density tests
for backfilling to assure that all work complies with this Specification Section.
1.3 DEFINITIONS
A. Excavation: All excavation will be defined as unclassified.
1.4 SITE CONDITIONS
A. Avoid overloading or surcharge a sufficient distance back from edge of excavation to prevent
slides or caving.
1. Maintain and trim excavated materials in such manner to be as little inconvenience as
possible to public and adjoining property owners.
B. Protect and maintain bench marks, monuments or other established points and reference points
and if disturbed or destroyed, replace items to full satisfaction of Owner and controlling agency.
PART 2 - PRODUCTS
Not Used.
PART 3 - EXECUTION
3.1 EXCAVATION
A. Unclassified Excavation: Remove rock excavation, clay, silt, gravel, hard pan, loose shale, and
loose stone as directed by Engineer.
B. Groundwater Dewatering:
1. Where groundwater is, or is expected to be, encountered during excavation, install a
dewatering system to prevent softening and disturbance of subgrade to allow subgrade
stabilization, pipe, bedding and backfill material to be placed in the dry, and to maintain a
stable trench wall or side slope.
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2. Groundwater shall be drawn down and maintained at least 1 FT below the bottom of any
trench prior to excavation.
3. Keep dewatering system in operation until dead load of pipe, structure and backfill exceeds
possible buoyant uplift force on pipe or structure.
4. Dispose of groundwater to an area which will not interfere with construction operations or
damage existing construction.
C. Trench Excavation:
1. Excavate trenches by open cut method to depth shown on Drawings and necessary to
accommodate work.
2. Any trench or portion of trench, which is opened and remains idle for seven (7) calendar
days, or longer, as determined by the Owner, may be directed to be immediately refilled,
without completion of work, at no additional cost to Owner.
3. Observe following trenching criteria:
a. Trench size:
1) Excavate width to accommodate free working space.
2) Maximum trench width at top of pipe or conduit may not exceed outside diameter
of utility service by more than the following dimensions:
OVERALL DIAMETER
OF UTILITY SERVICE EXCESS DIMENSION
33 IN and less 18 IN
more than 33 IN 24 IN
3) Cut trench walls vertically from bottom of trench to 1 FT above top of pipe,
conduit, or utility service.
4) Keep trenches free of surface water runoff.
3.2 PREPARATION OF FOUNDATION FOR PIPE LAYING
A. Over-Excavation:
1. Backfill and compact to 90 percent of maximum dry density per ASTM D698.
2. Backfill with bedding material.
B. Rock Excavation:
1. Excavate minimum of 6 IN below bottom exterior surface of the pipe or conduit.
2. Backfill to grade with bedding material.
3.3 BACKFILLING METHODS
A. Do not backfill until tests to be performed on system show system is in full compliance to
specified requirements.
B. Compacted Pipe Backfill:
1. Furnish where indicated on Drawings, specified for trench embedment conditions and for
compacted backfill conditions up to 12 IN above top of pipe or conduit.
2. Comply with the following:
a. Place backfill in lifts not exceeding 8 IN (loose thickness).
b. Hand place, shovel slice, and pneumatically tamp all carefully compacted backfill.
c. Compact each lift to specified requirements.
C. Common Trench Backfill:
1. Perform in accordance with the following:
a. Place backfill in lift thicknesses capable of being compacted to densities specified.
b. Observe specific manufacturer's recommendations regarding backfilling and
compaction.
c. Avoid displacing joints and appurtenances or causing any horizontal or vertical
misalignment, separation, or distortion.
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D. Water flushing for consolidation is not permitted.
3.4 COMPACTION
A. General:
1. Place and assure bedding, backfill, and fill materials achieve an equal or higher degree of
compaction than undisturbed materials adjacent to the work.
2. In no case shall degree of compaction below minimum compactions specified be accepted.
B. Compaction Requirements:
1. Unless noted otherwise on Drawings or more stringently by other Specification Sections,
comply with following minimum trench compaction criteria.
a. Bedding material: 95% of maximum density.
b. Compacted backfill: 90% of maximum density.
3.5 FIELD QUALITY CONTROL
A. Testing:
1. Perform in-place moisture-density tests as directed by the Owner.
2. Perform tests through recognized testing laboratory approved by Owner.
3. Costs of "Passing" tests paid by Owner.
4. Perform additional tests as directed until compaction meets or exceeds requirements.
5. Cost associated with "Failing" tests shall be paid by Contractor.
6. Assure Owner has immediate access for testing of all soils related work.
7. Ensure excavations are safe for testing personnel.
END OF SECTION
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EARTHWORK
31 23 00 1
SECTION 31 23 00
EARTHWORK
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Earthwork.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
a. Standard Specifications for Highway Construction, 2020 Edition.
2. ASTM International (ASTM):
a. C33, Standard Specification for Concrete Aggregates.
b. D698, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3).
c. D1557, Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 ft-lbf/ft3(2,700 kN-m/m)).
d. D3786, Standard Test Method for Bursting Strength of Textile Fabrics--Diaphragm
Bursting Strength Tester Method.
e. D4253, Standard Test Methods for Maximum Index Density and Unit Weight of Soils
Using a Vibratory Table.
f. D4254, Standard Test Methods for Minimum Index Density and Unit Weight of Soils
and Calculation of Relative Density.
g. D4632, Standard Test Method for Grab Breaking Load and Elongation of Geotextiles.
PART 2 - PRODUCTS
2.1 MATERIALS
Reference Specification: Alaska Department of Transportation and Public Facilities:
1. Standard Specifications for Highway Construction, 2020 Edition.
B. Backfill Material: Table 703-2, C-1
C. Bedding Material: Table 703-2, D-1
D. Structural Backfill Material: Table 703-12
PART 3 - EXECUTION
3.1 PROTECTION
A. Protect existing surface and subsurface features on-site and adjacent to site as follows:
1. Protect and maintain bench marks, monuments or other established reference points and
property corners.
a. If disturbed or destroyed, replace at own expense to full satisfaction of Owner and
controlling agency.
2. Avoid surcharge or excavation procedures which can result in heaving, caving, or slides.
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3.2 SITE EXCAVATION AND GRADING
A. The work includes all operations in connection with excavation, borrow, construction of fills and
embankments, rough grading, and disposal of excess materials in connection with the
preparation of the site(s) for construction of the proposed facilities.
B. Excavation and Grading:
1. Perform as required by the Contract Drawings.
2. Contract Drawings may indicate both existing grade and finished grade required for
construction of Project.
a. Stake all units, structures, piping, roads, parking areas and walks and establish their
elevations.
b. Perform other layout work required.
c. Replace property corner markers to original location if disturbed or destroyed.
3. Preparation of ground surface for embankments or fills:
a. Before fill is started, scarify to a minimum depth of 6 IN in all proposed embankment
and fill areas.
b. Where ground surface is steeper than one vertical to four horizontal, plow surface in a
manner to bench and break up surface so that fill material will bind with existing
surface.
4. Protection of finish grade:
a. During construction, shape and drain embankment and excavations.
b. Maintain ditches and drains to provide drainage at all times.
c. Protect graded areas against action of elements prior to acceptance of work.
d. Reestablish grade where settlement or erosion occurs.
C. Construct embankments and fills as required by the Contract Drawings:
1. Construct embankments and fills at locations and to lines of grade indicated.
a. Completed fill shall correspond to shape of typical cross section or contour indicated
regardless of method used to show shape, size, and extent of line and grade of
completed work.
b. Provide approved fill material which is free from roots, organic matter, trash, frozen
material, and stones having maximum dimension greater than 6 IN.Do not place
material in layers greater than 8 IN loose thickness.
c. Place layers horizontally and compact each layer prior to placing additional fill.
2. Compact by sheepsfoot, pneumatic rollers, vibrators, or by other equipment as required to
obtain specified density.
a. Control moisture for each layer necessary to meet requirements of compaction.
3.3 ROCK EXCAVATION
A. All rock excavation shall be under one classification.
1. This classification shall include solid ledge rock in its natural location that requires
systematic quarrying, drilling and/or blasting for its removal and also boulders that exceed
1/2 CY in volume.
B. The use of explosives shall be limited to the magnitude and location of the charge that will not
cause damage to adjacent existing construction and utilities through shock vibrations or other
stress loadings.
1. Provide adequate blanket protection to ensure that there will not be fragments of rock or
other debris flying through the air when discharging explosives.
2. Contractor to employ personnel certified to execute blasting operations if the city requires
such certification.
a. Any damage to existing construction or other features caused by blasting operations to
be repaired and paid for by Contractor.
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C. Where explosives and blasting are used, comply with all laws and ordinances of municipal, state
and Federal agencies relating to the use of explosives.
1. Use qualified personnel for blasting and take proper precautions to protect persons, property
or the work from damage or injury from blast or explosion.
3.4 EXCAVATION, FILLING, AND BACKFILLING FOR STRUCTURES
A. General:
1. In general, work includes, but is not necessarily limited to, excavation for structures and
retaining walls, removal of underground obstructions and undesirable material, backfilling,
filling, and fill, backfill, and subgrade compaction.
2. In this Specification Section, the word "foundations" includes footings, base slabs,
foundation walls, mat foundations, grade beams, piers and any other support placed directly
on soil.
3. In the paragraphs of this Specification Section, the word "soil" also includes any type of
rock subgrade that may be present at or below existing subgrade levels.
4. Compaction of materials shall be determined in accordance with Reference 1, section 205-
3.04.
B. Excavation Requirements for Structures:
1. Dimensions:
a. Excavate to elevations and dimensions indicated or specified.
b. Allow additional space as required for construction operations and inspection of
foundations.
2. Removal of obstructions and undesirable materials in excavation includes, but is not
necessarily limited to, removal of old foundations, existing construction, unsuitable
subgrade soils, expansive type soils, and any other materials which may be concealed
beneath present grade, as required to execute work indicated on Contract Drawings.
a. If undesirable material and obstructions are encountered during excavation, remove
material and replace as directed by Engineer.
3. Level off bottoms of excavations to receive foundations, floor slabs, equipment support
pads, or compacted fill.
a. Remove loose materials and bring excavations into approved condition to receive
concrete or fill material.
b. Where compacted fill material must be placed to bring subgrade elevation up to
underside of construction, scarify existing subgrade upon which fill material is to be
placed to a depth of 6 IN and then compact to density stated in this Specification
Section before fill material can be placed thereon.
c. Do not carry excavations lower than shown for foundations except as directed by
Engineer.
d. If any part of excavations is carried below required depth without authorization,
maintain excavation and start foundation from excavated level with concrete of same
strength as required for superimposed foundation, and no extra compensation will be
made to Contractor therefore.
4. Make excavations large enough for working space, forms, dampproofing, waterproofing,
and inspection.
5. Notify Engineer as soon as excavation is completed in order that subgrades may be
inspected.
a. Do not commence further construction until subgrade under compacted fill material,
under foundations, under floor slabs-on-grade, under equipment support pads, and
under retaining wall footings has been inspected and approved by the Engineer as being
free of undesirable material, being of compaction density required by this specification,
and being capable of supporting the allowable foundation design bearing pressures and
superimposed foundation, fill, and building loads to be placed thereon.
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b. Engineer shall be given the opportunity to inspect subgrade below fill material both
prior to and after subgrade compaction.
c. Place fill material, foundations, retaining wall footings, floor slabs-on-grade, and
equipment support pads as soon as weather conditions permit after excavation is
completed, inspected, and approved and after forms and reinforcing are inspected and
approved.
d. Before concrete or fill material is placed, protect approved subgrade from becoming
loose, wet, frozen, or soft due to weather, construction operations, or other reasons.
6. Dewatering:
a. Where groundwater is or is expected to be encountered during excavation, install a
dewatering system to prevent softening and disturbance of subgrade below foundations
and fill material, to allow foundations and fill material to be placed in the dry, and to
maintain a stable excavation side slope.
b. Groundwater shall be maintained at least 3 FT below the bottom of any excavation.
c. Keep dewatering system in operation until dead load of structure exceeds possible
buoyant uplift force on structure.
d. Dispose of groundwater to an area which will not interfere with construction operations
or damage existing construction.
7. Subgrade stabilization:
a. If subgrade under foundations, fill material, floor slabs-on-grade, or equipment support
pads is in a frozen, loose, wet, or soft condition before construction is placed thereon,
remove frozen, loose, wet, or soft material and replace with approved compacted
material as directed by Engineer.
b. Provide compaction density of replacement material as stated in this Specification
Section.
c. Loose, wet, or soft materials, when approved by Engineer, may be stabilized by a
compacted working mat of well graded crushed stone.
d. Compact stone mat thoroughly into subgrade to avoid future migration of fines into the
stone voids.
e. Remove and replace frozen materials as directed by Engineer.
f. Method of stabilization shall be performed as directed by Engineer.
g. Do not place further construction on the repaired subgrades, until the subgrades have
been approved by the Soils Engineer.
8. Do not place floor slabs-on-grade including equipment support pads until subgrade below
has been approved, piping has been tested and approved, reinforcement placement has been
approved, and Contractor receives approval to commence slab construction.
a. Do not place building floor slabs-on-grade including equipment support pads when
temperature of air surrounding the slab and pads is or is expected to be below 40 DegF
before structure is completed and heated to a temperature of at least 50 DegF.
9. Protection of structures:
a. Prevent new and existing structures from becoming damaged due to construction
operations or other reasons.
b. Prevent subgrade under new and existing foundations from becoming wet and
undermined during construction due to presence of surface or subsurface water or due
to construction operations.
10. Shoring:
a. Shore, sheet pile, slope, or brace excavations as required to prevent them from
collapsing.
b. Remove shoring as backfilling progresses but only when banks are stable and safe from
caving or collapse.
11. Drainage:
a. Control grading around structures so that ground is pitched to prevent water from
running into excavated areas or damaging structures.
b. Maintain excavations where foundations, floor slabs, equipment support pads or fill
material are to be placed free of water.
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c. Provide pumping required to keep excavated spaces clear of water during construction.
d. Provide free discharge of water by trenches, pumps, wells, well points, or other means
as necessary and drain to point of disposal that will not damage existing or new
construction or interfere with construction operations.
12. Frost protection:
a. Do not place foundations, slabs-on-grade, equipment support pads, or fill material on
frozen ground.
b. When freezing temperatures may be expected, do not excavate to full depth indicated,
unless foundations, floor slabs, equipment support pads, or fill material can be placed
immediately after excavation has been completed and approved.
c. Protect excavation from frost if placing of concrete or fill is delayed.
d. Where a concrete slab is a base slab-on-grade located under and within a structure that
will not be heated, protect subgrade under the slab from becoming frozen until final
acceptance of the Project by the Owner.
e. Protect subgrade under foundations of a structure from becoming frozen until structure
is completed and heated to a temperature of at least 50 DegF.
C. Fill and Backfill Inside of Structure and Below Foundations, Base Slabs, Floor Slabs, Equipment
Support Pads and Piping:
1. General:
a. Subgrade to receive fill or backfill shall be free of undesirable material as determined
by Engineer and scarified to a depth of 6 IN and compacted to density specified herein.
b. Surface may be stepped by at not more than 12 IN per step or may be sloped at not
more than 2 percent.
c. Do not place any fill or backfill material until subgrade under fill or backfill has been
inspected and approved by Engineer as being free of undesirable material and
compacted to specified density.
2. Obtain approval of fill and backfill material and source from Engineer prior to placing the
material.
3. Granular fill under floor slabs-on-grade: Place all floor slabs-on-grade on a minimum of 6
IN of granular fill unless otherwise indicated.
4. Fill and backfill placement:
a. Place fill and backfill material in thin lifts as necessary to obtain required compaction
density.
b. Compact material by means of equipment of sufficient size and proper type to obtain
specified density.
c. Use hand operated equipment for filling and backfilling next to walls.
d. Do not place fill and backfill when the temperature is less than 40 DegF and when
subgrade to receive fill and backfill material is frozen, wet, loose, or soft.
e. Use vibratory equipment to compact granular material; do not use water.
5. Where fill material is required below foundations, place fill material, conforming to the
required density and moisture content, outside the exterior limits of foundations located
around perimeter of structure the following horizontal distance whichever is greater:
a. As required to provide fill material to indicated finished grade.
b. 5 FT.
c. Distance equal to depth of compacted fill below bottom of foundations.
d. As directed by Engineer.
D. Filling and Backfilling Outside of Structures.
1. This paragraph of this Specification applies to fill and backfill placed outside of structures
above bottom level of both foundations and piping but not under paving.
2. Fill and backfill placement:
a. Place fill and backfill material in thin lifts as necessary to obtain required compaction
density.
b. Compact material with equipment of proper type and size to obtain density specified.
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c. Use only hand operated equipment for filling and backfilling next to walls and retaining
walls.
d. Do not place fill or backfill material when temperature is less than 40 DegF and when
subgrade to receive material is frozen, wet, loose, or soft.
e. Use vibratory equipment for compacting granular material; do not use water.
3. Backfilling against walls:
a. Do not backfill around any part of structures until each part has reached specified 28-
day compressive strength and backfill material has been approved.
b. Do not start backfilling until concrete forms have been removed, trash removed from
excavations, pointing of masonry work, concrete finishing, dampproofing and
waterproofing have been completed.
c. Do not place fills against walls until floor slabs at top, bottom, and at intermediate
levels of walls are in place and have reached 28-day required compressive strength to
prevent wall movement.
d. Bring backfill and fill up uniformly around the structures and individual walls, piers, or
columns.
END OF SECTION
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
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STONE REVETMENT (RIP RAP)
31 37 00 1
SECTION 31 37 00
STONE REVETMENT (RIP RAP)
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Stone revetment (rip rap) for protection of slopes against erosion.
2. Cyclopean concrete for diversion construction.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Stone:
1. Durable broken quarry run stone.
2. Does not disintegrate on exposure to water or weathering.
3. Free from structural fractures and defects.
4. Not containing shale, unsound sandstone, or other material which will disintegrate.
5. Graded within limits specified.
6. Breadth and thickness of any stone: Not less than one-third of its length.
7. Ensure that dirt and fines accumulated from interledge layers or from blasting or handling
operation is less than 2 percent by weight.
8. Gradation of the material:
Percent by Weight Minimum Size (lbs) Maximum Size (lbs)
30-40% 625-1250 1250
60-70% 50-624
0-10% less than 50
B. Grouted Riprap
1. Foundation for grouted riprap shall be sound rock and cleaned with water prior to placement
of first lift.
2. Grouted riprap shall be riprap with joints and voids filled with mass concrete. The concrete
shall be deposited by pouring in place and vibrating to fill voids between rocks to form a
dense monolithic mass.
PART 3 - EXECUTION
3.1 PREPARATION
A. Trim and dress all areas to required cross sections.
B. Bring areas that are below allowable minus tolerance limit to grade by filling with material as
shown on the Drawings.
C. Do not place any stone material on prepared base prior to inspection by Engineer.
3.2 PLACING
A. Place stone revetment material on prepared foundation within limits indicated.
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31 37 00 2
B. Place on prepared base to produce a well-graded mass of stone with minimum percentage of
voids.
C. Place to required thickness and grades.
D. Place to full thickness in a single operation to avoid displacing the underlying material.
E. Distribute entire mass to conform to gradation specified.
1. Do not place stone by dumping into chutes or by similar method likely to cause segregation.
F. Keep finished stone revetment free from objectionable pockets of small stones or clusters of
larger stone.
G. Ensure a final tolerance of within 3 IN from indicated slope and grade lines.
H. Place stone revetment in conjunction with embankment construction to prevent mixture of
embankment and stone revetment materials.
I. Maintain stone revetment until accepted.
J. Replace any displaced material to lines and grades shown.
K. Grouting riprap
1. Riprap shall be thoroughly washed down and wetted before placement of concrete.
2. The upper 8 to 12-inches of the riprap between layers shall be left exposed. Concrete
surfaces between rocks shall be smooth and uniform and sloped to drain.
3. Grout in lifts no greater than 2 feet.
4. Riprap used in cyclopean concrete shall have at least 12-inches concrete cover.
END OF SECTION
DIVISION 32
EXTERIOR IMPROVEMENTS
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PREFABRICATED MODULAR STEEL BRIDGE
32 34 00 1
SECTION 32 34 00
PREFABRICATED MODULAR STEEL BRIDGE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
Supply and delivery of fully engineered, prefabricated, single span bridges of weathered steel
construction.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. American Association of State Highway and Transportation Officials (AASHTO).
2. American Institute of Steel Constructions (AISC).
a. 303, Code of Standard Practice for Steel Buildings and Bridges.
3. ASTM International (ASTM):
a. A36/A36M, Standard Specification for Carbon Structural Steel.
b. A123/A123M, Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron
and Steel Products.
c. A153/A153M, Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel
Hardware.
d. A325, Standard Specification of Structural Bolts, Steel, Heat Treated, 120/105 ksi
Minimum Tensile Strength.
e. A588/A588M, Standard Specification for High-Strength Low-Alloy Structural Steel, up
to 50 ksi [345 MPa] Minimum Yield Point, with Atmospheric Corrosion Resistance.
f. A709/A709M, Standard Specification for Structural Steel for Bridges.
4. American Welding Society (AWS):
a. D1.1/D1.1M, Structural Welding Code-Steel.
b. D1.5/D1.5M, Bridge Welding Code.
B. Qualifications:
1. The
2. Bridge manufacturer shall be certified by American Institute of Steel Construction to have
the personnel, organization, experience, capability, and commitment to produce fabricated
structural steel for Conventional Steel Structures.
3. Bridge manufacturer shall maintain a full-time Certified Welding Inspector on staff for
inspection of bridge fabrication, maintaining accurate records, and other necessary aspects
of bridge fabrication to ensure consistently high levels of quality fabrication.
4. Workmanship, fabrication, and shop/field connections shall be in accordance with
AASHTO Specifications.
5. Welding operators shall be properly accredited experienced operators, each of whom shall
submit satisfactory evidence of experience and skill in welding structural steel with the kind
of welding to be used in the work.
6. All welds shall be visually inspected by a Certified Welding Inspector. All complete
penetration chord member welds shall receive Magnetic Particle (MT) inspection and 10
percent of all other welds shall receive MT inspection.
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1.3 SUBMITTALS
A. Shop Drawings:
1. See Specification section 01 33 00 for requirements for the mechanics and administration of
submittal process.
2. Submit for Engineers review and approval prior to fabrication:
a. Sealed shop drawings for the prefabricated bridge including details and dimensional
information of bearing plates and pads, guardrails, diaphragms, anchor bolts, railings
and pipe supports.
3. Submit the following informational documents:
a. Design calculations showing member sizes and design, critical member and bridge
dimensions, connections, shipping weight, bridge reactions for all design loads, camber
and general notes.
b. Complete erection procedures, including lifting procedure, splice, sequencing,
alignment and placement.
c. Inspection and maintenance requirements for warranty.
d. Provide Load Rating calculations and a Load Rating Summary for the Bridge
superstructure, signed and sealed by an Alaska registered Professional Engineer.
1.4 DELIVERY AND HANDLING
A. Prior to shipment the bridge and railings shall be photographed from all sides and photographs
shall be sent to the Engineer for review.
B. Notify Engineer two weeks prior to shipping and on date of shipping.
C. The bridge manufacturer will provide in writing of the actual lifting weights, attachment points
and all necessary information to install the bridge.
1.5 WARRANTY
A. Bridge manufacturer shall warrant their bridge to be free of design, material, and workmanship
defects for a minimum period of ten (10) years from the date of delivery.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Unpainted Weathering Steel shall be fabricated from ASTM A709 Grade 50W or ASTM A588
steel for plates and structural shapes. Minimum yield (Fy) shall be at least 50,000 psi. All
surfaces of weathering steel to be shot blasted prior to fabrication.
B. All shop and field bolted connections shall utilize High Strength ASTM A325 Type 3 bolts.
C. Welding Materials shall be in strict accordance with the American Welding Society (AWS)
Structural welding code for structural steel members.
D. Form deck shall comply with ASTM A653 and galvanized to a minimum G90 coating weight.
2.2 COMPONENTS
A. Prefabricated Modular Steel Bridge
1. Length: As shown on the Drawings, out to out
2. Width: 16 feet, out to out
3. Design Code: AASHTO LRFD
4. Design Vehicle: HL-93
5. Deflection: L/500
6. Number of Sections: 2
7. Finish: Weathering
8. Decking: 4-
9. Wearing Surface: Running planks, treated wood
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10. Railing Type: TL1(Web) Thrie Beam Galvanized
11. Railing Height: 27 inches
12. Bearings: Beveled bearing plates for 6% grade and elastomeric leveling pads
B. Each end of the bridge shall have a permanently affixed, non-corrosive name plate, placed near
the top of
uniform live load limit, and vehicle load limit.
2.3 FABRICATION
A. Fabrication shall be in accordance with the latest edition of t
B.
C. Design and provide the bridge anchor bolts specifying quantity, diameter, shape, grade, locations
and projection. Coordinate location and size of anchor bolts with abutment construction.
PART 3 - EXECUTION
NOT USED
END OF SECTION
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DIVISION 40
PROCESS INTERCONNECTIONS
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SECTION 40 05 05
EQUIPMENT: BASIC REQUIREMENTS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Requirements of this Specification Section apply to all equipment provided on the Project
including those found in other Divisions even if not specifically referenced in individual
"Equipment" Articles of those Specification Sections.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. ASTM International (ASTM):
a. F593, Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs.
2. National Electrical Manufacturers Association (NEMA):
a. 250, Enclosures for Electrical Equipment (1000 Volts Maximum).
b. ICS 6, Enclosures for Industrial Control and System.
c. MG 1, Motors and Generators.
3. International Electrical Testing Association (NETA):
a. ATS, Acceptance Testing Specification for Electrical Power Distribution Equipment
and Systems.
4. National Fire Protection Association (NFPA):
a. 70, National Electrical Code (NEC):
1) Article 430, Motors, Motor Circuits, and Controllers.
5. Underwriters Laboratories, Inc. (UL).
a. 508, Standard for Safety Industrial Control Equipment.
b. 508A, Standard for Safety Industrial Control Panels.
B. Miscellaneous:
1. A single manufacturer of a "product" to be selected and utilized uniformly throughout
Project even though:
a. More than one (1) manufacturer is listed for a given "product" in Specifications.
b. No manufacturer is listed.
2. Equipment, electrical assemblies, related electrical wiring, instrumentation, controls, and
system components shall fully comply with specific NEC requirements related to area
classification and to NEMA 250 and NEMA ICS 6 designations shown on Electrical Power
Drawings.
3. Variable speed equipment applications: The driven equipment manufacturer shall have
single source responsibility for coordination of the equipment and VFD system and sure
their compatibility.
1.3 DEFINITIONS
A. Product: Manufactured materials and equipment.
B. Major Equipment Supports - Supports for Equipment:
1. Located on or suspended from elevated slabs with supported equipment weighing 2000 LBS
or greater, or;
2. Located on or suspended from roofs with supported equipment weighing 500 LBS or
greater, or;
3. Located on slab-on-grade or earth with supported equipment weighing 5000 LBS or more.
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C. Equipment:
1. One (1) or more assemblies capable of performing a complete function.
2. Mechanical, electrical, instrumentation or other devices requiring an electrical, pneumatic,
electronic or hydraulic connection.
3. Not limited to items specifically referenced in "Equipment" articles within individual
Specifications.
D. Installer or Applicator:
1. Installer or applicator is the person actually installing or applying the product in the field at
the Project site.
2. Installer and applicator are synonymous.
1.4 SUBMITTALS
A. Shop Drawings:
1. General for all equipment:
a. See Specification Section 01 33 00 for requirements for the mechanics and
administration of the submittal process.
b. Data sheets that include manufacturer's name and complete product model number.
1) Clearly identify all optional accessories that are included.
c. Acknowledgement that products submitted comply with the requirements of the
standards referenced.
d. Manufacturer's delivery, storage, handling, and installation instructions.
e. Equipment identification utilizing numbering system and name utilized in Drawings.
f. Equipment installation details:
1) Location of anchorage.
2) Type, size, and materials of construction of anchorage.
3) Anchorage setting templates.
4) Manufacturer's installation instructions.
g. Equipment area classification rating.
h. Shipping and operating weight.
i. Equipment physical characteristics:
1) Dimensions (both horizontal and vertical).
2) Materials of construction and construction details.
j. Equipment factory primer and paint data.
k. Manufacturer's recommended spare parts list.
l. Equipment lining and coatings.
m. Equipment utility requirements include air, natural gas, electricity, and water.
n. Ladders and platforms provided with equipment:
1) Certification that all components comply fully with OSHA requirements.
2) Full details of construction/fabrication.
3) Scaled plan and sections showing relationship to equipment.
2. Mechanical and process equipment:
a. Operating characteristics:
1) Technical information including applicable performance curves showing specified
equipment capacity, rangeability, and efficiencies.
2) Brake horsepower requirements.
3) Copies of equipment data plates.
b. Piping and duct connection size, type and location.
c. Equipment bearing life certification.
d. Equipment foundation data:
1) Equipment center of gravity.
2) Criteria for designing vibration, special or unbalanced forces resulting from
equipment operation.
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3. Electric motor:
a. Motor manufacturer and model number.
b. Complete motor nameplate data.
c. Weight.
d. NEMA design type.
e. Enclosure type.
f. Frame size.
g. Winding insulation class and temperature rise.
h. Starts per hour.
i. Bearing data and lubrication system.
j. Thermal protection system including recommended alarm and trip settings for winding
k. Fabrication and/or layout drawings:
1) Dimensioned outlined drawing.
2) Connection diagrams including accessories (strip heaters, thermal protection, etc.).
l. Certifications:
1) When utilized with a reduced voltage starter, certify that motor and driven
equipment are compatible.
2) When utilized with a variable frequency controller, certify motor is inverter duty
and the controller and motor are compatible.
a) Include minimum speed at which the motor may be operated for the driven
machinery.
m. Electrical gear:
1) Unless specified in a narrow-scope Specification Section, provide the following:
a) Equipment ratings: Voltage, continuous current, kVa, watts, short circuit with
stand, etc., as applicable.
2) Control panels:
a) Panel construction.
b) Point-to-point ladder diagrams.
c) Scaled panel face and subpanel layout.
d) Technical product data on panel components.
e) Panel and subpanel dimensions and weights.
f) Panel access openings.
g) Nameplate schedule.
h) Panel anchorage.
4. Systems schematics and data:
a. Provide system schematics where required in system specifications.
1) Acknowledge all system components being supplied as part of the system.
2) Utilize equipment, instrument and valving tag numbers defined in the Contract
Documents for all components.
3) Provide technical data for each system component showing compliance with the
Contract Document requirements.
4) For piping components, identify all utility connections, vents and drains which will
be included as part of the system.
B. Operation and Maintenance Manuals:
1. See Specification Section 01 33 04 for requirements for:
a. The mechanics and administration of the submittal process.
b. The content of Operation and Maintenance Manuals.
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PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers are
acceptable:
1. Motors:
a. Baldor.
b. General Electric.
c. Marathon Electric.
d. Reliance Electric.
e. Siemens.
f. Teco-Westinghouse.
g. U.S. Motors.
h. WEG.
2. Mechanical variable speed drives:
a. Reeves.
b. U.S. Motors (VariDrive).
B. Submit request for substitution in accordance with Specification Section 01 25 13.
2.2 MANUFACTURED UNITS
A. General:
1.
the individual equipment Specification Sections.
2.
Maintenance Manual.
3. Provide testing of electrical equipment and connections in accordance with Division 26.
4. Equip testing and analysis personnel with all appropriate project related reference material
required to perform tests, analyze results, and provide documentation including, but not
limited to:
a. Contract Drawings and Specifications.
b. Related construction change documentation.
c. Approved Shop Drawings.
d. Approved Operation and Maintenance Manuals.
e. Other pertinent information as required.
B. Equipment Monitoring and Testing Plans:
1. Approved in accordance with Shop Drawing submittal schedule.
2. Included as a minimum:
a. Qualifications of firm, field personnel, and analysis personnel doing the Work.
b. List and description of testing and analysis equipment to be utilized.
c. List of all equipment to be testing, including:
1) Name and tag numbers identified in the Contract Documents.
2)
3) Other pertinent manufacturer identification,
C. Electric Motors:
1. Where used in conjunction with adjustable speed AC or DC drives, provide motors that are
fully compatible with the speed controllers.
2. Design for frequent starting duty equivalent to duty service required by driven equipment.
3. Design for full voltage starting.
4. Design bearing life based upon actual operating load conditions imposed by driven
equipment.
5. Furnish with stainless steel nameplates which include all data required by NEC Article 430.
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6. Use of manufacturer's standard motor will be permitted on integrally constructed motor
driven equipment specified by model number in which a redesign of the complete unit
would be required in order to provide a motor with features specified.
7. AC electric motors less than 1/3 HP:
a. Single phase, 60 Hz, designed for the supply voltage shown on the Drawings.
b. Permanently lubricated sealed bearings conforming to ABMA standards.
c. Built-in manual reset thermal protector or integrally mounted manual motor starter with
thermal overload element with stainless steel enclosure.
8. AC electric motors 1/3 to 1 HP:
a. Single or 3 PH, 60 Hz, designed for the supply voltage shown on the Drawings.
b. Permanently lubricated sealed bearings conforming to ABMA standards.
1) For single phase motors, provide built-in manual reset thermal protector or
integrally mounted manual motor starter with thermal overload element.
9. AC electric motors 1-1/2 to 10 HP:
a. Single or 3 PH, 60 Hz, designed for the supply voltage shown on the Drawings.
b. Permanently lubricated sealed bearings conforming to ABMA standards.
c. For vertical motors provide 15 year, average-life thrust bearings conforming to ABMA
standards.
10. AC electric motors greater than 10 HP:
a. Single or 3 PH, 60 Hz, designed for the supply voltage shown on the Drawings.
b. Oil or grease lubricated antifriction bearings conforming to ABMA standards.
1) Design bearing life for 90 percent survival rating at 50,000 HRS of operation for
motors up to and including 100 HP.
2) For motors greater than 100 HP, design bearing life for 90 percent survival rating
at 100,000 HRS of operation.
c. For vertical motors provide 15 year, average-life thrust bearings conforming to ABMA
standards.
d. Thermal protection:
1) For motors 50 HP and above controlled from a variable frequency drive and for all
other motors 100 HP and above, provide integral thermal detectors with normally
closed contacts that will open on overtemperature or resistance type temperature
detector (RTD) complete with monitor and alarm panel having a normally closed
contact that will open on overtemperature.
a) Two thermal sensing devices per phase in each phase hot-spot location.
b) Monitor and alarm panel:
(1) For constant speed motors, install panel in and energize from the motor
starter equipment.
(2) For variable speed motors, install panel in and energize from the variable
speed drive equipment.
11. Severe duty motor to have the following minimum features:
a. All cast iron construction.
b. Gasketed conduit box.
c. Epoxy finish for corrosion protection.
d. Hydroscopic varnish on windings for corrosion protection.
e. Drain plug and breather.
D. NEMA Design Squirrel Cage Induction Motors:
1. Provide motors designed and applied in compliance with NEMA and IEEE for the specific
duty imposed by the driven equipment.
2. Motors to meet NEMA MG 1 (NEMA Premium) efficiencies.
3. Do not provide motors having a locked rotor kVA per HP exceeding the NEMA standard
for the assigned NEMA code letter.
4. For use on variable frequency type adjustable speed drives, provide:
a. Induction motors that are in compliance with NEMA MG 1, Part 31.
b. Nameplate identification meeting NEMA MG 1 Part 31 requirements.
c. Insulated drive end bearing on all motors.
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d. Insulated non-drive end bearings, at a minimum, on all motors with horizontal shaft 100
HP and larger.
e. An insulated bearing carrier on the non-drive end for vertical shaft motors 100 HP and
larger.
f. Shaft grounding ring on all motors:
1) Factory installed, maintenance free, circumferential, bearing protection ring with
conductive microfiber shaft contacting material.
2) Electro Static Technology AEGIS SGR Bearing Protection Ring or approved
equal.
5. Design motor insulation in accordance with NEMA standards for Class F insulation with
Class B temperature rise above a 40 DegC ambient.
6. Design motors for continuous duty.
7. Size motors having a 1.0 service factor so that nameplate HP is a minimum of 15 percent
greater than the maximum HP requirements of the driven equipment over its entire
operating range.
a. As an alternative, furnish motors with a 1.15 service factor and size so that nameplate
HP is at least equal to the maximum HP requirements of the driven equipment over its
entire operating range.
8. Provide oversize conduit box complete with clamp type grounding terminals inside the
conduit box.
E. Submersible Motors: Refer to individual narrow-scope Specification Sections for submersible
motor requirements.
F. V-Belt Drive:
1. Provide each V-belt drive with sliding base or other suitable tension adjustment.
2. Provide V-belt drives with a service factor of at least 1.6 at maximum speed.
3. Provide staticproof belts.
G. Mechanical Variable Speed Drives:
1. Oil-lubricated shaft-mounted reduction gear drive capable of 300 percent shock load and
providing a 1.5 service factor in accordance with AGMA.
2. Secure drive to equipment base.
3. Flexible coupling between drive shaft and equipment shaft.
2.3 COMPONENTS
A. Gear Drives and Drive Components:
1. Size drive equipment capable of supporting full load including losses in speed reducers and
power transmission.
2. Provide nominal input horsepower rating of each gear or speed reducer at least equal to
nameplate horsepower of drive motor.
3. Design drive units for 24 HR continuous service, constructed so oil leakage around shafts is
precluded.
4. Utilize gears, gear lubrication systems, gear drives, speed reducers, speed increasers and
flexible couplings meeting applicable standards of AGMA.
5. Gear reducers:
a. Provide gear reducer totally enclosed and oil lubricated.
b. Utilize antifriction bearings throughout.
c. Provide worm gear reducers having a service factor of at least 1.20.
d. Furnish other helical, spiral bevel, and combination bevel-helical gear reducers with a
service factor of at least 1.50.
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2.4 ACCESSORIES
A. Guards:
1. Provide each piece of equipment having exposed moving parts with full length, easily
removable guards, meeting OSHA requirements.
2. Interior applications:
a. Construct from expanded galvanized steel rolled to conform to shaft or coupling
surface.
b. Utilize non-flattened type 16 GA galvanized steel with nominal 1/2 IN spacing.
c. Connect to equipment frame with hot-dip galvanized bolts and wing nuts.
3. Exterior applications:
a. Construct from 16 GA stainless steel or aluminum.
b. Construct to preclude entrance of rain, snow, or moisture.
c. Roll to conform to shaft or coupling surface.
d. Connect to equipment frame with stainless steel bolts and wing nuts.
B. Anchorage:
1. Cast-in-place anchorage:
a. Provide ASTM F593, Type 316 stainless steel anchorage for all equipment.
b. Configuration and number of anchor bolts shall be per manufacturer's
recommendations.
c. Provide two (2) nuts for each bolt.
2. Drilled anchorage:
a. Adhesive anchors per Specification Section 05 50 00.
b. Threaded rods same as cast-in-place.
C. Data Plate:
1. Attach a stainless steel data plate to each piece of rotary or reciprocating equipment.
2. Permanently stamp information on data plate including manufacturer's name, equipment
operating parameters, serial number and speed.
D. Gages:
1. Provide at the following locations:
a. Inlet and outlet of all reciprocating, centrifugal and positive displacement mechanical
and process equipment.
b. At locations identified on Drawings.
2. Utilize tapping sleeves for mounting per Specification Section 40 05 13.
E. Lifting Eye Bolts or Lugs:
1. Provide on all equipment 50 LBS or greater.
2. Provide on other equipment or products as specified in the narrow-scope Specification
Sections.
2.5 FABRICATION
A. Design, fabricate, and assemble equipment in accordance with modern engineering and shop
practices.
B. Manufacture individual parts to standard sizes and gages so that repair parts, furnished at any
time, can be installed in field.
C. Furnish like parts of duplicate units to be interchangeable.
D. Ensure that equipment has not been in service at any time prior to delivery, except as required by
tests.
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E. Furnish equipment which requires periodic internal inspection or adjustment with access panels
which will not require disassembly of guards, dismantling of piping or equipment or similar
major efforts.
1. Quick opening but sound, securable access ports or windows shall be provided for
inspection of chains, belts, or similar items.
F. Provide common, lipped base plate mounting for equipment and equipment motor where said
mounting is a manufacturer's standard option.
1. Provide drain connection for 3/4 IN PVC tubing.
G. Machine the mounting feet of rotating equipment.
H. Fabricate equipment which will be subject to Corrosive Environment in such a way as to avoid
back to back placement of surfaces that can not be properly prepared and painted.
1. When such back to back fabrication can not be avoided, provide continuous welds to seal
such surfaces from contact with corrosive environment.
2. Where continuous welds are not practical, after painting seal the back to back surfaces from
the environment.
I. Critical Speed:
1. All rotating parts accurately machined and in as near perfect rotational balance as
practicable.
2. Excessive vibration is sufficient cause for equipment rejection.
3. Ratio of all rotative speeds to critical speed of a unit or components: Greater than 1.2.
J. Control Panels Engineered and Provided with the Equipment by the Manufacturer:
1.
requirements are specified in the specific equipment Specification Section.
2.
standard engineered design, unless specific requirements are required in the specific
equipment Specification Section.
3. Affix entire assembly with a UL 508A label "Listed Enclosed Industrial Control Panel"
prior to delivery.
a. Control panels without an affixed UL 508A label shall be rejected.
2.6 SOURCE QUALITY CONTROL
A. Motor Tests:
1. Test motors in accordance with NEMA and IEEE standards.
2. Provide routine test for all motors.
3. The Owner reserves the right to select and have tested, either routine or complete, any motor
included in the project.
a. The Owner will pay all costs, including shipping and handling, for all motors
successfully passing the tests.
b. The Contractor shall pay all costs, including shipping and handling, for all motors
failing the tests.
c. If two (2) successive motors of the same manufacturer fail testing, the Owner has the
right to reject all motors from that manufacturer.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Install equipment as shown on Drawings and in accordance with manufacturer's directions.
B. Utilize templates for anchorage placement for slab-mounted equipment.
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C. For equipment having drainage requirements such as seal water, provide 3/4 IN PVC or clear
plastic tubing from equipment base to nearest floor or equipment drain.
1. Route clear of major traffic areas and as approved by Engineer.
D. DO NOT construct foundations until major equipment supports are approved.
E. Extend all non-accessible grease fittings using stainless steel tubing to a location which allows
easy access of fittings from closest operating floor level.
F. Equipment Base:
1. Construct level in both directions.
2. Take particular care at anchor bolt locations so these areas are flat and level.
G. Machine Base:
1. Mount machine base of rotating equipment on equipment base.
a. Level in both directions, using a machinist level, according to machined surfaces on
base.
2. Level machine base on equipment base and align couplings between driver and driven unit
using steel blocks and shims.
a. Size blocks and shims to provide solid support at each mounting bolt location.
1) Provide area size of blocks and shims approximately 1-1/2 times area support
surface at each mounting bolt point.
b. Provide blocks and shims at each mounting bolt.
1) Furnish blocks and shims that are square shape with "U" cut out to allow blocks
and shims to be centered on mounting bolts.
c. After all leveling and alignment has been completed and before grouting, tighten
mounting bolts to proper torque value.
H. Couplings:
1. Align in the annular and parallel positions.
a. For equipment rotating at 1200 rpm or less, align both annular and parallel within 0.001
IN tolerance for couplings 4 IN size and smaller.
1) Couplings larger than 4 IN size: Increase tolerance 0.0005 IN per inches of
coupling diameter, i.e., allow 6 IN coupling 0.002 IN tolerance, and allow a 10 IN
coupling 0.004 IN tolerance.
b. For equipment rotating at speeds greater than 1200 rpm allow both annular and parallel
positions within a tolerance rate of 0.00025 IN per inch coupling diameter.
2. If equipment is delivered as a mounted unit from factory, verify factory alignment on site
after installation and realigned if necessary.
3. Check surfaces for runout before attempting to trim or align units.
I. Grouting:
1. After machine base has been shimmed, leveled onto equipment base, couplings aligned and
mounting bolts tightened to correct torque value, place a dam or formwork around base to
contain grouting between equipment base and equipment support pad.
a. Extend dam or formwork to cover leveling shims and blocks.
b. Do not use nuts below the machine base to level the unit.
2. Saturate top of roughened concrete subbase with water before grouting.
a. Add grout until entire space under machine base is filled to the top of the base
underside.
b. Puddle grout by working a stiff wire through the grout and vent holes to work grout in
place and release any entrained air in the grout or base cavity.
3. When the grout has sufficiently hardened, remove dam or formwork and finish the exposed
grout surface to fine, smooth surface.
a. Cover exposed grout surfaces with wet burlap and keep covering sufficiently wet to
prevent too rapid evaporation of water from the grout.
b. When the grout has fully hardened (after a minimum of seven (7) days) tighten all
anchor bolts to engage equipment base to grout, shims, and equipment support pad.
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c. Recheck driver-driven unit for proper alignment.
3.2 INSTALLATION CHECKS
A. For all equipment specifically required in detailed specifications, secure services of experienced,
competent, and authorized representative(s) of equipment manufacturer to visit site of work and
inspect, check, adjust and approve equipment installation.
1. In each case, representative(s) shall be present during placement and start-up of equipment
and as often as necessary to resolve any operational issues which may arise.
B. Secure from equipment manufacturer's representative(s) a written report certifying that
equipment:
1. Has been properly installed and lubricated.
2. Is in accurate alignment.
3. Is free from any undue stress imposed by connecting piping or anchor bolts.
4. Has been operated under full load conditions and that it operated satisfactorily.
a. Secure and deliver a field written report to Owner immediately prior to leaving jobsite.
C. No separate payment shall be made for installation checks.
1. All or any time expended during installation check does not qualify as Operation and
Maintenance training or instruction time when specified.
3.3 IDENTIFICATION OF EQUIPMENT AND HAZARD WARNING SIGNS
A. Identify equipment and install hazard warning signs in accordance with Specification Section 10
14 00.
3.4 WIRING CONNECTIONS AND TERMINATION
A. Clean wires before installing lugs and connectors.
B. Coat connection with oxidation eliminating compound for aluminum wire.
C. Terminate motor circuit conductors with copper lugs bolted to motor leads.
D. Tape stripped ends of conductors and associated connectors with electrical tape.
1. Wrapping thickness shall be 150 percent of the conductor insulation thickness.
E. Connections to carry full ampacity of conductors without temperature rise.
F. Terminate spare conductors with electrical tape.
3.5 FIELD QUALITY CONTROL
A. Furnish equipment manufacturer services as specified in the individual equipment
Specifications.
B. Inspect wire and connections for physical damage and proper connection.
C. After installation and prior to energizing the motor, provide insulation resistance test of all
motors 10 HP and above.
1. Conduct test with 500 or 1000 Vdc megger.
2. Test each phase separately.
3. Disconnect all extraneous leads to the motor.
4. Comply with NEMA MG 1 safety requirements and test procedures.
D. Bump motor to check for correct rotation:
1. Ensure motor has been lubricated.
2. Check prior to connection to driven equipment.
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E. Subbase that supports the equipment base and that is made in the form of a cast iron or steel
structure that has supporting beams, legs and cross member that are cast welded or bolted, shall
be tested for a natural frequency of vibration after equipment is mounted.
1. Keep the ratio of the natural frequency of the structure to the frequency of the disturbing
force out of the range from 0.5 to 1.5.
END OF SECTION
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SECTION 40 05 13
PIPE AND PIPE FITTINGS: BASIC REQUIREMENTS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Piping systems.
B. Related Specification Sections include but are not necessarily limited to:
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. American Iron and Steel Institute (AISI).
2. American Society of Mechanical Engineers (ASME):
a. B16.3, Malleable Iron Threaded Fittings.
b. B16.5, Pipe Flanges and Flanged Fittings.
c. B16.9, Factory-Made Wrought Steel Butt-Welding Fittings.
3. ASTM International (ASTM):
a. A53, Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated,
Welded and Seamless.
b. A126, Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe
Fittings.
c. A182, Standard Specification for Forged or Rolled Alloy-Steel Pipe Flanges, Forged
Fittings, and Valves and Parts for High-Temperature Service.
d. A536, Standard Specification for Ductile Iron Castings.
4. American Water Works Association (AWWA):
a. C200, Standard for Steel Water Pipe - 6 IN and Larger.
b. C207, Standard for Steel Pipe Flanges for Waterworks Service - Sizes 4 IN through 144
IN.
c. C208, Standard for Dimensions for Fabricated Steel Water Pipe Fittings.
d. C301, Standard for Prestressed Concrete Pressure Pipe, Steel Cylinder Type.
5. American Water Works Association/American National Standards Institute
(AWWA/ANSI):
a. C110/A21.10, Standard for Ductile-Iron and Gray-Iron Fittings.
b. C111/A21.11, Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and
Fittings.
c. C115/A21.15, Standard for Flanged Ductile-Iron Pipe with Ductile-Iron or Gray-Iron
Threaded Flanges.
d. C151/A21.51, Standard for Ductile-Iron Pipe, Centrifugally Cast, for Water.
6. International Plumbing Code (IPC).
7. Underwriters Laboratories, Inc. (UL).
B. Coordinate flange dimensions and drillings between piping, valves, and equipment.
1.3 SUBMITTALS
A. Shop Drawings:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2. Product technical data including:
a. Acknowledgement that products submitted meet requirements of standards referenced.
b. Copies of manufacturer's written directions regarding material handling, delivery,
storage and installation.
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c. Separate schedule sheet for each piping system scheduled in this Specification Section
showing compliance of all system components.
1) Attach technical product data on gaskets, pipe, fittings, and other components.
3. Fabrication and/or layout drawings:
a. Interior piping drawings (minimum scale 1/8 IN equals 1 FT) with information
including:
1) Dimensions of piping from column lines or wall surfaces.
2) Centerline dimensions of piping.
3) Location and type of pipe supports and anchors.
4) Locations of valves and valve actuator type.
5) Details of fittings, tapping locations, equipment connections, flexible expansion
joints, connections to equipment, and related appurtenances.
6) Provisions for expansion and contraction.
7) Line slopes and air release vents.
B. Operation and Maintenance Manuals:
1. See Specification Section 01 33 04 for requirements for:
a. The mechanics and administration of the submittal process.
b. The content of Operation and Maintenance Manuals.
C. Informational Submittals:
1. Qualifications of lab performing disinfection analysis on water systems.
2. Test reports:
a. Copies of pressure test results on all piping systems.
b. Notification of time and date of piping pressure tests.
1.4 DELIVERY, STORAGE, AND HANDLING
A. Protect pipe coating during handling using methods recommended by manufacturer.
1. Use of bare cables, chains, hooks, metal bars or narrow skids in contact with coated pipe is
not permitted.
B. Prevent damage to pipe during transit.
1. Repair abrasions, scars, and blemishes.
2. If repair of satisfactory quality cannot be achieved, replace damaged material immediately.
PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Submit request for substitution in accordance with Specification Section 01 25 13.
2.2 COMPONENTS AND ACCESSORIES
A. Protective Coating and Lining:
1. Include pipe, fittings, and appurtenances where coatings, linings, paint, tests and other items
are specified.
B. Valves:
1. See schematics and details for definition of manual valves used in each system under 4 IN
in size.
a. See Drawings schedule for valve types 4 IN and above and for automatic valves used in
each system.
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PART 3 - EXECUTION
3.1 EXTERIOR BURIED PIPING INSTALLATION
A. Unless otherwise shown on the Drawings, provide a minimum of 2.5 FT earth cover over
exterior buried piping systems and appurtenances conveying water, fluids, or solutions subject to
freezing.
B. Enter and exit through structure walls, floors, and ceilings by using penetrations and seals as
shown on Drawings.
C. When entering or leaving structures with buried mechanical joint piping, install joint within 2 FT
of point where pipe enters or leaves structure.
D. Install expansion devices as necessary to allow expansion and contraction movement.
E. Laying Pipe In Trench:
1. Excavate and backfill trench in accordance with Specification Section 31 21 33.
2. Clean each pipe length thoroughly and inspect for compliance to specifications.
3. Grade trench bottom and excavate for pipe bell and lay pipe on trench bottom..
4. Lay pipe in only suitable weather with good trench conditions.
a. Never lay pipe in water except where approved by Engineer.
5. Seal open end of line with watertight plug if pipe laying stopped.
6. Remove water in trench before removal of plug.
F. Anchorage and Blocking:
1. Provide reaction blocking, anchors, joint harnesses, or other acceptable means for
preventing movement of piping caused by forces in or on buried piping tees, wye branches,
plugs, or bends.
2. Place concrete blocking so that it extends from fitting into solid undisturbed earth wall.
a. Concrete blocks shall not cover pipe joints.
3. Provide bearing area of concrete in accordance with drawing detail.
3.2 INTERIOR AND EXPOSED EXTERIOR PIPING INSTALLATION
A. Install piping in vertical and horizontal alignment as shown on Drawings.
B. Alignment of piping smaller than 4 IN may not be shown; however, install according to Drawing
intent and with clearance and allowance for:
1. Expansion and contraction.
2. Operation and access to equipment, doors, windows, hoists, moving equipment.
3. Headroom and walking space for working areas and aisles.
4. System drainage and air removal.
C. Enter and exit through structure walls, floor and ceilings using penetrations and seals as shown
on the Drawings.
D. Install vertical piping runs plumb and horizontal piping runs parallel with structure walls.
E. Pipe Support:
1. Use methods of piping support as shown on Drawings.
2. Size pipe supports with consideration to specific gravity of liquid being piped.
F. Locate and size sleeves and castings required for piping system.
1. Arrange for chases, recesses, inserts or anchors at proper elevation and location.
G. Unions:
1. Install in position which will permit valve or equipment to be removed without dismantling
adjacent piping.
2. Mechanical type couplings may serve as unions.
3. Additional flange unions are not required at flanged connections.
H. Install expansion devices as necessary to allow expansion/contraction movement.
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I. Provide full face gaskets on all systems.
J. Anchorage and Blocking:
1. Block, anchor, or harness exposed piping subjected to forces in which joints are installed to
prevent separation of joints and transmission of stress into equipment or structural
components not designed to resist those stresses.
K. Equipment Pipe Connections:
1. Equipment - General:
a. Exercise care in bolting flanged joints so that there is no restraint on the opposite end of
pipe or fitting which would prevent uniform gasket pressure at connection or would
cause unnecessary stresses to be transmitted to equipment flanges.
b. Tighten flange bolts at uniform rate which will result in uniform gasket compression
over entire area of joint.
1) Provide tightening torque in accordance with manufacturer's recommendations.
c. Support and match flange faces to uniform contact over their entire face area prior to
installation of any bolt between the piping flange and equipment connecting flange.
d. Permit piping connected to equipment to freely move in directions parallel to
longitudinal centerline when and while bolts in connection flange are tightened.
e. Align, level, and wedge equipment into place during fitting and alignment of
connecting piping.
f. Grout equipment into place prior to final bolting of piping but not before initial fitting
and alignment.
g. To provide maximum flexibility and ease of alignment, assemble connecting piping
with gaskets in place and minimum of four (4) bolts per joint installed and tightened.
1) Test alignment by loosening flange bolts to see if there is any change in
relationship of piping flange with equipment connecting flange.
2) Realign as necessary, install flange bolts and make equipment connection.
h. Provide utility connections to equipment shown on Drawings, scheduled or specified.
L. Provide insulating components where dissimilar metals are joined together.
3.3 FIELD QUALITY CONTROL
A. Pipe Testing - General:
1. Test piping systems as follows:
a. Test exposed, non-insulated piping systems upon completion of system.
b. Test buried piping (insulated and non-insulated) prior to backfilling and, if insulated,
prior to application of insulation.
2. Utilize pressures, media and pressure test durations as specified by the manufacturer..
3. Perform pressure test using calibrated pressure gages and calibrated volumetric measuring
equipment to determine leakage rates.
a. Select each gage so that the specified test pressure falls within the upper half of the
gage's range.
b. Notify the Engineer 24 HRS prior to each test.
4. Completely assemble and test new piping systems prior to connection to existing pipe
systems.
5. Acknowledge satisfactory performance of tests and inspections in writing to Engineer prior
to final acceptance.
6. Bear the cost of all testing and inspecting, locating and remedying of leaks and any
necessary retesting and re-examination.
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B. Pressure Testing:
1. Testing medium: Unless otherwise specified in the PIPING SPECIFICATION
SCHEDULES, utilize the following test media.
a. Process and plant air systems:
PIPE LINE SIZE SPECIFIED TEST PRESSURE TESTING MEDIUM
2 IN and smaller 75 psi or less Air or water
2 IN and smaller Greater than 75 psi Water
Greater than 2 IN 3 psi or less Air or water
Greater than 2 IN Greater than 3 psi Water
2. Allowable leakage rates:
a. Large diameter (above 48 IN) gravity plant piping systems shall have a maximum
exfiltration of 25 gpd per inch-mile.
3. Hydrostatic pressure testing methodology:
a. General:
1) All joints, including welds, are to be left exposed for examination during the test.
2) Provide additional temporary supports for piping systems designed for vapor or gas
to support the weight of the test water.
3) Provide temporary restraints for expansion joints for additional pressure load under
test.
4) Isolate equipment in piping system with rated pressure lower than pipe test
pressure.
5) Do not paint or insulate exposed piping until successful performance of pressure
test.
b. Larger diameter (above 36 IN) gravity plant piping:
1) Plug downstream end of segment to be tested.
a) Provide bracing as required.
2) Fill segment and upstream structure to normal operating level as per hydraulic
profile.
3) Allow 24 HRS for absorption losses.
a) Refill to original level.
4) Provide reservoir to maintain constant head over duration of test.
5) Record reservoir water volume at beginning and end of test.
4. Air testing methodology:
a. General:
1) Assure air is ambient temperature.
b. Low pressure air testing:
1) Place plugs in line and inflate to 25 psig.
2) Check pneumatic plugs for proper sealing.
3) Introduce low pressure air into sealed line segment until air pressure reaches 4 psig
greater than ground water that may be over the pipe.
a) Use test gage conforming to ASME B40.100 with 0 to 15 psi scale and
accuracy of 1 percent of full range.
4) Allow 2 minutes for air pressure to stabilize.
5) After stabilization period (3.5 psig minimum pressure in pipe) discontinue air
supply to line segment.
6) Record pressure at beginning and end of test.
3.4 CLEANING, DISINFECTION AND PURGING
A. Cleaning:
1. Clean interior of piping systems thoroughly before installing.
2. Maintain pipe in clean condition during installation.
3. Before jointing piping, thoroughly clean and wipe joint contact surfaces and then properly
dress and make joint.
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4. Immediately prior to pressure testing, clean and remove grease, metal cuttings, dirt, or other
foreign materials which may have entered the system.
5. At completion of work and prior to Final Acceptance, thoroughly clean work installed under
these Specifications.
a. Clean equipment, fixtures, pipe, valves, and fittings of grease, metal cuttings, and
sludge which may have accumulated by operation of system, from testing, or from
other causes.
b. Repair any stoppage or discoloration or other damage to parts of building, its finish, or
furnishings, due to failure to properly clean piping system, without cost to Owner.
3.5 LOCATION OF BURIED OBSTACLES
A. Furnish exact location and description of buried utilities encountered and thrust block placement.
B. Reference items to definitive reference point locations such as found property corners, entrances
to buildings, existing structure lines, fire hydrants and related fixed structures.
C. Include such information as location, elevation, coverage, supports and additional pertinent
information.
D. Incorporate information on "As-Recorded" Drawings.
END OF SECTION
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SECTION 40 05 24
PIPE: STEEL
PART 1 - GENERAL
1.1 SCOPE OF WORK
A. Work to be performed under this Contract will include design, detailing and fabrication of steel
piping, for use as a hydroelectric project pipe. Other items requiring fabrication include air
release valve and combination valve fittings, manholes, and air vents.
B. Other Work to be performed under this section includes shop testing, preparation of installation
drawings, shop-applied coating, lining of welded pipe and fittings, handling, storage and
protection of completed pipe, internal bracing to maintain pipe shape during handling and
coating and lining operations, and loading and transportation of completed piping, fittings,
manholes, and appurtenances.
1.2 REFERENCES
A. The material and Work furnished shall be in accordance with the latest editions of the following
standards except as they are modified and supplemented in this section.
1. American Society of Mechanical Engineers (ASME)
2. ASME Boiler and Pressure Vessel Code - Section VIII and IX
3. American Society for Testing and Materials (ASTM)
4. ASTM WP - Standard Specification for Forgings, Carbon Steel for Piping Components
5. ASTM A139 - Standard Specification for Electric - Fusion (Arc) - Welded Steel Pipe
6. ASTM A234 - Piping Fittings of Wrought Carbon Steel and Alloy Steel for Moderate and
Elevated Temperatures
7. ASTM A307 - Standard Specification for Carbon Steel Externally and Internally Threaded
Standard Fasteners
8. ASTM A516 - Standard Specification for Pressure Vessel Plates, Carbon Steel, for
Moderate- and Lower-Temperature Service
9. American Water Works Association (AWWA)
10. AWWA M11 - Steel Pipe - A Guide for Design and Installation
11. AWWA C200 - Standard for Steel Water Pipe 6" and Larger
12. AWWA C207 - Steel Pipe Flanges for Waterworks Services - Sizes 4 in. through 144 in.
13. AWWA C208 - Dimensions for Fabricated Steel Water Pipe Fittings
14. AWWA C222 Polyurethane Coatings and Lining for Steel Water Pipe and Fittings
15. Steel Structures Painting Council - SSPC
1.3 QUALITY ASSURANCE
A. The Supplier shall have methods and procedures to assure that items and services, including
subcontracted items and services, comply with this Specification section. These methods and
procedures will be subject to review by the Engineer.
B. Fabricating, processing, testing and inspection operations affecting the pipe and accessories will
be subject to quality assurance surveillance by Owner or Engineer.
C. Prior to fabrication, the Supplier shall submit to the Engineer a fabrication sequence schedule
describing inspections and tests to be performed, for use in determining inspection points which
the Engineer may desire to witness. The Engineer shall advise the Supplier prior to production of
those fabrication steps and shop inspection points that the Engineer desires to witness.
D. Supplier shall give the Engineer adequate notice, 5 working days minimum, prior to those
fabrication steps and tests which the Engineer desires to witness. Engineer shall schedule such
inspection trips so that production will not be delayed.
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E. All deviations from this Specification section must be documented and referred to Engineer for
resolution.
F. Unless otherwise specified in this Section, inspecting and testing shall conform to the applicable
requirements of AWWA C200.
G. The Engineer shall have free entry at all times, while Work on this Contract is being performed,
to all parts of any mill, shop or factory where material herein is being produced. The Supplier
shall afford the Engineer, free of cost, all reasonable facilities to satisfy the Engineer that the
material is being furnished in accordance with the Project Specifications.
H. The Owner shall have the right to make chemical and physical tests of materials and works at the
Owner-retained Test Laboratory or at the place of manufacture prior to shipment and to reject
material and Work, either finished or unfinished, which does not conform to the Specifications.
Any material which shows defects subsequent to its acceptance will be rejected. This clause
shall not be construed to require the Owner to make inspection at the place of manufacture, or to
limit the Owner's power to inspect or to reject faulty material at any time. The Supplier shall
perform all the tests required in this section and submit the results of such tests for Engineer
review and acceptance. Cost associated with all tests performed by the Owner-retained Test
Laboratory shall be paid by Owner. Cost of all other required tests shall be included in the Bid
price.
I. Pipes shall not be shipped without written approval of design calculations, pipe laying schedule
and shop details, by the Engineer. Each pipe section is to be marked per Paragraph 3.6.A. Pipe
approvals will reference all pipe by its identification number.
1.4 SUBMITTALS
A. The Supplier shall submit the following information and data.
1. A schedule of Work which includes design for shop drawing submittal, placement of orders
and suborders, start of fabrication, important fabricating events, tests, and shipping. This
schedule shall be submitted to Engineer within 14 days from the date of Notice to Proceed.
2. Certified Mill Test Reports covering the physical, chemical and impact tests of material for
the pipe. Submit these prior to manufacturing of any pipe. The physical and impact tests
reports taken from the pipe during manufacturing process and thereafter shall be submitted
prior to shipment.
3. Holiday detector test procedures.
4. Nondestructive examination procedures and results.
5. Proposed welding procedures including qualification records, welding repair procedures,
and welding rod control procedure shall be submitted. A weld map or table shall be
submitted identifying each weld joint and the assigned welding procedure Specifications,
the parts being joined, the materials and thicknesses, and any requirements for post weld
heat treatment. These shall be submitted prior to fabrication.
6. Detailed pipe laying drawings shall show the plan and profile location of each section of
piping, fittings, and special pieces with identifying piece marks, all with reference to
stationing and grade line shown on the Contract Drawings. These drawings shall show wall
thickness, the point of change from one thickness to the next surface preparation and the
type of lining and coating system clearly indicated by station number.
7. Marking diagrams showing the proposed location of shop joints.
8. Manufacturer's data and installation instructions for storage and application of all field
coatings and linings.
9. Manufacturer's data, installation instructions, and operations and maintenance information
for sleeve-type mechanical coupling.
B. Any pipe manufactured prior to the final review of the Drawings will be at the Supplier's risk.
The Engineer shall have the right to make any changes in the design of pipe or pipe specials
which may be necessary, in the opinion of the Engineer, to obtain conformance with the
requirements of the Drawings and Specification, without additional cost to the Owner.
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C. Review of the Supplier's Shop Drawings shall not relieve the Supplier of any responsibility for
accuracy of dimensions and details, nor shall mutual Agreement of dimensions or details relieve
the Supplier of responsibility for Agreement and conformity of its Shop Drawings with the
Contract, or constitute any acceptance by the Owner of the correctness or adequacy of such
drawings or that they will meet requirements of the Contract. The Engineer will not check the
Shop Drawings for accuracy of line and grade.
1.5 SCHEDULING
A. The Supplier shall coordinate fabrication and delivery of completed pipe sections with the
Owner.
PART 2 - PRODUCTS
2.1 GENERAL
A. Comply with referenced standards for plate, welding rods, coating materials, etc., to be used in
completion of the Work.
B. Delivery of steel plate materials, welding rod, coating materials, etc., shall be the responsibility
of the Supplier and shall be conducted in such a manner as to minimize handling, provide proper
weather protection and storage and to meet schedule requirements.
C. The Supplier shall furnish and use load rated nylon-type slings for securing, lifting and
unloading of coated pipe sections or protective wraps to minimize coating damage.
D. Internal timber pipe braces (stalls) shall be provided to maintain pipe shape and coating integrity
throughout plant storage, coating and transportation operations.
E. Lining and coating materials shall be provided from a single source supplier in sufficient
quantity to complete the entire project to avoid material delivery delays or material compatibility
conflicts.
2.2 MATERIALS
A. Pipe coil steel shall be in accordance with ASTM A1018 Grade 42. Steel shall be new, free of
excessive rust or pitting, kilned, and shall conform to the fine grain size and other applicable
requirements of ASTM A20/A20M.
B. Special Fittings and Adapters
1. Steel Plate: ASTM A36, ASTM 516-Grade 70, ASTM 283-Grade B or C or D at the
Supplier's option.
2. Flanges: ASTM A283, Grade B, C, or D, or ASTM A181, Grade 1, at the Supplier's option.
3. Welding Fittings: ASTM A234 with dimensions conforming to ANSI B16.9.
4. Bolting Materials: Bolts - ASTM A193, Grade B-7; Nuts - ASTM A194, Grade 2 H.
5. Gaskets: 1/8-inch approved commercial product.
C. Nozzles and Manholes
1. Steel Pipe for Nozzles: ASTM A53, Grade A or B, black, standard weight or heavier as
required.
2. Flanges and Welding Necks: ASTM A181, Grade 1, with dimensions conforming to ANSI
B16.5, 150, 300, or 400 pounds, as applicable.
3. Steel for Manhole Frames and Manholes: ASTM A283, Grade B, C, or D, at the Supplier's
option, provided that the maximum carbon content shall not exceed 0.30%.
4. Plugs: ASTM A234, Grade WPB.
5. Bolts: ASTM A193, Grade B-7.
6. Nuts: ASTM A194, Grade 2H.
7. Gaskets: 1/8-inch approved commercial product.
8. Manholes: Manholes shall be the flanged nozzle-type conforming to AWWA C208.
Manhole nozzle flanges and covers shall be designed for the specified design pressure.
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Manhole nozzle flanges shall be steel hub-type conforming to AWWA C207 or as shown on
the Drawings. Reinforcement for nozzles in steel pipe shall have a cross-sectional area in
any plane passed through the axis of any penetration equal to the cross-sectional area of the
pipe shell cut out for the penetration. All reinforcement shall be placed on the outside of the
pipe shell. Material for the reinforcement collars shall be the same as the material for the
steel pipe shell.
2.3 PIPE JOINTS
A. Pipe joints shall be bell and spigot type with rubber gasket conforming to AWWA standards.
Joints shall be capable of being field welded for joint restraint.
2.4 SURFACE PREPARATION AND COATING
A. Pipe surfaces shall be cleaned and coated in accordance with the appropriate coating system
described in Paragraphs 3.3 and 3.4 below.
PART 3 - EXECUTION
3.1 FABRICATION
A. Special pipe sections, manholes, fittings, and special pieces shall be completely fabricated in the
shop in accordance with latest revision of AWWA C200. All pipes shall be curved to correct
radii throughout the entire length. Shaping shall be done by pressure, rolling or spiral forming
and not by blows. The plate or coil shall be bent cold. The edges of all plates and sheets, having
thickness equal to or greater than 1/4 inch, shall be beveled to the joint configuration shown on
the Drawings by neat and accurate flame cutting or shearing or in accordance with an approved
welding procedure on a spiral mill. Cuts shall be cleanly made without drawn, ragged, gouged,
or split edges.
B. Pipe shall be smooth inside except for weld bead and true to its circumference and diameter so
that the difference between maximum and minimum diameters at any cross section along the
length of the pipe, except at the bell end, will not exceed 1% of the nominal diameter.
C. The outside surface at the ends of pipe sections to be connected by bell and spigot joints shall be
plain and sufficiently free of indentions, projections, or roll marks to allow a tight joint with
rubber gasket. The outside diameter of the pipe shall not be more than 1/32 inch smaller or 3/32
inch larger than the nominal outside diameter for a distance of 18 inches from the end of the
pipe.
D. Pipe sections shall be spirally welded with not more than two longitudinal seams per course.
E. Patching inserts, overlays, or pounding out of dents will not be permitted. Repair of notches or
laminations on section ends will not be permitted. Damaged ends shall be removed as a cylinder
and the section end property prepared. Distorted or flattened lengths shall be rejected. A buckled
section shall be replaced as a cylinder.
F. For butt-welded joints, the plane of the ends of pipe before beveling for field welding shall be
perpendicular to the longitudinal centerline within a maximum 1/8-inch tolerance measured on
any diameter. The outside circumference of the pipe for a distance of 6 inches from each end of
a butt joint shall not deviate from the theoretical diameter by more than ±50% of the pipe wall
thickness except that the tolerance shall be not less than ±3/16-inch. The inside surface of each
pipe shall be free from obstructions for the entire length except for a maximum permissible
projection of 1/8 inch for welds.
G. The pipe section elbows, reducers, and fittings, shall be fabricated in lengths suitable for
shipping to the job site.
H. All welds shall be watertight under the maximum hydrostatic pressures shown on the Drawings.
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I. Openings for manholes and other outlets shall be provided as shown on Drawings and shall meet
the requirements of the applicable AWWA standards. Manhole openings shall be provided with
permanent blind flanges.
J. All fittings, unless noted otherwise on the Drawings, shall be fabricated steel water pipe fittings
conforming to AWWA C208 and as modified and supplemented herein. Elbows and beveled
sections shall be made with full penetration butt welds, and shall be completely shop fabricated.
Bends shall be fabricated using the bend radius shown on the drawings or as approved by
Engineer and a maximum segment deflection angle of six (6) degrees. Mitered ends for bells will
be allowed for deflection angles up to 5 00'00" maximum. Bell and spigot joints may be pulled
up to 1 00'00" in the field.
K. Elbows shall be three piece through 45 degrees, four piece through 67.5 degrees, and five piece
through 90 degrees.
L. Maximum overall pipe length is 40 feet.
3.2 WELDING
A. All shop welding shall be in accordance with AWWA C200, except that peening will not be
permitted. All welding procedures, welders, and welding operators shall be qualified in
accordance with Section IX of the ASME Boiler and Pressure Vessel Code. Procedures shall be
submitted for Engineer review and acceptance prior to fabrication. Procedures to be used for
welding of impact tested material shall include supplementary requirements for welding, in
accordance with ASME Section IX.
B. Welding shall be performed by the submerged arc method, but the manual shielded metal arc
method using low hydrogen electrodes will also be accepted. All butt joints shall be of a design
to permit full penetration welds. In pipe fabrication from plate, the first layer of weld shall be
chipped, ground, or gouged from the opposite side to clean metal before additional weld metal is
deposited on that side. All layers of welding shall be smooth and free from slag, porosity,
undercut, and deleterious material before the next layer is placed. Final weld layers shall be
essentially free of coarse ripples, non-uniform bead patterns, high crowns and deep ridges.
Minimum preheat shall be 50 F for thickness up to and including 1-1/2 inch. No welding shall
be performed when the temperature of the base metal is less than 32 F.
C. Where welding repair is required, the area shall be properly prepared and rewelded in
accordance with approved welding procedures. Establish the cause of all defects and show that
such causes have been corrected before further welding is permitted. When repairing, chipping
or grinding welds, do not gouge, groove or reduce the base metal thickness.
D. Electrodes and fluxes used for welding shall be maintained clean and free of moisture.
Electrodes which will not be used within 1/2 hour after opening of the container shall be stored
in electrode ovens equipped with temperature controls. Electrode oven temperature shall be in
accordance with electrode manufacturer's recommendations. Electrodes with wet or damaged
coatings shall not be used.
3.3 SHOP TESTS
A. The frequency of production weld tests shall be in accordance with Paragraph 3.3.6 of AWWA
C200. Production weld specimens shall be prepared and tested in accordance with the
requirements of Paragraph 3.3.5 of AWWA C200. The following tests shall be performed on the
completed pipe.
1. Examine all shop welds of specially fabricated pieces by means of ultrasonic method or by
testing on both OD and ID surface by means of magnetic particle, dry method. If a weld is
found unacceptable, the Supplier shall chip out weld to base metal, examine the cavity to
ensure defect removal, reweld and retest.
2. Hydrostatic test of each completed straight pipe section as specified in AWWA C200. The
minimum hydrostatic test pressure shall be 80% of yield or 1,000 psi whichever is smaller.
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PIPE STEEL
40 05 24 6
B. If a field test reveals a deficiency in a shop weld, the Supplier shall be responsible to pay the
installation Contractor chip out weld to base metal, examine the cavity to ensure defect removal,
and reweld in the field.
3.4 MARKING
A. Each pipe section, fitting, and special piece shall be piece marked in accordance with Supplier's
shop detail and installation drawings. Markings shall be in accordance with AWWA C200 and
shall include pipe diameter, wall thickness, top field centerline on both ends and identification
number. All beveled pipe shall be marked with the amount of the bevel, and the field top
centerline of pipe on both ends. All boxed and bundled parts shall be clearly marked adequately
with identification.
3.5 PREPARATION FOR SHIPPING AND STORAGE
A. Supplier shall prepare pipe, fittings, and special pieces for protection from damage during
shipping and storage.
B. Pipe sections shall be carefully loaded and securely braced to prevent damage during shipment.
At a minimum, shipping spiders shall be provided by the Supplier at the ends of each section, or
at closer intervals, if required. After spiders are installed, the Supplier shall inspect pipe ends to
assure that the difference between maximum and minimum diameters does not exceed the
specified tolerance in Paragraph 3.1C.
C. Pipe sections shall be properly loaded so that they will not bear on each other and braced to
prevent damage to material or shop coating during shipping. Covers, straps, or fasteners shall not
be welded to pipe sections.
D. All loose parts shall be crated or boxed for shipping, appropriately identified, and shipped with
the associated pipe sections.
E. All flanged outlet openings shall be protected with 1/4-inch-thick plywood to prevent damage or
the entrance of foreign matter.
F. The Supplier shall provide adequate storage to minimize damage to coated surfaces.
G. The correct positions for lifting slings shall be marked on those pipe sections for which such
locations are critical to prevent exceeding allowable stresses.
END OF SECTION
HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
General Construction Package 95% Design Review
INSTALLATION OF STEEL PENSTOCK
40 15 75 1
SECTION 40 15 75
INSTALLATION OF STEEL PENSTOCK
PART 1 - GENERAL
1.1 SCOPE OF WORK
A. This specification section covers the technical requirements for the installation of steel pipeline,
fittings, and accessories. The Contractor's Work shall include, but not necessarily be limited to,
providing all items of labor, material, and equipment necessary to handle, install, and test the
steel pipes, fittings, and accessories shown on the Drawings.
B. The Contractor is required to meet with the Owner and Engineer prior to delivery of any pipe to
coordinate pipe delivery, schedule, and handling methods.
C. All welding is to be performed by certified welders and is subject to x-ray or other
nondestructive testing to establish quality control of welded installations.
D. Contractor shall be responsible to line and coat field weld joints and to patch all coatings and
liners damaged during the shipping, handling, and installation processes.
1.2 REFERENCES
A. The material and Work furnished shall, at a minimum, be in accordance with the latest edition of
the following standards except as they are modified and supplemented in this Section.
1. AWWA C206 - Field Welding of Steel Water Pipe.
2. AWWA M11 - Steel Pipe Design and Installation.
1.3 SUBMITTALS
A. The Contractor shall submit the following documents to the Engineer for review and acceptance.
1. Welding procedures and welder qualification records.
2. Material certification on welding electrodes.
1.4 QUALITY ASSURANCE
A. The Contractor shall implement quality control procedures to assure that items and services,
including subcontracted items and services, comply with this specification Section. These
procedures will be subject to review by the Engineer.
B. All deviations from this specification Section must be documented and referred to the Engineer
for resolution and approval.
C. Qualifications of Welders and Welding Operators:
1. 1. All welders and welding operators shall be qualified in accordance with the AWS D1.1.
2. Welder and welding operator performance qualification test records shall be submitted for
review by the Engineer.
3. If the work of a welder or welding operator appears questionable to the Engineer, the welder
or welding operator shall pass a requalification test as specified in the AWS D1.1. The
requalification test plates, edge preparation, and filler materials shall be the same as those
used in the work. All costs for requalification tests shall be borne by the Contractor.
D. Weld Procedures and Qualifications: Contractor's weld procedures shall be furnished and will
be in accordance with ASME Section IX.
E. Owner will provide joint testing and inspection of field welds. Testing methods will be selected
by the Owner/Engineer from typical non-destructive techniques commonly used in the industry.
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INSTALLATION OF STEEL PENSTOCK
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Contractor will provide at least one week advance notice of the date and time that completed
pipe will be available for non-destructive testing by the Owner. All field welds require Owner's
inspection and acceptance prior to placement of backfill. The time necessary for required Owner
testing shall be allowed for by the Contractor in the scheduling of its work and shall not be
considered cause for delay or impact claims by Contractor.
PART 2 - PRODUCTS
Not used.
PART 3 - EXECUTION
3.1 TRANSPORTATION, HANDLING, AND STORAGE OF PRODUCTS
A. All pipeline materials shall be stored and used according to the recommendations of the
Supplier.
B. Contractor shall protect pipeline sections stored at the site from damage, including weather
damage. The penstock sections shall be handled and stored such that the dimensional integrity
of the joints and roundness are ensured.
C. All products shall be stored above the ground upon platforms, pallets, skids, or other supports
supplied by the Contractor. Products shall be kept free from dirt, grease, and other foreign
matter and shall be protected from corrosion.
D. All products shall be stored to permit ready access for identification and inspection by the
Engineer.
E. The Contractor shall be responsible for the pipe until such time as it is installed and accepted by
the Engineer. Owner will provide pipe joint testing and inspection of field welds. Testing
methods will be selected by the Owner/Engineer from typical non-destructive techniques
commonly used in the industry. Contractor will provide at least one week advance notice of the
date and time that completed pipe will be available for non-destructive testing by the Owner.
All field welds require Owner's inspection and acceptance prior to placement of backfill. The
time necessary for required Owner testing shall be allowed for by Contractor in the scheduling
of its work and shall not be considered cause for delay or impact claims by Contractor.
F. The Contractor shall abide by the required handling techniques specified by the Supplier.
G. The Contractor shall provide suitable of all lifting equipment, slings, spreader bars, rigging etc.
used to handle the pipe. In no case shall any equipment be used that is not rated to handle the
intended loading or conditions of use to which it will be subjected.
H. Inside heated storage is required for all lining and coating materials.
3.2 GENERAL REQUIREMENTS
A. Installation shall be in accordance with the requirements of AWWA C200, unless otherwise
noted, and the Supplier's instructions.
B. The alignment of the pipeline is shown on the Drawings. Pipeline layout will be shown on shop
drawings furnished by the Supplier.
C. Contractor shall be responsible for correct fitting of all pipeline members and components.
D. Necessary or desirable miscellaneous items, accessories, and structures not mentioned or
described shall be furnished in accordance with the intent of the Drawings and Specifications
and as accepted by the Engineer, as necessary to complete the work.
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INSTALLATION OF STEEL PENSTOCK
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E. Sharp edges, burrs and protrusions shall be removed from all edges of permanently exposed
metalwork by grinding or other approved methods.
F. The Contractor shall remove temporary attachments to steel components for installation or
components installed by the Supplier for transportation purposes.
G. Pipe sections shall be braced to prevent deformation during installation and backfill.
H. The Contractor shall install the steel pipeline complete, including bends, couplings, valves, and
other associated metal work and appurtenances, as shown on the Drawings or as herein
specified. Make all necessary connections to the lines and grades shown on the Drawings and in
accordance with these Specifications. The Contractor shall furnish all welding electrodes and all
construction materials and equipment required for lugs, railings, templates, spiders, or other
supports and internal bracing as may be required to hold the components firmly within the
specified tolerances during welding and concrete and backfill placement. The Contractor shall
also furnish and install all necessary positioning devices, ties, concrete pedestals and supports
required for installation. Details of such equipment shall be included in the proposed installation
procedure to be submitted to the Engineer prior to start of the work.
I. The Contractor shall bury with the pipeline and fittings as shown on the Drawings.
3.3 PIPELINE INSTALLATION
A. Pipe trenches shall, at a minimum, be excavated to the lines, grades, or elevations shown on the
Drawings.
B. Lateral shoring of the trench walls or other similar construction methods may be required. The
Contractor shall design all such methods. When required, shoring shall be installed by the
Contractor in accordance with all applicable local, State and OSHA regulations. Shoring shall
be removed prior to backfilling. The Engineer reserves the right to require additional shoring if,
in the judgement of the Engineer, such is deemed necessary.
C. Bottoms of trenches shall be graded so that each section of pipe shall be placed to the specified
depth or elevation with uniform support. When the bottom of the trench has been excavated
below the specified depth or elevation it shall be brought to the specified depth or elevation by
backfilling with bedding material.
D. When material at the bottom of the trench is determined to be unsuitable by the Engineer, it shall
be removed and the trench backfilled with approved subgrade material or bedding material to the
specified depth or elevation.
E. During pipe installation, the trench bottom shall be kept free of frost, frozen earth, or standing
water.
F. The Contractor shall maintain the trench in good condition to prevent caving, either before or
after pipe is laid.
G. The Contractor shall not leave more than 150 feet of open trench excavation at the end of each
working day. The 150-foot limit for trench excavation left open at the end of each working day
shall be extended at areas of rock trench excavation, as required for blasting and accepted by
Engineer.
H. Pipes shall be clean when installed, and when pipe installation is not in progress, the open ends
of sections of the pipe in place shall be protected from the entrance of trench water, mud, dirt, or
other foreign substances.
I. The pipeline may be buried as it is installed, provided all inspection, testing and coating
requirements are met.
J. Identifying markings (stamped or painted numbering, tags, etc.) shall be maintained on installed
pieces throughout installation.
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INSTALLATION OF STEEL PENSTOCK
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K. Pipe, fittings, and special pieces shall be subject to inspection by the Engineer, prior to
installation. All damages not detected by the Engineer and discovered by the Contractor during
installation shall be reported to the Engineer for corrective action or replacement.
L. Particular care shall be taken to protect manholes, openings, nozzles and fittings, during
installation.
M. Unless otherwise approved by written notice from Engineer, the pipe shall be laid to the lines
and grades shown on the Drawings to within 0.10 feet at any point, with unbroken continuity of
invert. Prior to installing a pipe section, fitting, or special piece section, the bedding material
shall be brought to correct compacted grade or elevation along the entire length of pipe, fitting,
or special piece.
N. Repair of pipe damaged during installation shall conform to the fabricator's repair procedures, or
by using an Engineer-approved repair method.
O. The interior of the pipe shall be cleaned of foreign matter before being lowered into the trench
and kept clean during the laying, jointing, bedding, and backfilling operations by plugging or
other approved method. The full length of each pipe section and each bend shall rest solidly on
the compacted bedding material, except where bell holes have been excavated. Open pipe ends
shall be kept covered when pipe laying is not in progress. Factory installed stulling shall not be
removed until the pipe has been fully bedded and backfilled.
3.4 PIPELINE JOINTS
A. Pipeline field joints will be spaced at approximately 40 feet. The piping shall be joined as
specifically required on the supplier's shop drawings by methods described in this section.
B. Welded joints shall be in accordance with the applicable provisions of AWWA C206, Manual
M11 and the Drawings. Butt-weld shall, at a minimum, consist of a single-V weld.
C. Bolted joints: Bolted joints, where shown on the Drawings, according to material supplier's
recommendations or as a minimum, in the following manner:
1. Flange gaskets shall be carefully installed prior to bolting to ensure proper seating without
wrinkles or tears.
2. Bolts shall be tightened evenly around flanges so that all bolts are equally stressed to the
level recommended by manufacturer.
D. Sleeve couplings: Sleeve-type mechanical couplings at the intake, shaft and each turbine shall
be installed in the following manner:
1. Pipe couplings shall be installed in accordance with the manufacturer's recommendations.
Note in particular the manufacturer's recommendations for the use of lubricants and
instructions regarding other special installation requirements.
2. The outside surface at the ends of pipe sections to be connected by sleeve-type couplings
shall be free from indentations and projections for a distance of 8 to 10 inches from the
ends.
3. The Contractor shall brace and adjust out-of-round as necessary to install the coupling. Any
out-of-roundness shall be in the form of a smooth oval.
3.5 FIELD WELDING
A. Contractor shall be responsible for all field welding of Contractor-supplied pipe and fittings; and
all Owner-supplied pipe and fittings. Contractor shall be responsible for all end preparation, as
required to meet the specified standards and procedures.
1. Surfaces to be welded shall be free from scale, slag, heavy rust, grease, paint, cement or any
other foreign material. A light film of linseed-oil primer, an anti-splatter film compound,
may be applied.
2. Joint surfaces shall be smooth, uniform and free from defects and surface contamination that
could adversely affect proper welding. Surfaces that are previously torch-cut or air-gouged
shall be ground to remove slag and oxidation.
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INSTALLATION OF STEEL PENSTOCK
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B. All field welding shall be in accordance with AWWA C206, "Field Welding of Steel Water
Pipe," this specification, and as shown on the Drawings. Peening will not be permitted. All
weld procedures and welders shall be qualified in accordance with AWWA C206 and ASME
Boiler and Pressure Vessel Code Section VIII and IV standards. Documentation of all
qualifications shall be submitted for review and acceptance by the Engineer. Procedures for
welding of impact tested material shall be qualified in accordance with ASME Section IX,
including supplementary requirements for welding of such material. Welds shall be tested in
accordance with Paragraph 3.10.
C. Welding shall be performed by submerged arc welding using electrodes and flux core
procedures. Downhill progression for vertical welding shall be acceptable. Circumferential
weld details shall be in accordance with the Drawings and accepted pipe fabricator's Shop
Drawings.
D. All layers of welding shall be smooth and free from slag, porosity, undercut, and deleterious
material before the next layer is placed. Final weld layers shall be essentially free of coarse
ripples, non-uniform bead patterns, high crowns, and deep ridges. No welding shall be
performed when the temperature of the base metal is lower than 32 deg. F. The minimum
preheat shall be 60 deg. F for thicknesses up to and including 3/4 inches; over 3/4 inches, the
minimum preheat shall be 100 deg. F.
E. Where welding repair is required, the area shall be properly prepared and rewelded in
accordance with approved welding procedures. The Contractor shall establish the cause of all
defects and demonstrate that such causes have been corrected before further welding is
permitted. When chipping or grinding welds, the base metal shall not be gouged, grooved, or the
thickness reduced.
F. When welding is performed from the inside or outside of pipe, protection of the interior and
exterior coating systems shall be provided. This protection shall take the form of padded
walkways, drop cloths, or such other protection as may be considered necessary and according to
the manufacturer's recommendations. Any weld metal or slag left in the pipe shall be carefully
removed after welding to prevent perforation of the coating.
G. Electrodes and fluxes used for welding shall be maintained clean. Low hydrogen electrodes
shall be maintained free of moisture in accordance with ASME Section 2, Part C, SFA 5.1, Table
A1. Electrodes which will not be used within 1/2 hour after opening of the container shall be
stored in electrode ovens equipped with temperature controls. Electrode oven temperature shall
be in accordance with electrode manufacturer's recommendations. Electrodes with wet or
damaged coatings or otherwise contaminated shall not be used.
3.6 FIELD COATING AND LINING
A. All damaged areas of interior lining and exterior coatings of the pipe shall be repaired after all
field work is completed and before backfilling, using the same shop coating and lining material.
Pipe supplier will provide required materials for field coating and lining joints. Any additional
materials required shall be provided by the Contractor. Coating and lining repairs shall be in
accordance with the manufacturer's recommendations.
B. Pipe surfaces left uncoated by the pipe manufacturer including areas of field welded joints shall
be cleaned, prepared, and coated in accordance with the Manufacturer's recommended cleaning
and coating procedures.
C. All completed pipe joints are to be examined by inspection personnel prior to coating
application. Coatings shall be applied as rapidly as possible following approval of welds or
o-ring joints.
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INSTALLATION OF STEEL PENSTOCK
40 15 75 6
D. All applied coatings and linings shall be subject to holiday testing by the Engineer. Any defects
discovered as a result of this testing shall be repaired by the Contractor. All coating repairs and
retest costs will be the responsibility of the Contractor.
E. Comply specifically with AWWA C210 and C214 provisions for allowable temperature
conditions for material application of all interior linings. Provide any required heating,
enclosures, etc. to allow material application in optimum conditions.
F. Handle and store completed fabrications in such a manner as to prevent wrapping or coating
damage or inadequate curing. Approved equipment for handling wrapped and coated
fabrications includes nylon straps, wide canvas or padded slings padded skids or forklifts
modified to prevent damage. Unpadded chains, wire ropes, hooks, or similar items are not
acceptable for handling coated work.
G. Repairs to coating and lining damages associated with temporary pipe bracing during pipe
installation shall be the responsibility of the Contractor and shall be performed to the satisfaction
of the Engineer. In no case shall surface gouges or weld defects be covered up by coating
materials.
3.7 CONCRETE
A. Concrete for the encasement and supports shall conform to the Drawings. Encasement blocks
shall be allowed to reach full 28-days strength prior to pressure and leak testing.
B. Prior to placement of concrete encasement against a pipe section, a wedge-shaped elastic filler
material 6 inches wide shall be placed around the entire circumference where the pipe extends
beyond the face of concrete encasement. Elastic filler material for the pipe shall be Rodofoam®
327 (semirigid) manufactured by A. C. Horn, Inc. or Engineer-approved alternate. The elastic
filler material shall be secured tightly against the pipe during concrete placement.
C. All temporary bracing shall be in place until encasement concrete has reached its design
compressive strength.
3.8 BACKFILL PLACEMENT
A. Bedding shall be placed to the limits shown on the drawings. Care shall be taken to ensure that
the material is carefully worked and compacted into the area beneath and around the pipe to
provide a continuous support. Care shall be taken to avoid movement of the pipe during
placement and compaction of the bedding. The first lift of bedding for which the pipe will be
placed will be left uncompacted to allow the pipe to settle in.
B. No construction vehicles shall be permitted to travel over the pipe until 3 feet of backfill has
been placed over the top of the pipe.
3.9 INSPECTION AND TESTING
A. All Work performed shall be subject to rigid inspection. Such inspection shall not relieve the
Contractor of his responsibility for performing Work in accordance with the
specifications. Inspection representatives shall have free access to all Work.
B. Reasonable facilities and space shall be provided by the Contractor for inspectors to inspect, test
and obtain such information as required with respect to the character and materials used and the
progress and condition of the Work and the results obtained. Any Work that is not performed in
accordance with the procedure or does not comply with the requirements of the specifications
will be rejected.
C. Satisfactory results obtained from inspection, testing or construction and material review
procedures shall not relieve the Contractor from his guarantee of all materials, equipment and
work performed, as specified in Section 00700 of these specifications.
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INSTALLATION OF STEEL PENSTOCK
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D. Should the condition of material or welds be found unsatisfactory the Contractor shall pay for
subsequent tests and all related Work in connection with repairing or replacing unsatisfactory
material or welds. Should the installed pipeline fail to meet minimum requirements as specified
in this section, the Contractor shall pay for all related Work in connection with repairing and/or
replacing sections as required to bring the pipeline into conformance with these specifications
and applicable standards.
E. In the event that field inspection reveals a deficiency in a shop weld, it shall be the responsibility
of the Contractor to notify the Engineer and repair the shop weld to the satisfaction of the
Engineer.
F. Service test:
1. The Contractor, at completion of installation, shall field test the penstock by filling it with
water up to the top of a temporary extension to the vent pipe at station 1+05. The Engineer
shall be present to observe tests. The Contractor will be responsible for filling and draining
pipe, etc. The powerhouse butterfly valve shall installed for the purpose of this service test.
Contractor shall remove all temporary connections and restore the penstock to its specified
design. Care shall be exercised to limit pipe vacuum during draining, following the
completed test.
2. Test shall be sustained for a minimum of 12 hours with no measurable loss in level
measured in the temporary vent pipe. If level cannot be sustained, leaks shall be located and
the penstock shall be retested.
END OF SECTION
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HDR Project No. 10174531 Thayer Creek Hydroelectric Project December 30, 2020
General Construction Package 95% Design Review
WATER CONTROL GATES
40 60 05 1
SECTION 40 60 05
WATER CONTROL GATES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Water control gates.
2. Slide (fabricated) gates.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. ASTM International (ASTM):
a. A36, Standard Specification for Carbon Structural Steel.
b. ASTM A492, Standard Specification for Stainless Steel Rope Wire
c. A666, Standard Specification for Annealed or Cold-Worked Austenitic Stainless
Steel Sheet, Strip, Plate, and Flat Bar.
d. A992, Standard Specification for Steel for Structural Shapes.
e. D2000, Standard Classification System for Rubber Products in Automotive
Applications.
f. F593, Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs.
2. National Electrical Manufacturers Association (NEMA):
a. 250, Enclosures for Electrical Equipment (1000 Volts Maximum).
b. MG 1, Motors and Generators.
B. Qualifications:
1. Qualify welding procedures and welding operators in accordance with AWS.
2. Fabricator shall have minimum of 10 years experience in fabrication of metal items
specified.
1.3 SUBMITTALS
A. Shop Drawings:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2. See Specification Section 40 05 05.
3. Product technical data including:
a. Acknowledgment that products submitted meet the requirements of standards
referenced.
B. Operation and Maintenance Manuals:
1. See Specification Section 01 33 04 for requirements for:
a. The mechanics and administration of the submittal process.
b. The content of Operation and Maintenance Manuals.
PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers are
acceptable:
1. Water control gates:
a. Rodney Hunt.
b. Waterman
c. Hydro Gate Corporation.
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WATER CONTROL GATES
40 60 05 2
B. Submit request for substitution in accordance with Specification Section 01 25 13.
2.2 SLUICE GATES
A. General:
1. Provide gates, stems, lifts and other appurtenances of size, type, material and construction
shown on the Contract Drawings and specified.
2. Gates meet requirements of AWWA C560 as modified per this Specification Section.
B. Material:
1. Seating faces:
a. Bronze: ASTM B139.
2. Seals: Provide resilient seals for flush bottom gates of neoprene.
3. Wedges:
a. Bronze: ASTM B584 (CA 872).
4. Anchor bolts, assembly bolts and nuts:
a. Stainless steel: ASTM A276, Type 304.
5. Stems and stem couplings:
a. Stainless steel: ASTM A276, Type 304.
b. Bronze: ASTM B98.
2.3 GATE OPERATORS AND LIFTS
A. General:
1. Provide lifts in accordance with AWWA C560 or as modified in this Specification Section.
2. Provide all lifts with clear butyrate plastic stem cover with Mylar open-close indicator.
B. Manual Operators:
1. Centerline of crank or handwheel approximately 36 IN above operating floor, unless
otherwise shown.
2. Maximum effort of 40 LBS on crank or handwheel shall operate gate after unseating gate
from wedges bored upon seating head specified.
C. Electric Operators:
1. Electric motor-operated lift mechanism including electric motor, reduction gearing, stem
nut, pedestal, torque and limit switches, enclosure strip heaters, reversing magnetic starter,
pushbutton control, indicator lights, shop wiring, gear case, and handwheel for operation in
case of power failure.
2. Unit to be complete in a NEMA 4X enclosure requiring only the field connection of 3 PH,
460 V electric power.
3. Gate operation speed: 12 IN per minute.
2.4 ALL GATES, VALVES, OPERATORS AND LIFTS
A. Comply to requirements of Specification Section 40 05 05.
B. Provide gates, including lift, designed with a minimum factor of safety of five.
1. Provide rising stems on all gates.
PART 3 - EXECUTION
Not used.
END OF SECTION