Specifications T R A N S M I T T A L
9 fin IN H Montgomery Watson Harza
111 SW 5`h Ave., Suite 1770
Portland, Oregon p
Date: July 20, 2005 C +
®'l Tel: 503-226-7377 JUL 21 2005
Fax: 503-226-0023 CITY OF TIGARD
BUILDING DIVISION
To: Val Henzel From: Brian Schultz,POR-1T )
City of Tigard—Plans Examination
13125 SW.Hall Blyd. • • -
Tigard, OR 97223
503.718.2436
The following items are:
Requested x Enclosed Sent Separately via
Report k Specification Cost Estimate Shop Drawings
Test Result. Prints Test Sample x Other
No. of Description
Copies
1 Updated versions of specifications submitted on December 27, 2004 and April 27, 2005.
1 Copy of MWH Response No. 1 to Miller Consulting Engineers'comments on April 27,
2005.
This data is submitted:
' x At your request For your action
For your approval x For your files
For your review For your information 65
Hello Val, .0.-
• \ Arb.�
This package contains updated versions of all specific u e et r d t City •of Tigard. In the initial
submission on December 27, 2005, there was a sectioN4S �. m Ladders that no longer exists.
This has been combined with Section 05500—Miscellanb _4% ork. S-CJdg-7
PA �
Thanks,
C
Brian
PT....,, . . ._ .
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SECTION 01300 - CONTRACTOR SUBMITTALS
PART 1 -- GENERAL
1.1 GENERAL
A. Wherever submittals are required in the Contract Documents, submit them to the
ENGINEER.
1.2 PRECONSTRUCTION CONFERENCE SUBMITTALS
A. Within 14 Days after the date of commencement as stated in the Notice to Proceed or at
the preconstruction conference of Section 01010 - Summary of Work, whichever comes
first, the CONTRACTOR shall submit the following items to the ENGINEER for review:
1. A preliminary list of Shop Drawings, Samples, and proposed Substitutes.
2. A preliminary schedule for submission of priority and major Shop Drawings
(particularly for long-lead time equipment) and Samples.
3. A list of permits and licenses the CONTRACTOR shall obtain, indicating the agency
required to grant the permit, the expected date of submittal for the permit, and
required date for receipt of the permit.
4. A preliminary schedule of values in accordance with Section 01301 - Schedule of
Values.
poo 5. A 60-Day Plan of Operation in accordance with Section 01311 - CPM Construction
Schedule.
6. A Project Overview Bar Chart in accordance with Section 01311 - CPM Construction
Schedule.
7. Security Management Plan in accordance with Section 01520 — Security.
8. Stormwater Management and Erosion Control Plan and Schedule in accordance
with Section 01570 — Stormwater Pollution Prevention.
9. CONTRACTOR submittals in accordance with Section 02140 — Dewatering,
Paragraph 1.3.
1.3 SHOP DRAWINGS
A. Wherever called for in the Contract Documents or where required by the ENGINEER,
the CONTRACTOR shall furnish to the ENGINEER for review, eight"copies plus one
reproducible copy or electronic file, of each Shop Drawing submittal. Shop Drawings
may include detail design calculations, shop-prepared drawings, fabrication and
installation drawings, erection drawings, lists, graphs, catalog sheets, data sheets, and
similar items. If a list, graph, catalog sheet, data sheet, etc. includes more that one item,
clearly mark which item is the subject of the submittal. Shop drawings shall bear the
signature and seal of an engineer registered in the appropriate branch and in the state of
Oregon, unless otherwise indicated. Whenever the CONTRACTOR is required to submit
\ , design calculations as part of a submittal, such calculations shall bear the signature and
MWH-04082005 CONTRACTOR SUBMITTALS
153075— DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01300-1
seal of an engineer registered in the appropriate branch and in the state of Oregon,
unless otherwise indicated.
B. Shop Drawing submittals shall be accompanied by the ENGINEER's standard submittal
transmittal form, a reproducible copy of which is available from the ENGINEER. A
submittal without the form or where applicable items on the form are not completed will
be returned for resubmittal.
C. Organization
1. A single submittal transmittal form shall be used for each technical specification
section or item or class of material or equipment for which a submittal is required. A
single submittal covering multiple sections will not be acceptable, unless the primary
specification references other sections for components. Example: if a pump section
references other sections for the motor, shop-applied protective coating, anchor
bolts, local control panel, and variable frequency drive, a single submittal would be
acceptable. A single submittal covering vertical turbine pumps and horizontal split
case pumps would not be acceptable.
2. On the transmittal form, index the components of the submittal and insert tabs in the
submittal to match the components. Relate the submittal components to
specification paragraph and subparagraph, Drawing number, detail number,
schedule title, room number, or building name, as applicable.
3. Unless indicated otherwise,'terminology and equipment names and numbers used
in submittals shall match those used in the Contract Documents.
D. Format
1. Minimum sheet size shall be 8.5 inches by 11 inches. Maximum sheet size shall be
22 inches by 34 inches. Every page in a submittal shall be numbered in sequence.
Each copy of a submittal shall be collated and stapled or bound, as appropriate.
The ENGINEER will not collate sheets or copies.
2. Where product data from a manufacturer is submitted, clearly mark which model is
proposed, with complete pertinent data capacities, dimensions, clearances,
diagrams, controls, connections, anchorage, and supports. Sufficient level of detail
shall be presented for assessment of compliance with the Contract Documents.
3. Each submittal shall be assigned a unique number. Submittals shall be numbered
sequentially, and the submittal numbers shall be clearly noted on the transmittal.
Original submittals shall be assigned a numeric submittal number (e.g., 25). If
submittal "25" requires a resubmittal, the first resubmittal will bear the designation
"25.A" and the second resubmittal will bear the designation "25.B" and so on.
4. If there is a follow-up submittal related to a previously submitted class of material or
type of equipment (e.g., follow-up submittal to submittal "25"), it shall be assigned
the number "25.1". If submittal "25.1" requires a resubmittal, the first resubmittal will
bear the designation "25.1.A" and the second resubmittal will bear the designation
"25.1.B" and so on.
E. Disorganized submittals that do not meet the requirements of the Contract Documents
will be returned without review.
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' F. Except as may otherwise be indicated, the ENGINEER will return prints of each
submittal to the CONTRACTOR with comments noted thereon, within 21 Days following
ot
receipt by the ENGINEER. It is considered reasonable that the CONTRACTOR will
make a complete and acceptable submittal to the ENGINEER by the first resubmittal on
an item. The OWNER reserves the right to withhold monies due to the CONTRACTOR
to cover additional costs of the ENGINEER's review beyond the first resubmittal. . The
ENGINEER'S maximum review period for each submittal or resubmittal will be 21 Days.
G. If a submittal is returned to the CONTRACTOR marked "NO EXCEPTIONS TAKEN,"
formal revision and resubmission will not be required.
H. If a submittal is returned marked "MAKE CORRECTIONS NOTED," CONTRACTOR
shall make the corrections on the submittal, but formal revision and resubmission will not
be required, except where Section 01660 — Equipment Testing and Plant Startup and
{ Section 01700 — Project Closeout require otherwise.
I. If a submittal is returned marked "AMEND-RESUBMIT," the CONTRACTOR shall revise
it and shall resubmit the required number of copies to the ENGINEER for review.
Resubmittal of portions of multi-page or multi-drawing submittals will not be allowed. For
example, if a Shop Drawing submittal consisting of 10 drawings contains one drawing
noted as "AMEND - RESUBMIT," the submittal as a whole is deemed "AMEND -
RESUBMIT," and 10 drawings are required to be resubmitted.
J. If a submittal is returned marked "REJECTED-RESUBMIT," it shall mean either that the
proposed material or product does not satisfy the specification, the submittal is so
incomplete that it cannot be reviewed, or is a substitution request not submitted in
accordance with the General Conditions and Section 01600 - Products, Materials,
Equipment, and Substitutions. In the first 2 cases, the CONTRACTOR shall prepare a
new submittal and shall submit the required number of copies to the ENGINEER for
review. In the latter case, the CONTRACTOR shall submit the substitution request
according to the General Conditions and Section 01600 — Products, Materials,
Equipment and Substitutions.
K. Resubmittal of rejected portions of a previous submittal will not be allowed. Every
change from a submittal to a resubmittal or from a resubmittal to a subsequent
resubmittal shall be identified and flagged on the resubmittal.
L. Fabrication of an item may commence only after the ENGINEER has reviewed the
pertinent submittals and returned copies to the CONTRACTOR marked either "NO
EXCEPTIONS TAKEN" or "MAKE CORRECTIONS NOTED". Corrections indicated on
submittals shall be considered as changes necessary to meet the requirements of the
Contract Documents and shall not be taken as changes to the Contract requirements. .
M. Submittals shall be carefully reviewed by an authorized representative of the
CONTRACTOR prior to submission to the ENGINEER. Each submittal shall be dated
and signed by the CONTRACTOR as being correct and in strict conformance with the
Contract Documents. In the case of Shop Drawings, each sheet shall be so dated and
signed. Any deviations from the Contract Documents shall be noted by the
CONTRACTOR on the transmittal form and such deviation shall be subject to approval
in writing by the ENGINEER and OWNER. The ENGINEER will only review submittals
that have been so verified by the CONTRACTOR. Non-verified submittals will be
returned to the CONTRACTOR without action taken by the ENGINEER, and any delays
caused thereby shall be the total responsibility of the CONTRACTOR.
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N. Corrections or comments made on the CONTRACTOR's Shop Drawings during review
do not relieve the CONTRACTOR from compliance with Contract Drawings and
Specifications. Review is for conformance to the design concept and general
compliance with the Contract Documents only. The CONTRACTOR is responsible for
confirming and correlating quantities and dimensions, fabrication processes and
techniques, coordinating WORK with the trades, and satisfactory and safe performance
of the WORK.
1.4 SAMPLES
A. The CONTRACTOR shall submit the number of samples indicated by the Specifications.
If the number is not indicated, submit not less than 3 samples. Where the amount of
each sample is not indicated, submit such amount as necessary for proper examination
and testing by the methods indicated.
B. Samples shall be individually and indelibly labeled or tagged, indicating the salient
physical characteristics and manufacturer's name. Upon acceptance by the ENGINEER,
one set of the samples will be stamped and dated by the ENGINEER and returned to the
CONTRACTOR, one set of samples will be retained by the ENGINEER, and one set
shall remain at the Site in the ENGINEER's field office until completion of the WORK.
C. Unless indicated otherwise, the ENGINEER will select colors and textures from the
manufacturer's standard colors and standard materials, products, or equipment lines. If
certain samples represent non-standard colors, materials, products, or equipment lines
that will require an increase in Contract Times or Price, the CONTRACTOR shall clearly
state so on the transmittal page of the submittal.
D. The CONTRACTOR shall schedule sample submittals such that:
1. Sample submittals for color and texture selection are complete so the ENGINEER
has 45 Days to assemble color panels and select color and texture dependent
products and materials without delay to the construction schedule, and
2. After the ENGINEER selects colors and textures, the CONTRACTOR has sufficient
time to provide the products or materials without delay to the construction schedule.
The Contract Times will not be extended for the CONTRACTOR's failure to allow
enough review and approval or selection time, failure to submit complete samples
requiring color or texture selection, or failure to submit complete or approvable
samples.
1.5 TECHNICAL OPERATION AND MAINTENANCE INFORMATION
A. The CONTRACTOR shall submit technical operation and maintenance (O&M)
information for each item of mechanical, electrical, and instrumentation equipment in an
organized manner as specified in Section 01730- O&M Information and in the Technical
Specifications of the Contract Documents. O&M information, instructions and data shall
be provided for each maintainable material and piece of equipment. It shall be written so
that it can be used and understood by the OWNER's operation and maintenance staff.
B. Schedule
1. Except where indicated otherwise, technical O&M information shall be submitted in
initial draft form to the ENGINEER not later than 90 Days prior to any startup,
system testing or operator training. Subsequent drafts shall be provided by the
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CONTRACTOR within 30 Days from the date of CONTRACTOR's receipt of review
comments from the ENGINEER. The approved Operation and Maintenance
:" Manual must be available prior to any startup, system testing, or operator training.
The CONTRACTOR's attention is drawn to Section 01700 — Project Closeout where
the submission of the Operation and Maintenance Manual is related to progress
payments.
1.6 RECORD DOCUMENTS
A. The CONTRACTOR shall maintain one set of Drawings at the Site for the preparation of
record drawings. On these, it shall mark every project condition, location, configuration,
and any other change or deviation which may differ from the Contract Drawings at the
time of award, including buried or concealed construction and utility features that are
revealed during the course of construction. Special attention shall be given to recording
the horizontal and vertical location of buried utilities that differ from the locations
indicated, or that were not indicated on the Contract Drawings. Said record drawings
shall be supplemented by any detailed sketches as necessary or as CONTRACTOR is
directed, to fully indicate the WORK as actually constructed. These record drawings are
the CONTRACTOR's representation of as-built conditions, and shall be maintained up-
to-date during the progress of the WORK. Using erasable colored pencils (not ink or
indelible pencil), indicate in green when showing information deleted from the Drawings,
red when showing information added to the Drawings, and blue and circled in blue to
show notes. Notes shall identify relevant Change Orders by number and date.
Preparation of record drawings shall conform to the following:
1. Date entries.
2. Call attention to entry by"cloud" drawn around area or areas affected.
3. Legibly mark to record actual changes made during construction, including, but not
limited to: •
•
a. Depths of various elements of foundation in relation to finished first floor data if
not shown or where depth differs from that shown.
b. Horizontal and vertical locations of existing new Underground Facilities and
appurtenances, and other underground structures, equipment, or WORK.
Reference to at least two measurements to permanent surface improvements.
c. Location of internal utilities and appurtenances concealed in the construction
referenced to visible and accessible features of the structure.
d. Locate existing facilities, piping, equipment, and items critical to the interface
between physical conditions or construction and new construction.
e. Changes made by Addenda and Field Orders, Work Change Directives,
Change Orders, Written Amendments, and ENGINEER's written interpretations
and clarifications using consistent symbols for each and showing appropriate
document tracking number.
4. Dimensions of Schematic Layouts: Show record drawings, by dimension, the
centerline of each run of items such as are described in previous subparagraph
above.
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If
a. Clearly identify the item by accurate not such as "cast iron drain," "galv. water,"
and the like.
' l b. Show, by symbol or note, vertical location of item ("under slab," "in ceiling
plenum," "exposed," and the like.
c. Make identification so descriptive that it may be related reliably to
Specifications.
B. The CONTRACTOR shall maintain one set of Specifications at the Site for the
preparation of record specifications. On these shall be recorded every change or
deviation during the course of the project resulting from Work Change Directives, Field
Orders, Substitutions, RFIs or and other reason. Record specifications shall be marked
with green, red and blue pencils in the same manner as record drawings, noting the
document or other reason that caused the change.
C. Prior to submitting each Application for Payment, request ENGINEER's review and
approval of current status of record documents. Failure to properly maintain, update,
and submit record documents may result in a deferral by ENGINEER to recommend
whole or any part of CONTRACTOR's Application for Payment, either partial or final.
D. In the case of those drawings that depict the detail requirement for equipment to be
assembled and wired in the factory, such as motor control centers and the like, the
record drawings shall be updated by indicating those portions which are superseded by
change order drawings or final Shop Drawings, and by including appropriate reference
information describing the change orders by number and the Shop Drawings by
manufacturer, drawing, and revision numbers.
E. Disorganized or incomplete record documents will not be accepted. The CONTRACTOR
shall revise them and resubmit within 10 Days.
F. Record documents shall be accessible to the ENGINEER during the construction period
and shall be provided to the OWNER prior to requesting final payment.
G. The request for final payment will not be accepted until the record documents have been
completed and delivered to the ENGINEER.
H. Information submitted by the CONTRACTOR will be assumed to be correct, and the
CONTRACTOR shall be responsible for the accuracy of such information.
1.7 QUALITY CONTROL (QC) SUBMITTALS
A. Quality control submittals are defined as those required by the Specifications to present
documentary evidence to the ENGINEER that the CONTRACTOR has satisfied certain
requirements of the Contract Documents.
B. Unless otherwise indicated, QC submittals shall be submitted:
1. Before delivery and unloading, for the following types of submittals:
a. Manufacturers' installation instructions
b. Manufacturers' and Installers' experience qualifications
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153075- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01300-6
c. Ready mix concrete delivery tickets
d. Design calculations
e. Affidavits and manufacturers' certification of compliance with indicated product
requirements
f. Laboratory analysis results
g. Factory test reports
2. For the following types of submittals, the manufacturer's field representative shall
submit a draft certification prior to leaving the Project site and a final certification
within 7 days of the event documented:
a. Manufacturers' field representative certification of proper installation
3. Within 30 Days of the event documented for the following types of submittals:
a. Field measurement
b. Field test reports
c. Receipt of permit
d. Receipt of regulatory approval
C. The ENGINEER will record the date that a QC submittal was received and review it for
compliance with submittal requirements, but the review procedures above for Shop
Drawings and samples will not apply.
1.8 LEED SUBMITTAL REQUIREMENTS
A. The CONTRACTOR shall submit information in accordance with Section 01351 — LEED
Certification and as required in Divisions 01 through 17.
1.9 DEFERRED SUBMITTAL TO THE CITY OF TIGARD
A. For the purposes of this section, Deferred Submittals are defined as those portions of
the Project that are CONTRACTOR-designed and must be submitted to the City of
Tigard building official for approval and to meet Building Permit plan review
requirements.
B. The ENGINEER will schedule a pre-submittal conference with the CONTRACTOR and
City of Tigard building official to discuss proposed Deferred Submittal items,
requirements, and review schedule.
C. The CONTRACTOR shall list the Deferred Submittals on the title or cover sheet of the
Drawings for submission to the City of Tigard and shall state the design
criteria/assumptions of the Deferred Submittal items on the plans. Deferred Submittals
shall include details for connection of materials to the structure and calculations showing
that the specified structural requirements are met.
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D. The CONTRACTOR shall submit Deferred Submittals to the ENGINEER for review for
general conformance to the design of the structure. Neither the OWNER nor the
ENGINEER is responsible for coordination of Deferred Submittal components with
Contract Documents. Review does not lessen nor shift burden of responsibility from
CONTRACTOR or assigned subcontractor/supplier to the OWNER or ENGINEER. The
ENGINEER, upon confirming the Deferred Submittals are in general conformance with
the design, shall forward the Deferred Submittals to the building official. CONTRACTOR
is responsible, with no exceptions, to ensure that City of Tigard's Deferred Submittal
review will not adversely affect Project's construction schedule. The Deferred Submittal
items shall not be installed by the CONTRACTOR until the design and Deferred
Submittals have been approved by the building official.
E. Anticipated Deferred Submittals include but are not limited to:
1. Acoustic ceiling system.
2. Exit illumination.
•
3. Glazing systems.
4. Metal guardrails and handrails.
5. Pre-cast concrete structural members or panels.
6. Prefabricated stair units to include steel, aluminum or pre-cast concrete.
7. Prefabricated wall panel.
8. Signs.
9. Skylights.
10. Specialty retaining walls.
11. Stone veneer.
12. Steel roof trusses and steel canopies.
13. Louvers.
14. Equipment supports.
15. Anchorages.
1.10 INFORMATIONAL SUBMITTALS . . .
A. Informational submittals formalize the flow of information between the CONTRACTOR
and the ENGINEER. Forms will be employed for such purpose. Paper or electronic
copies of blank forms may be obtained from the ENGINEER.
B. The following forms may be used but the list is not necessarily inclusive:
CM - 205 Allocation of Total Contract Price
CM - 302 Request for Clarification
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I�t
CM - 306 Contractor's Submittal Transmittal Form
CM - 307 Memorandum of Delay
CM - 432 Deactivation Request
CM - 427 Manufacturer's Certification of Proper Installation
CM - 503 Request for Shutdown
CM - 1001 Monthly Payment Estimate Summary
CM - 1003 Request for Payment for Material on Hand
CM - 1004 Request for Adjustment of Retainage
CM - 1005 Consent of Surety for Reduction of Partial Release of Retainage
CM - 1006 Consent of Surety for Final Payment
CM - 1007 Affidavit of Payment
CM - 1101 Field Order
CM - 1102 Initiator Change Order Request
CM - 1106 Deviation Request
CM - 1110 Substitution Request Form
CM - 1202 Contractor's Certification of Completion
CM - 1301 Partial Waiver of Lien
CM - 1302 Final Waiver of Lien
CM - 1303 Affidavit of Release of Lien
1.11 CONSTRUCTION PHOTOGRAPHS
A. CONTRACTOR shall provide aerial photographs every 30 days from the Notice to
Proceed until Substantial Completion and one at final payment. The photographs
provided for review shall include six vertical photographs and six oblique photographs as
directed by the ENGINEER. Each photograph shall include the entire Project Site.
unless directed by the ENGINEER.
B. ENGINEER may then choose two photographs for enlargement. ENGINEER will
choose the cropping areas. The cropped area will be developed to 8-inch by 10-inch
photographs.
C. The two photo negatives chosen will be provided in an electronic format on a CD for use
on Windows-based system. The digital image shall be a 2,000 dpi negative scan.
D. Oblique photographs shall be taken with a medium format camera. Vertical photographs
shall be taken with 9 by 9 mapping area.
E. Photography shall be by a professional commercial photographer, experienced in
shooting aerial photographs, in good and inclement weather.
F. Film handling and development shall be done by a commercial laboratory.
G. The photographs and the negatives shall become the property of OWNER for OWNER's
use.
H. Digital Images:
1. Archive using a commercially available photo management system.
2. Label each disk with Project and OWNER's name, and week and year images were
produced.
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PART 2-- PRODUCTS (NOT USED)
PART 3 -- EXECUTION (NOT USED)
- END OF SECTION -
•
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SECTION 01450 - SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. This specification section is intended to inform the CONTRACTOR of the OWNER's
quality assurance program and the extent of the CONTRACTOR's responsibilities.
1.2 SCHEDULE OF INSPECTIONS/OBSERVATIONS
A. Required inspections and tests are described in Appendix A - "Schedule of Special
Inspections" following this specification, and in the individual Specification Sections for
the items to be inspected or tested.
B. Required Structural Observations are described in Appendix B - "Schedule of Structural
Observations" following this specification.
1.3 DEFINITIONS
A. Approved Agency: An established and recognized agency regularly engaged in
conducting tests or furnishing inspection services, when such agency has been
approved by the Building Official.
B. Approved Fabricator: An established and qualified person, firm, or corporation
approved by the Building Official. Approval is based on written procedural and quality
control manuals and periodic auditing of fabrication practices by an approved special
inspection agency.
C. Building Official: Local department or representatives responsible for enforcing local
codes and reviewing construction documents and issuing permits for the erection,
alteration, demolition, and moving of buildings and structures.
D. Continuous Special Inspection: The full-time observation of WORK by an approved
special inspector who is present in the area where the WORK is being performed.
E. Fabricated Item: Structural, load bearing or lateral load-resisting assemblies consisting
of materials assembled prior to installation in a building or structure, or subjected to
operations such as heat treatment, thermal cutting, cold working or reforming after
manufacture and prior to installation in the building or structure. Materials produced in
accordance with standard specifications referenced in the Contract Documents or the
local governing codes, such as rolled structural steel shapes, steel-reinforcing bars,
masonry units and plywood sheets, shall not be considered "fabricated items".
F. Periodic Special Inspection: The part-time or intermittent observation of WORK by an
approved special inspector who is present in the area where the WORK has been or is
being performed and at the completion of the WORK.
G. Special Inspection: Inspection as herein required of the materials, installation,
fabrication, erection or placement of components and connections requiring special
expertise to ensure compliance with the Contract Documents and referenced standards.
H. Special Inspector: An agency regularly engaged in conducting tests and furnishing
inspection services. The special inspector is an authorized representative of the
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ENGINEER who provides inspections during construction. The Special Inspector shall
be approved/registered by the local Building Official.
I. Structural Observer: Registered design professional and authorized representative of
the ENGINEER, who provides structural observation services during construction.
J. Structural Observation: Visual observation by a structural observer of the structural
system for general conformance to the Contract Documents at significant construction
stages and at completion of the structural system. Structural observation does not
include or waive the responsibility for the inspections required by the Contract
Documents.
1.4 SUBMITTALS
A. The CONTRACTOR and Subcontractors, whose work will be inspected or tested, shall
disclose any past or present business relationship or potential conflict of interest with the
Special Inspector and Testing Laboratory.
B. When fabrication of assemblies that would otherwise require special inspection is done
on an approved fabricators premises, the following shall be submitted:
1. At completion of fabrication, the approved fabricator shall submit to the,
CONTRACTOR, ENGINEER and the building official a certificate of compliance
stating that the WORK was performed in accordance with the approved construction
documents.
1.5 PAYMENT
A. The OWNER shall engage and pay for the services of the Special Inspector, Agents of
the Special Inspector, Testing Laboratory, and Structural Observer.
B. The CONTRACTOR shall be responsible for the cost of any re-testing or re-inspection of
work that fails to comply with the requirements of the Contract Documents.
1.6 CONTRACTOR RESPONSIBILITIES
A. The CONTRACTOR shall cooperate with the Special Inspector, his agents, and the
Structural Observer, so that the special inspections, observation, and testing may be
performed without hindrance.
B. The CONTRACTOR shall review the "Schedule of Special Inspections" - Appendix A,
"Schedule of Structural Observations" - Appendix B, and individual specification sections
and shall be responsible for coordinating and scheduling inspections, observations, and
tests. The CONTRACTOR shall notify the Special Inspector, Testing Laboratory, or
Structural Observer at least 48 hours in advance of a required inspection, observation,
or test.
C. Failure by the CONTRACTOR to meet observation, inspection, or testing schedules may
require removal of any subsequent work for observation, inspection and testing.
Removal and replacement of any finished work and/or framing damaged by the removal
process or as required for corrective action shall be at the CONTRACTOR's expense.
Uninspected WORK that required inspection may be rejected solely on that basis.
D. The CONTRACTOR shall provide incidental labor and facilities to provide access to the
WORK to be inspected, observed, or tested, to obtain and handle samples at the site or
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at source of products to be tested, to facilitate tests, observations, inspections, storage,
and curing of test samples.
E. The CONTRACTOR shall keep at the project site the latest set of construction drawings,
field sketches, change orders, approved shop drawings, and specifications for use by
the Special Inspector and Structural Observer.
F. The Special Inspection and observation program shall in no way relieve the
CONTRACTOR of its obligation to perform WORK in accordance with the requirements
of the Contract Documents or from implementing an effective Quality Control program.
The CONTRACTOR's quality control personnel shall first review all work that is to be
subjected to Special Inspections or Structural Observation.
G. The CONTRACTOR shall be solely responsible for construction site safety.
H. Prior to the beginning of construction, the CONTRACTOR shall have a pre-construction
meeting with the ENGINEER, Building Official, CONTRACTOR, OWNER, Special
Inspector, Structural Observer, and Testing Laboratories, to review the special
inspection and structural observation requirements.
1.7 INSPECTION OF FABRICATIONS
A. When WORK is done on the premises of an approved fabricator, special inspection is
not required.
1.8 RECORDS AND REPORTS
A. The Special Inspector shall prepare detailed daily reports of each special inspection or
test.
B. The Structural Observer shall prepare detailed reports of each structural observation.
C. Any discrepancies from the Contract Documents found during a special inspection or
structural observation shall be immediately reported to the CONTRACTOR. If the
discrepancies are not corrected the Special Inspector or Observer shall notify the
ENGINEER and Building Official. Reports shall document all discrepancies identified
and the corrective action taken.
D. FINAL REPORTS OF SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS
1. The "Final Report of Special Inspections" shall be completed by the Special
Inspector and submitted to the ENGINEER and Building Official prior to the
issuance of a Certificate of Use and Occupancy.
2. The "Final Report of Special Inspections" will certify that all required inspections
have been performed and will itemize any discrepancies that were not corrected or
resolved.
3. The "Final Structural Observation Report" will certify that site visits have been made
and identify any reported deficiencies, which, to the best of the Structural
Observer's knowledge, have not been resolved.
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PART 2 -- PRODUCTS (NOT USED)
PART 3 -- EXECUTION
3.1 Prior to the commencement of the WORK the CONTRACTOR will be advised of the
name of the testing laboratory, and the firms to be obtained to perform the special
inspections, and structural observations.
•
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1530575— DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01450-4
APPENDIX A - SCHEDULE OF SPECIAL INSPECTIONS
- Required inspections and tests are described in the following "Schedule of Special Inspections",
and in the individual Specification Sections for the items to be inspected or tested.
1. FABRICATORS
A. Where fabrication of structural load-bearing members and assemblies is being
performed on the premises of a fabricator's shop, the fabricator shall be registered and
approved to perform such work without special inspection. Approval shall be based
upon review of the fabricator's written procedural and quality control manuals and
periodic auditing of fabrication practices by an approved special inspection agency.
2. STEEL CONSTRUCTION
A. Welding inspection shall be in compliance with AWS D1.1.
B. The Special Inspector shall perform an inspection of the steel to verify compliance with
the details shown on the approved construction documents, such as bracing, stiffening,
members' locations and proper application of joint details at each connection.
C. Installation of high-strength bolts shall be periodically inspected in accordance with AISC
specifications and IBC requirements.
1) While the work is in progress, the special inspector shall determine that the
requirements for bolts, nuts, washers, and paint; bolted parts; and installation and
tightening in such standards are met.
2) For bolts requiring pretensioning, the special inspector shall observe the pre-
installation testing and calibration procedures when such procedures are required by
the installation method or by the Contract Documents; determine that all plies of
connected materials have been drawn together and properly snugged; and monitor
the installation of bolts to verify that the selected procedure for installation is properly
used to tighten bolts. For joints required to be tightened only to the snug tight
condition, the special inspector need only verify that the connected materials have
been drawn together and properly snugged.
3) Monitoring of bolt installation for pretensioning is permitted to be performed on a
periodic basis when using the turn-of-nut method with matchmarking techniques, the
direct tension indicator method, or the alternate design faster (twist-off bolt) method.
Joints designed as snug tight need be inspected only on a periodic basis.
4) Monitoring of bolt installation for pretensioning using the calibrated wrench method or
the turn-of-nut method without matchmarking shall be performed on a continuous
basis.
D. Cold-formed steel framing shall have the following special inspections:
1) Periodic special inspections during welding operations of elements of the seismic-
force-resisting system.
2) Periodic special inspections for screw attachment, bolting, anchoring and other
fastening of components within the seismic-force-resisting system, including struts,
braces, and hold-downs.
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REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION
Inspection
Verification And Inspection Continuous Periodic Referenced Standards
Material verification of high-strength X Applicable ASTM material
bolts, nuts, and washers: specifications;
• Identification markings to conform
to ASTM standards indicated in AISC ASD, Section A3.4;
the Contract Documents.
• Manufacturer's certificate of AISC LRFD, Section A3.3
compliance required.
Inspection of high-strength bolting: AISC LRFD Section M 2.5
• Bearing-type constructions. X
• Slip-critical connections. X X IBC 1704.3.3
Material verification of structural
steel:
• Identification markings to conform ASTM A 6 or ASTM 568
to ASTM standards indicated in
the Contract Documents. IBC 1708.4
• Manufacturer's certified mill test
reports required.
Material verification of weld filler
materials:
• Identification markings to conform AISC, ASD, Section A3.6;
to AWS specification indicated in
the Contract Documents. AISC LRFD, Section A3.5
• Manufacturer's certificate of
compliance required.
Inspection of welding - Structural
steel:
• Complete and partial penetration X
groove welds. )41'i
• Multi-pass fillet welds. X S
• Single-pass fillet welds > 5/16" X AWS D1.1
(7.9 mm).
• Single-pass fillet welds < 5/16" X AISC Seismic
(7.9 mm).
• Welded studs when used for X AWS D1.3
structural diaphragms.
• Welded sheet steel for cold- X IBC 1704.3
formed steel framing members
such as studs and joists.
• Welding of stairs and railing X
systems.
• Floor and deck welds. X
Inspection of welding - Reinforcing AWS D1.4
steel:
• Verification of weldability of X ACI 318 - 3.5.2
reinforcing steel other than ASTM
A 706 IBC 1903.5.2
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Inspection
Verification And Inspection Continuous Periodic Referenced Standards
1 • Reinforcing steel-resisting flexural X
and axial forces in intermediate
and special moment frames, and
boundary elements of special
reinforced concrete shear walls,
and shear reinforcement.
• Shear reinforcement. X
• Other reinforcing steel. X
Inspection of steel frame joint details X
for compliance with the Contract
Documents:
• Details such as bracing and IBC 1704.3.2
stiffening.
• Member locations.
• Application of joint details at each
connection.
3. CONCRETE CONSTRUCTION
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
Verification And Inspection Inspection Referenced Standards
Continuous Periodic
Inspection of reinforcing steel, X ACI 318 - 3.5, 7.1-7.7
including prestressing tendons, and
placement. IBC 1903.5, 1907.1, 1907.7
& 1914.4
Inspection of reinforcing steel welding AWS D1.4
in accordance with inspection of steel
table above. ACI 318 - 3.5.2
IBC 1903.5.2
Inspect bolts to be installed in X -
concrete prior to and during IBC 1912.5
placement of concrete where
allowable loads have been increased.
Verifying use of required design mix. X ACI 318 - Ch. 4 & 5.2-5.4
IBC 1904,1905.2-1905.4,
1914.2 & 1914.3
Sampling fresh concrete and X ASTM C 172
performing slump, air content and
determining the temperature of fresh ASTM C 31
concrete at the time of making
specimens for strength tests. ACI 318 - 5.6, 5.8
IBC 1905.6 & 1914.10
Inspection of concrete and shotcrete X ACI 318 - 5.9 & 5.10
placement for proper application
techniques. IBC 1905.9, 1905.10,
1914.6, 1914.7& 1914.8
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Verification And Inspection Inspection Referenced Standards
Continuous Periodic
4 _ Inspection for maintenance of X ACI 318 - 5.11-5.13
specified curing temperature and
techniques. IBC 1905.11, 1905.13 &
1914.9
Inspection of prestressed concrete:
• Application of prestressing forces. X
• Grouting of bonded prestressing X ACI 318 - 18.18 & 18.16.4
tendons in the seismic-force-
resisting system.
Erection of precast concrete X ACI 318 - Ch. 16
members.
Verification of in-situ concrete X
strength, prior to stressing of tendons ACI 318 - 6.2
in posttensioned concrete and prior
to removal of shores and forms from IBC 1906.2
beams to structural slabs.
Adhesive anchor installation. X Per ICBO Report
4. MASONRY CONSTRUCTION
REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION
Verification And Inspection Inspection' Referenced Standards
Continuous Periodic
From the beginning of masonry
construction, the following shall be
verified to ensure compliance:
• Proportions of site-mixed mortar X ACI 530 Sec. 1.12.3
and grout.
• Placement of masonry units and X ACI 530.1 Art. 2.6A, 3.2D,
construction of mortar joints. 3.3B, 3.4 & 3.5
• Placement of reinforcement and X
connectors.
• Grout space prior to grouting. X
• Placement of grout. X
The inspection program shall verify: ACI 530 Sec. 1.15.4, 2.1.2,
• Size and location of structural X 1.12, 2.1.8.6 & 2.1.8.6.2
elements.
• Type, size and location of X ACI 530.1 Art. 3.3G, 2.4, 3.4
anchors, including other details of & 1.8
anchorage of masonry to
structural members frames or IBC 2108.9.2.11 Item 2,
other construction. 2104.2 & 2104.4
• Specified size, grades, and types X
of reinforcement.
• Welding of reinforcing bars X
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Verification And Inspection Inspection' Referenced Standards
Continuous Periodic
• Protection of masonry during cold X
weather (temperature below 40
degrees F) or hot weather
(temperatures above 90 degrees
F)
Preparation of any required grout X ACI 530.1 Art. 1.4
specimens, mortar specimens, and/or
prisms shall be observed. IBC 2105.3, 2105.4 & 2105.5
Compliance with required inspection X
provisions of the Contract Documents ACI 530.1 Art. 1.5
and the approved submittals shall be
verified.
Adhesive Anchor Installation X Per ICBO Report
5. SOILS
A. Site Preparation: Prior to placement of the prepared fill, the special inspector shall
determine that the site has been prepared in accordance with the approved soils report
and the Contract Documents.
B. During Fill Placement: During placement and compaction of the fill material, the
Special Inspector shall determine that the material being used and the maximum lift
thickness comply with the approved soils report and the Contract Documents.
C. Evaluation of In-Place Density: The Special Inspector shall determine, at the specified
frequency, that the in-place dry density of the compacted fill complies with the approved
41, soils report and the Contract Documents.
6. PILE /PILE FOUNDATIONS
A. A Special Inspector shall be present when pile foundations are being installed and
during tests. The special inspector shall make records of the installation of each pile and
results of load tests. Records shall include the cutoff and tip elevation of each pile
relative to a permanent reference.
B. Special inspection is required for pier foundations.
7. WALL PANELS AND VENEERS
A. Special inspection is required for exterior and interior architectural wall panels and the
anchoring of veneers for buildings. Special inspection of such masonry veneer shall be
in accordance with the inspection of masonry above.
8. SPRAYED FIRE-RESISTANT MATERIALS
A. Special inspection for sprayed fire-resistant materials applied to structural elements and
decks shall be in accordance with [IBC Sections 1704.11.1 through .1704.11.5.] Special
inspection shall be based on the fire-resistance design as designated in the Contract
Documents.
B. The following items shall be inspected:
1) The prepared surface of structural members to be sprayed shall be inspected before
the application of the sprayed fire-resistant material.
2) The application of the sprayed fire-resistant material shall be in accordance the
manufacture's written instructions and the Contract Documents.
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1530575—DURHAM FACILITY PHASE 4 EXPANSION, ,IPS PAGE 01450-9
3) Special Inspector shall verify that the average thicknesses of the sprayed fire-
resistant materials are not less than the required thickness.
4) Density of the sprayed fire-resistant material shall not be less then specified.
5) The cohesive/adhesive bond strength of the cured sprayed fire-resistant material.
■
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9. EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS)
A. Special inspections shall be required for all EIFS applications.
10.SMOKE CONTROL SYSTEMS
A. Smoke control systems shall be tested by a Special Inspector
B. Tests shall consist of leakage testing and recording of device locations during erection of
ductwork and prior to concealment.
C. Pressure difference testing, flow measurements, and detection and control verification
shall be tested prior to occupancy and after sufficient completion.
11.MECHANICAL AND ELECTRICAL COMPONENTS
A. Periodic special inspections are required for the following per IBC 1707.7:
1) During the anchorage of electrical equipment for emergency or standby power
systems.
2) During the anchorage of other electrical equipment.
3) During installation of piping systems intended to carry flammable, combustible or
highly toxic contents and their associated mechanical units.
4) During the installation of HVAC ductwork that will contain hazardous materials.
5) Installation of equipment using combustible energy sources.
6) Installation of electrical motors, transformers, switchgear unit substations and motor
control centers.
7) Reciprocating and rotating-type machinery.
8) Piping distribution systems 3-inches and larger.
9) Tanks, heat exchangers, and pressure vessels.
12.MISCELLANEOUS ITEMS
A. The following items shall receive periodic special inspections:
1) Access floors during anchorage.
2) Storage racks 8 feet or greater in height during the anchorage.
3) Exterior cladding during erections and fastening.
4) Interior and exterior nonload bearing walls during erection and fastening.
5) Veneer during erection and fastening.
6) Suspended ceiling systems and their anchorage.
7) Isolator and energy dissipation devices during the fabrication and installation if used
as part of the seismic isolation system.
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APPENDIX B - SCHEDULE OF STRUCTURAL OBSERVATIONS
Required observations are described in the following "Schedule of Structural Observations".
When to do the Observation What to Observe
FOUNDATIONS
Prior to the first concrete pour, but after Review areas of particular concern such as
placement of reinforcing is well under way highly congested areas or any
mechanically coupled splices and check
that approved placing plans are being
used.
Review anchor bolt placement and
placement of hold-down bolts or steel
embeds.
STEEL FRAMING
After the first tier has been erected and Observe the work in progress and try to
plumbed and bolt tightening and joint meet with the special inspectors for the
welding is under way welding and bolt tightening operations.
Pay particular attention to the procedures
used for welding of moment frame joints.
After one level of steel deck is in place and Check the welding procedures have been
welding of shear studs is underway. qualified by the inspector on the job.
CONCRETE CONSTRUCTION
Prior to close-up of the first level column or
Go , wall forms.
For concrete moment frames, after Meet with the special inspector to make
placement of reinforcement has started sure the inspection is continuous and that
and again prior to close-up of column or the inspector is aware of the critical areas
beam forms. around the joints. Establish lines of
communication to assure notification
regarding field problems such as
reinforcement interference or utility
penetrations in critical areas.
During placement of slab/beam/joist The engineer may elect to personally
reinforcement or post-tensioning tendons. observe concrete placement for critical
structural elements.
MASONRY CONSTRUCTION
During lay-up of the first section of wall Special inspection may not include full time
with special reinforcement requirements, inspection of lay-up or reinforcement
such as boundary elements placement, so it may be important to verify
that reinforcement is placed with the
appropriate positioners.
Prior to grouting of the first lift. Verify that the special inspector is
performing the required special inspections
and that elements for connection of other
framing are in place.
-- END OF SECTION --
MWH -04082005 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS
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SECTION 02834- SEGMENTAL RETAINING WALLS
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall design, furnish and construct mechanically stabilized earth
segmental retaining wall system having high molecular weight, high tenacity polyester
geogrids positively connected to Segmental Concrete Blocks. Work shall be done in
accordance with these specifications and in reasonably close conformity with the lines,
grades, design and dimensions shown on the plans.
B. Work includes preparing foundation soil, furnishing and installing leveling pad, unit
drainage fill and backfill to the lines and grades shown on the construction drawings.
C. Work includes furnishing and installing geogrid soil reinforcement of the type, size,
location, and lengths designated on the construction drawings.
1.2 REFERENCE DOCUMENTS
A. American Society for Testing and Materials (ASTM)
1. C-1372 Standard Specification for Segmental Retaining Wall Units
2. C-140-91 Method of Sampling and Testing Concrete Masonry Units
3. C-150-94 Specification for Portland Cement
4. C-33-93 Specification for Concrete Aggregates
5. C-595/C595M Specification for Blended Hydraulic Cement
6. C-90-93 Specification for Load-bearing Concrete Masonry Units
7. D-123 Standard Terminology Relating to Textiles
8. D-422 Gradation of Soils
9. D-424 Atterburg Limit of Soils
10. D-698 Test method for Laboratory Compaction Characteristics of Soil
Using Standard Effort
11. D-5262 Test Method for Evaluating the Unconfined Tension Creep
Behavior of Geosynthetics
12. D-4355 Test Method for Deterioration of Geotextiles from Exposures to
Ultraviolet Light and Moisture
13. D-4439 Standard Terminology for Geosynthetics
14. D-4595 Test Method for Tensile Properties of Geotextiles by the Wide
Strip Method
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834-1
15. D-3034 Polyvinyl Chloride Pipe (PVC)
16. D-1248 Corrugated Plastic Pipe
B. Geosynthetic Research Institute (GRI)
1. GG-1 Standard Test Method for Geogrid Rib Tensile Strength
2. GG-4 Standard Practice for Determination of Long Term Design
Strength of Geosynthetic Reinforcements
3. GG-5 Standard Test Method for Determination of Geogrid Pullout
C. National Concrete Masonry Association (NCMA)
1. NCMA Design Manual for Segmental Retaining Walls, Second Edition
2. NCMASRWU-1 - Determination of Connection Strength between Geosynthetics and
Segmental Concrete Units
3. NCMASRWU-2 - Determination of Connection Strength between Segmental
Concrete Units
1.3 SUBMITTALS/CERTIFICATION
A. CONTRACTOR shall submit a Manufacturer's certification, prior to start of work, that the
retaining wall system components meet the requirements of this specification and the
structure design.
B. CONTRACTOR shall submit shop drawings and design calculations for the retaining wall
system prepared and stamped by a Professional Engineer registered in the State of
Oregon. The engineering designs, techniques, and material evaluations shall be in
accordance with the Manufacturer's Design Manual and NCMA Design Guidelines For
Segmental Retaining Walls.
1. Shop Drawings — Shop Drawings shall include, but not be limited to:
a. General notes providing necessary information on design and construction of
the retaining wall
b. Materials and quantity summary list showing all items of each wall, including
incidental items.
c. Plan View showing the construction centerline and related horizontal curve
data, the offset from the construction centerline to the face of the wall at all
changes in horizontal alignment, and the centerline of any utility or drainage
structure or pipe that is behind or passes under or through the wall. The Plan
View shall also indicate the soil reinforcement limits.
d. Elevation View showing the elevation at the top of the wall at all horizontal and
vertical break points. The Elevation View shall indicate the type and size of
facing components; the length, size, and number of soil reinforcements; and the
distance along the face of the wall to where changes in the length of the soil
reinforcement occur.
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e. Typical Sections showing wall construction, limits of backfill, and soil
reinforcement limits.
f. Structural and Geometric Details including, but not limited to, loading
conditions, footing and/or leveling pad details, final front face batter. Show all
dimensions and details necessary to construct the soil reinforcements.
g. Show all details for appurtenances not detailed in the plans, including
connections to concrete barriers, coping, parapets, soundwalls, fences, and
attached lighting. Show all details for construction around utility and drainage
facilities or other structures. For facing components, show all dimensions,
including thickness; all details necessary to construct the facing components; all
reinforcing steel in the component; and the location of tensile soil reinforcement
attachment devices embedded in the facing. Show the type of concrete finish.
2. Design Calculations — Design calculations shall include, but not be limited to:
a. General: Include wall geometry, soil parameters, and both permanent and
temporary design loads, including applied loads from vehicular traffic, guardrail,
pavement, and concrete barrier.
b. External Stability Calculations: Indicate factors of safety against sliding and
overturning.
c. Foundation Bearing Pressure Calculations: Indicate the factor of safety against
foundation bearing failure and calculate anticipated settlement.
d. Internal Stability: Indicate reduction factors and factors of safety against soil
reinforcement rupture, pullout, and facing connection strength.
e. Local Stability: Indicate factors of safety against sliding and bulging of
segmental retaining wall facing units.
C. CONTRACTOR shall submit a test report documenting strength of specific modular
concrete unit and geogrid reinforcement connection. The maximum design tensile load
of the geogrid shall be equal to the laboratory tested ultimate strength of geogrid /facing
unit connection at a maximum normal force limited by the "Hinge Height" of the structure
divided by a safety factor of 1.5. The connection strength evaluation shall be performed
in accordance with NCMA test method SRWU-1.
D. Field Construction Manual — The field construction manual shall be prepared by the
provider of the proprietary retaining wall selected, and shall provide step-by-step
directions for constructing the retaining wall.
E. LEED Product Data
1. Credit MR 4: Submit invoices and documentation from manufacturer of the
percentage of post-consumer and post industrial content by weight for products with
recycled content.
2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting
manufacturing locations for products manufactured within a 500-mile radius of the
• project site.
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3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting
location of extraction, recovery or harvest for materials contained in products
addressed in item 2 above that originated within a 500-mile radius of the project.
1.4 QUALITY ASSURANCE
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. CONTRACTOR shall submit certification, prior to start of work, that the retaining wall
system (modular concrete units and specific geogrid):
1. has been successfully utilized on a minimum of 5 similar projects, i.e., height, soil fill
types, erection tolerances, etc.; and
2. has been successfully installed on a minimum of 250,000 square feet of retaining
walls.
C. Construction: CONTRACTOR performing work in this section shall have a minimum of
5 years experience and have constructed at least 25,000 square feet of segmental
concrete retaining walls on projects of like scope. When requested, evidence of
experience, noting project, owner, and design professional shall be furnished to the
OWNER or OWNER's agent.
D. Testing: An independent testing lab shall be required to test the select fill material to
determine suitability of material for the project and shall conduct compaction tests for
each layer of fill material at the rate of at least 1 test per 5 feet of lift.
E. Provide for a field representative from the selected retaining wall manufacturer to be
present at the start of retaining wall construction for a minimum of 1 day and during
construction of the 19 foot high east retaining wall for a minimum of 2 days.
1.5 DELIVERY, STORAGE AND HANDLING
A. CONTRACTOR shall check all materials upon delivery to assure that the proper type,
grade, color, and certification has been received.
B. CONTRACTOR shall protect all materials from damage due to jobsite conditions and in
accordance with manufacturer's recommendations. Damaged materials shall not be
incorporated into the work.
PART 2 -- PRODUCTS
2.1 DEFINITIONS
A. Geosynthetic terms not defined in this section may be found in ASTM D123 or ASTM
D4439.
B. Segmental Concrete Block: A concrete retaining wall element machine made from
portland cement, water, and aggregates.
C. Geogrid: A structural element formed by a regular network of integrally connected
tensile elements with apertures of sufficient size to allow interlocking with surrounding
(.�j soil, rock, or earth and function primarily as reinforcement.
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D. Class B MSE Granular Backfill: Backfill material with a specific gradation that is
intended for use in conjunction with extensible tensile reinforcements.
E. Class C MSE Granular Backfill: Backfill material with a specific gradation that is
intended for use in a zone beneath a spread footing.
F. Unit Fill: Free-draining, coarse granular crushed rock or crushed gravel which is placed
within, between and behind the Segmental Concrete Blocks.
G. Reinforced Backfill: Compacted soil, which is placed within the reinforced soil volume
as outlined on the plans.
2.2 SEGMENTAL CONCRETE BLOCK
A. Segmental Concrete Block shall conform to the following architectural requirements:
1. General — segmental concrete blocks shall be of the interlocking design, with one
homogeneous concrete pour having one long and one short face without blemishes
or chips. Blocks shall have 3 inch chamfered edges designed to provide 8 square
inches of drainage area per block.
2. Face color - concrete gray - standard manufacturers' color may be specified by the
ENGINEER.
3. Face finish - sculptured rock face. Other face finishes will not be allowed without
written approval of ENGINEER.
4. Interlocking — each segmental concrete block shall be designed with two cross
keyways equidistant from the ends and sides to provide maximum shear capacity.
The blocks shall have a male/female key combination that allows the blocks to be
locked parallel or perpendicular to each other. Keyways shall have +1/2" tolerance
for easy installation.
5. Exposed surfaces of units shall be free of chips, cracks or other imperfections when
viewed from a distance of 10 feet under diffused lighting.
B. Segmental Concrete Block materials shall conform to the requirements of ASTM C1372
- Standard Specifications for Segmental Retaining Wall Units.
C. Modular concrete units shall conform to the following structural and geometric
requirements measured in accordance with appropriate references:
1. Compressive strength = 2500 psi minimum.
2. Absorption = 8 % maximum (6% in northern states) for standard weight aggregates.
3. Dimensional tolerances = ± 1/8" from nominal unit dimensions not including rough
split face, ±1/16" unit height - top and bottom planes.
4. Unit size — 29.5" (H) x 59" (W) x 29.5" (D) minimum.
5. Unit weight - 4000-lbs./unit minimum for standard weight aggregates.
6. Inter-unit shear strength - 1500 plf minimum at 2 psi normal pressure.
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7. Materials — segmental concrete block shall be manufactured with returned/surplus
concrete (post consumer waste); air entrainment is not required.
8. Geogrid/unit peak connection strength - 1000 plf minimum at 2 psi normal force.
9. Each segmental concrete block shall be furnished with a 7 strand steel (270 Kpa)
loop lifting eye located in the center of the standard block between the two crossed
keyways. Steel rebar is unacceptable as a lifting eye.
D. Segmental Retaining Wall Block shall be Lock-Block M.S.E. Wall Systems by
Ultrablock , Inc.
E. No or equal.
2.3 CONNECTORS
A. Shear connectors shall be capable of holding the geogrid in the proper design position
during grid pre-tensioning and backfilling.
B. Shear connectors to geogrid connection strength: 1000 plf
2.4 BASE LEVELING PAD MATERIAL
A. Construct a leveling pad at each foundation level as shown. Material shall consist of a
compacted crushed stone base or non-reinforced concrete as shown on the Drawings.
2.5 UNIT FILL
A. Unit fill shall consist of clean 1" minus crushed stone or crushed gravel meeting the
following gradation tested in accordance with ASTM D-422:
Sieve Size Percent Passing
• 1 inch 100
3/4 inch 75-100
No. 4 0 - 10
No. 50 0 - 5
B. One cubic foot, minimum, of drainage fill shall be used for each square foot of wall face.
Drainage fill shall be placed within cores of, between, and behind units to meet this
requirement.
2.6 REINFORCED BACKFILL
A. Reinforced backfill shall be free of debris and meet the following gradation tested in
accordance with ASTM D-422:
Sieve Size Percent Passing
2 inch 100-75
3/4 inch 100-75
No. 40 0-60
No. 200 0-35
Plasticity Index (PI) <15 and Liquid Limit <40 per ASTM D-4318.
MWH- 04082005 SEGMENTAL RETAINING WALLS
1530575— DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834-6
B. The maximum aggregate size shall be limited to 3/4 inch unless field tests have been
performed to evaluate potential strength reductions to the geogrid design due to damage
during construction.
C. Material can be site-excavated soils where the above requirements and the
requirements of Section 02200 - Earthwork Type 6 (Select Native Material) can be met.
Unsuitable soils for backfill (medium to high plastic clays, silts, or organic soils) shall not
be used in the backfill or in the reinforced soil mass.
D. CONTRACTOR shall submit reinforced fill sample and laboratory test results to the
ENGINEER for approval prior to the use of any proposed reinforced fill material.
E. Where backfilling of retaining walls interferes with backfilling of IPS, materials for IPS
backfill shall govern as shown on the Drawings and in Section 02200 - Earthwork.
2.7 GEOGRID SOIL REINFORCEMENT
A. Refer to Section 02274— Geotextiles.
B. Geosynthetic reinforcement shall consist of geogrids manufactured specifically for soil
reinforcement applications and shall be manufactured from high tenacity polyester yarn .
Polyester geogrid shall be knitted from high tenacity polyester filament yarn with a
molecular weight exceeding 25,000 Meg/m and a carboxyl end group values less than
30. Polyester geogrid shall be coated with an impregnated PVC coating that resists
peeling, cracking, and stripping.
C. LTDS, Long Term Allowable Tensile Design Load, of the geogrid material shall be
determined as follows:
LTDS = Tult/ (RFcr x RFd x Rfid x FS)
LTDS shall be evaluated based on a 75-year design life.
1. Tult, Short Term Ultimate Tensile Strength. Tult is based on the minimum average
roll values (MARV)
2. RFcr, Reduction Factor for Long Term Tension Creep. RFcr shall be determined
from 10,000-hour creep testing performed in accordance with ASTM D5262.
Reduction value = 1.60 minimum.
3. RFd, Reduction Factor for Durability. RFd shall be determined from polymer specific
durability testing covering the range of expected soil environments. RFd = 1.10
minimum.
4. RFid, Reduction Factor for Installation Damage. RFid shall be determined from
product specific construction damage testing. performed in accordance with• GRI-
GG4. Test results shall be provided for each product to be used with project
specific or more severe soil type. RFid = 1.10 minimum.
5. FS, Overall Design Factor of Safety. FS shall be 1.5 unless otherwise noted for the
maximum allowable working stress calculation.
D. Minimum LTDS for segmental retaining wall construction: 5000 lbs./ft.
•ii)
MWH - 04082005 SEGMENTAL RETAINING WALLS
1530575—DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834-7
E. The maximum design tensile load of the geogrid shall not exceed the laboratory tested
ultimate strength of the geogrid/facing unit connection as limited by the "Hinge Height"
divided by a factor of safety of 1.5. The connection strength testing and computation
procedures shall be in accordance with NCMA SRWU-1 Test Method for Determining
Connection Strength of SRW.
F. Soil Interaction Coefficient, Ci. Ci values shall be determined per GRI:GG5 at a
maximum 0.75-inch displacement.
G. Manufacturing Quality Control
1. The geogrid manufacturer shall have a manufacturing quality control program that
includes QC testing by an independent laboratory.
a. The QC testing shall include:
1) Tensile Strength Testing
2) Molecular Weight (Polyester)
2.8 DRAINAGE PIPE
A. The drainage pipe shall be perforated or slotted PVC pipe manufactured in accordance
with ASTM D-3034 or corrugated HDPE pipe manufactured in accordance with ASTM D-
1248.
PART 3 -- EXECUTION
3.1 Excavation and compaction per Section 02200 - Earthwork.
3.2 BASE LEVELING PAD
A. Leveling pad material shall be placed to the lines and grades shown on the Drawings, to
a minimum thickness of 6 inches and extend laterally a minimum of 6 inches in front and
behind the modular wall unit.
B. Leveling pad materials shall be compacted to a minimum of 95% Standard Proctor
density per ASTM D-698
C. Leveling pad shall be prepared to insure full contact to the base surface of the concrete
units.
3.3 SEGMENTAL CONCRETE BLOCK INSTALLATION
A. First course of units shall be placed on the leveling pad at the appropriate line and
grade. Alignment and level shall be checked in all directions and insure that all units are
in full contact with the base and properly seated.
B. Place the front of units side-by-side. Do not leave gaps between adjacent units. Layout
of corners and curves shall be in accordance with manufacturer's recommendations.
C. Install shear/connecting devices per manufacturer's recommendations.
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834-8
D. Place and compact drainage fill within and behind wall units. Place and compact backfill
soil behind drainage fill. Follow wall erection and drainage fill closely with structure
backfill. Remove excess backfill from the top of the blocks prior to installing the next
course of blocks.
E. Maximum stacked vertical height of wall units, prior to unit drainage fill and backfill
placement and compaction, shall not exceed two courses.
3.4 GEOGRID INSTALLATION
A. Geogrid shall be oriented with the highest strength axis perpendicular to the wall
alignment.
B. Geogrid reinforcement shall be placed at the strengths, lengths, and elevations shown
on the construction design drawings or as directed by the ENGINEER.
C. The geogrid shall be laid horizontally on compacted backfill and attached to the modular
wall units. Place the next course of modular concrete units over the geogrid. The
geogrid shall be pulled taut and anchored prior to backfill placement on the geogrid.
D. Geogrid reinforcements shall be continuous throughout their embedment lengths and
placed side-by-side to provide 100% coverage at each level. Spliced connections are
not permitted.
3.5 REINFORCED BACKFILL PLACEMENT
A. Reinforced backfill shall be placed, spread, and compacted in such a manner that
minimizes the development of slack in the geogrid and installation damage.
B. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where
hand compaction is used or 8 to 10 inches where heavy compaction equipment is used.
Lift thickness shall be decreased to achieve the required density as required.
C. Reinforced backfill shall be compacted to 95% of the maximum density as determined by
ASTM D698. The moisture content of the backfill material prior to and during
compaction shall be uniformly distributed throughout each layer and shall be dry of
optimum, + 0%, - 3%.
D. Only lightweight hand-operated equipment shall be allowed within 3 feet from the tail of
the modular concrete unit.
E. Tracked construction equipment shall not be operated directly upon the geogrid
reinforcement. A minimum fill thickness of 6 inches is required prior to operation of
tracked vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum
to prevent tracks from displacing the fill and damaging the geogrid.
F. Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less than
10 MPH. Sudden braking and sharp turning shall be avoided.
G. At the end of each day's operation, the CONTRACTOR shall slope the last lift of
reinforced backfill away from the wall units to direct runoff away from wall face. The
CONTRACTOR shall not allow surface runoff from adjacent areas to enter the wall
construction site.
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834-9
3.6 CAP INSTALLATION
A. Cap units shall be glued to underlying units with an all-weather adhesive recommended
by the manufacturer.
3.7 AS-BUILT CONSTRUCTION TOLERANCES
A. Vertical alignment: ± 1.5" over any 10-foot distance.
B. Wall Batter: within 2 degrees of design batter.
C. Horizontal alignment: ± 1.5" over any 10-foot distance. Corners, bends, curves ± 1 ft to
theoretical location.
D. Maximum horizontal gap between erected units shall be 1/2 inch.
3.8 FIELD QUALITY CONTROL
A. Quality Assurance: The OWNER will engage inspection and testing services, including
independent laboratories, to provide quality assurance and testing services during
construction. This does not relieve the CONTRACTOR from securing the necessary
construction quality control testing.
B. Quality assurance will include foundation soil inspection. Verification of geotechnical
design parameters, and verification that the CONTRACTOR's quality control testing is
adequate as a minimum. Quality assurance will also include observation of construction
for general compliance with design drawings and project specifications.
C. Quality Control: The CONTRACTOR shall engage inspection and testing services to
perform the minimum quality control testing described in the retaining wall design plans
and specifications. Only qualified and experienced technicians and engineers shall
perform testing and inspection services.
D. Quality control testing shall include soil and backfill testing to verify soil types and
compaction and verification that the retaining wall is being constructed in accordance
with the design plans and project specifications.
- END OF SECTION -
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SECTION 03100 - CONCRETE FORMWORK
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall furnish concrete formwork, bracing, shoring, and supports for
cast-in-place concrete and shall design and construct falsework in accordance with the
Contract Documents.
1.2 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. Manufacturer's information demonstrating compliance with requirements for the
following:
1. Form ties and related accessories, including taper tie plugs, if taper ties are used.
2. Form gaskets.
3. Form release agent, including NSF certification if not using mineral oil.
4. Manufacturer's information on formwork, form materials, any certifications of proper
installation and locations for use.
5. Plastic Form Liners
6. Statement of qualifications for formwork designer exhibiting shoring design by a
licensed engineer with 5 plus years of experience designing formwork.
C. Shop Drawings: Detailed plans for the fabrication and erection of falsework to be used.
Such plans shall be in sufficient detail to indicate the general layout, sizes of members,
anticipated stresses, grade of materials to be used in the falsework, means of protecting
existing construction which supports falsework, and typical soil conditions. Include a list
of form materials and locations for use.
D. Falsework and Formwork Calculations and Drawings: The CONTRACTOR shall
have all falsework or vertical shoring installations where the height of the falsework or
vertical shoring, as measured from the top of the sills to the soffit of the superstructure,
exceeds 14 feet, or where individual horizontal span lengths exceed 16 feet, or provision
for vehicular or railroad traffic through falsework or vertical shoring is made, approved
and signed by a civil engineer, registered in the State of Oregon; provided further, that a
copy of the falsework plan or shoring layout shall be available on the Site at all times.
1.3 QUALITY ASSURANCE
A. Tolerances: The variation from required lines or grade shall not exceed 1/4-inch in 10
feet, non-cumulative, and there shall be no offsets or visible waviness in the finished
surface. Other tolerances shall be within the tolerances of ACI 117 - Standard
Tolerances for Concrete Construction and Materials
MWH - 04082005 CONCRETE FORMWORK
1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03100 - 1
PART 2 -- PRODUCTS
2.1 GENERAL
A. Except as otherwise expressly accepted by the ENGINEER, lumber brought on the Site
for use as forms, shoring, or bracing shall be new material. Forms shall be smooth
surface forms and shall be of the following materials:
Walls - Steel, fiberglass, or plywood panel
Columns - Steel, plywood or fiberglass
Roof and floor - Plywood
All other WORK - Steel panels, fiberglass, plywood or tongue and groove
lumber
B. Form materials that may remain or leave residues on or in the concrete shall be certified
as compliant with NSF Standard 61 — Drinking Water System Components.
2.2 FORM AND FALSEWORK MATERIALS
A. Materials for concrete forms, formwork, and falsework shall conform to ACI 347, ACI 318
and the following requirements:
1. Lumber shall be Douglas Fir or Southern Yellow Pine, construction grade or better,
in conformance with U.S. Product Standard PS 20 - American Softwood Lumber
Standard.
2. Plywood for concrete formwork shall be new, waterproof, synthetic resin bonded,
exterior type Douglas Fir or Southern Yellow Pine plywood manufactured especially
for concrete formwork, shall conform to the requirements of PS 1 — Construction and
Industrial Plywood, for Concrete Forms, Class I, and shall be edge sealed.
3. Form materials shall be metal, wood, plywood, or other material that will not
adversely affect the concrete and will facilitate placement of concrete to the shape,
form, line, and grade indicated. Metal forms shall accomplish such results. Wood
forms for surfaces to be painted or all exposed surfaces shall be High Density
Overlaid plywood, HDO Ext. Grade.
B. Unless otherwise indicated, exterior corners in concrete members shall be provided with
3/4-inch chamfers or be tooled to 1/2-inch radius. Re-entrant corners in concrete
members shall not have fillets unless otherwise indicated.
C. Forms and falsework to support the roof and floor slabs shall be designed for the total
dead load, plus a live load of 50 psf minimum. The minimum design load for combined
dead and live loads shall be 100 psf.
D. Plastic form liner shall be in accordance with the requirements of Section 09815 — PVC
Liner for Concrete.
2.3 FORM TIES
A. Form ties shall be provided with a plastic cone or other suitable means for forming a
conical hole to insure that the form tie may be broken off back of the face of the
concrete. The maximum diameter of removable cones for rod ties or other removable
form tie fasteners having a circular cross-section shall not exceed 1-1/2 inches; and all
such fasteners shall be such as to leave holes of regular shape for reaming. Form ties
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03100 -2
for water-retaining structures shall have integral waterstops that tightly fit the form tie so
that they cannot be moved from mid-point of the tie. Form ties shall be Wrench Head
Snap Tie by MeadowBurke; Snap-Ties by Dayton/Richmond; or equal.
B. Removable taper ties may be used when approved by the ENGINEER. A preformed
neoprene or polyurethane tapered plug sized to seat at the center of the wall shall be
inserted in the hole left by the removal of the taper tie. Use Taper-Tie by
MeadowBurke; Taper-Tie by Dayton/Richmond; or equal.
PART 3 -- EXECUTION
3.1 GENERAL
A. Forms to confine the concrete and shape it to the required lines shall be used wherever
necessary. The CONTRACTOR shall assume full responsibility for the adequate design
of forms, and any forms that are unsafe or inadequate in any respect shall promptly be
removed from the WORK and replaced. Provide worker protection from protruding
reinforcement bars in accordance with applicable safety codes. A sufficient number of
forms of each kind shall be available to permit the required rate of progress to be
maintained. The design and inspection of concrete forms, falsework, and shoring shall
comply with applicable local, state, and Federal regulations. Plumb and string lines shall
be installed before concrete placement and shall be maintained during placement. Such
lines shall be used by CONTRACTOR's personnel and by the ENGINEER and shall be
in sufficient number and properly installed. During concrete placement, the
CONTRACTOR shall continually monitor plumb and string line form positions and
immediately correct deficiencies.
B. Concrete forms shall conform to the shape, lines, and dimensions of members required,
and shall be substantial, free from surface defects, and sufficiently tight to prevent
leakage. Forms shall be properly braced or tied together to maintain their position and
shape under a load of freshly-placed concrete. If adequate foundation for shores cannot
be secured, trussed supports shall be provided.
3.2 FORM DESIGN
A. Forms shall be true in every respect to the required shape and size, shall conform to the
established alignment and grade, and shall be of sufficient strength and rigidity to
maintain their position and shape under the loads and operations incident to placing and
vibrating the concrete including concrete with high range water reducing admixtures.
Suitable and effective means shall be provided on forms for holding adjacent edges and
ends of panels and sections tightly together and in accurate alignment so as to prevent
the formation of ridges, fins, offsets, or similar surface defects in the finished concrete.
Limit panel deflections to L/360 of each component span to achieve tolerances specified.
Plywood, 5/8-inch and greater in thickness, may be fastened directly to studding if the
studs are spaced close enough to prevent visible deflection marks in the concrete. The
forms shall be tight so as to prevent the loss of water, cement, and fines during placing
and vibrating of the concrete. Specifically, the bottom of wall forms that rest on concrete
footings or slabs shall be provided with a gasket to prevent loss of fines and paste during
placement and vibration of concrete. Such gasket may be a 1- to 1-1/2-inch diameter
polyethylene rod held in position to the underside of the wall form. Adequate clean-out
holes shall be provided at the bottom of each lift of forms. The size, number, and
location of such clean-outs shall be as acceptable to the ENGINEER. Whenever
concrete cannot be placed from the top of a wall form in a manner that meets the
requirements of the Contract Documents, form windows shall be provided in the size and
MWH - 04082005 CONCRETE FORMWORK
1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03100 -3
spacing needed to allow placement of concrete to the requirements of Section 03300 -
Cast-in-Place Concrete. The size, number, and location of such form windows shall be
as acceptable to the ENGINEER.
3.3 CONSTRUCTION
A. Vertical Surfaces: Vertical surfaces of concrete members shall be formed, except
where placement of the concrete against the ground is indicated. Not less than 1-inch of
concrete shall be added to the indicated thickness of a concrete member where concrete
is permitted to be placed against trimmed ground in lieu of forms. Permission to do this
on other concrete members will be granted only for members of comparatively limited
height and where the character of the ground is such that it can be trimmed to the
required lines and will stand securely without caving or sloughing until the concrete has
been placed.
B. Construction Joints: Concrete construction joints will not be permitted at locations
other than those indicated, except as may be acceptable to the ENGINEER. When a
second lift is placed on hardened concrete, special precautions shall be taken in the way
of the number, location, and tightening of ties at the top of the old lift and bottom of the
new to prevent any unsatisfactory effect whatsoever on the concrete. Pipe stubs and
anchor bolts shall be set in the forms where required.
C. Form Ties:
1. Embedded Ties: Holes left by the removal of form tie cones shall be reamed with
suitable toothed reamers so as to leave the surface of the holes clean and rough
before being filled with mortar. Wire ties for holding forms will not be permitted. No
form-tying device or part thereof, other than metal, shall be left embedded in the
concrete. Ties shall not be removed in such manner as to leave a hole extending
through the interior of the concrete members. The use of snap-ties that cause
spalling of the concrete upon form stripping or tie removal will not be permitted. If
steel panel forms are used, rubber grommets shall be provided where the ties pass
through the form in order to prevent loss of cement paste. Where metal rods
extending through the concrete are used to support or to strengthen forms, the rods
shall remain embedded and shall terminate not less than 1-inch back from the
formed face or faces of the concrete.
2. Removable Ties: Where taper ties are approved for use, the larger end of the taper
tie shall be on the wet side of walls in water retaining structures. After the taper tie
is removed, the hole shall be thoroughly cleaned and roughened for bond. A
precast neoprene or polyurethane tapered plug shall be located at the wall
centerline. The hole shall be completely filled with non-shrink grout for water
bearing and below-grade walls. The hole shall be completely filled with non-shrink
or regular cement grout for above-grade walls that are dry on both sides. Exposed
faces of walls shall have the outer 2-inches of the exposed face filled with a cement
grout that shall match the color and texture of the surrounding wall surface.
3.4 REUSE OF FORMS
A. Forms may be reused only if in good condition and only if acceptable to the ENGINEER.
Light sanding between uses will be required wherever necessary to obtain uniform
surface texture on exposed concrete surfaces. Exposed concrete surfaces are defined
as surfaces which are permanently exposed to view. In the case of forms for the inside
wall surfaces of hydraulic/water retaining structures, unused tie rod holes in forms shall
MWH -04082005 CONCRETE FORMWORK
1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03100 -4
be covered with metal caps or shall be filled by other methods acceptable to the
ENGINEER.
3.5 REMOVAL OF FORMS
A. 'Careful procedures for the removal of forms shall be strictly followed, and this WORK
shall be done with care so as to avoid injury to the concrete. No heavy loading on green
concrete will be permitted. In the case of roof slabs, suspended floor slabs and beams,
forms shall remain in place until test cylinders for concrete attain a minimum
compressive strength of 75 percent of the 28 Day strength in Section 03300 — Cast-In-
Place Concrete. No forms shall be disturbed or removed under an individual panel or
unit before the concrete in the adjacent panel or unit has attained 75 percent of the 28
Day strength and has been in place for a minimum of 7 Days. The time required to
establish said strength shall be as determined by the ENGINEER who will make several
test cylinders for this purpose from concrete used in the first group of panels placed. If
the time so determined is more than the 7 Day minimum, then that time shall be used as
the minimum length of time. Forms for vertical walls of waterholding structures shall
remain in place at least 36 hours after the concrete has been placed. Forms for parts of
the WORK not specifically mentioned herein shall remain in place for periods of time as
recommended in ACI 347 - Guide to Formwork for Concrete.
3.6 MAINTENANCE OF FORMS
A. Forms shall be maintained in good condition, particularly as to size, shape, strength,
rigidity, tightness, and smoothness of surface. Before concrete is placed, the forms shall
be thoroughly cleaned. The form surfaces shall be treated with a nonstaining mineral oil
or other lubricant acceptable to the ENGINEER. Any excess lubricant shall be
satisfactorily removed before placing the concrete. Where field oiling of forms is
required, the CONTRACTOR shall perform the oiling at least 2 weeks in advance of their
use. Care shall be exercised to keep oil off the surfaces of steel reinforcement and other
metal items to be embedded in concrete.
3.7 FALSEWORK
A. The CONTRACTOR shall be responsible for the design, engineering, construction,
maintenance, and safety of falsework, including staging, walkways, forms, ladders, and
similar appurtenances, which shall equal or exceed the applicable requirements of the
provisions of the OSHA Safety and Health Standards for Construction and the
requirements herein.
B. Falsework shall be designed and constructed to provide the necessary rigidity and to
support the loads. Falsework for the support of a superstructure shall be designed to
support the loads that would be imposed if the entire superstructure were placed at one
time.
C. Falsework shall be placed upon a solid footing, safe against undermining, and be
protected from softening. When the falsework is supported on timber piles, the
maximum calculated pile loading shall not exceed 20 tons. When falsework is supported
on any portion of the structure which is already constructed, the load imposed by the
falsework shall be spread, distributed, and braced in such a way as to avoid any
possibility of damage to the structure.
- END OF SECTION -
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SECTION 03200 - REINFORCEMENT STEEL
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall provide reinforcement steel and appurtenant WORK,
complete and in place, in accordance with the Contract Documents.
1.2 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. Shop Drawings:
1. Shop bending diagrams, placing lists, and drawings of reinforcement steel prior to
fabrication. The shop bending diagrams shall show the actual lengths of bars to the
nearest inch measured to the intersection of the extensions (tangents for bars of
circular cross section) of the outside surface. Include bar placement diagrams that
clearly indicate the dimensions of each bar splice.
2. Details of the concrete reinforcement steel and concrete inserts shall be submitted
at the earliest possible date after receipt by the CONTRACTOR of the Notice to
Proceed. Said details of reinforcement steel for fabrication and erection shall
conform to ACI 315 - Details and Detailing of Concrete Reinforcement, and the
requirements herein.
3. Where mechanical couplers are required or permitted to be used to splice
reinforcement steel, the CONTRACTOR shall submit manufacturer's literature which
contains instructions and recommendations for installation for each type of coupler
used; certified test reports which verify the load capacity of each type and size of
coupler used; and Shop Drawings which show the location of each coupler with
details of how they are to be installed in the formwork.
4. If reinforcement steel is spliced by welding at any location, the CONTRACTOR shall
submit mill test reports which shall contain the information necessary for the
determination of the carbon equivalent per AWS D1.4 - Structural Steel Welding
Code - Reinforcing Steel. The CONTRACTOR shall submit a written welding
procedure for each type of weld for each size of bar which is to be spliced by
welding; merely a statement that AWS procedures will be followed is not acceptable.
5. If reinforcement steel is spliced by welding at any location, the CONTRACTOR shall
submit certifications of procedure qualifications for each welding procedure and
certification of welder qualifications, for each welding procedure, and for each
welder performing on the WORK.
C. LEED Product Data:
1. Credit MR 4: Submit invoices and documentation from manufacturer of the
percentage of post-consumer and post industrial content by weight for products with
recycled content.
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1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03200 - 1
2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting
manufacturing locations for products manufactured within a 500-mile radius of the
project site.
3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting
location of extraction, recovery or harvest for materials contained in products
addressed in item 2 above that originated within a 500-mile radius of the project site.
1.3 QUALITY ASSURANCE
A. If requested by the ENGINEER, the CONTRACTOR shall furnish samples from each
heat of reinforcement steel in a quantity adequate for testing. Costs of initial tests will be
paid by the OWNER. Costs of additional tests if material fails initial tests shall be the
CONTRACTOR's responsibility.
B. Welder qualifications and procedure qualifications shall be as specified in AWS D1.4.
C. If requested by the ENGINEER, the CONTRACTOR shall furnish samples of each type
of welded splice in a quantity and of dimensions adequate for testing. At the discretion
of the ENGINEER, radiographic testing of direct butt welded splices will be performed.
The CONTRACTOR shall provide assistance necessary to facilitate testing. The
CONTRACTOR shall repair any weld which fails to meet the requirements of AWS D1.4.
The costs of testing will be paid by the OWNER, but the costs of tests that fail to meet
requirements shall be the CONTRACTOR's responsibility.
PART 2 -- PRODUCTS
2.1 MATERIAL REQUIREMENTS
A. Subject to project requirements, give preference to steel containing highest recycled
content.
B. Subject to project requirements, give preference to steel manufactured within a 500 mile
radius of the project.
2.2 REINFORCEMENT STEEL
A. Reinforcement steel for cast-in-place reinforced concrete construction shall conform to
the following requirements:
1. Bar and spiral reinforcement shall conform to the requirements of ASTM A 615 —
Deformed and Plain Billet— Steel Bars, for Grade 60 reinforcement unless otherwise
indicated.
2. Welded wire fabric reinforcement shall conform to the requirements of ASTM A 185
— Welded Steel Wire Fabric, Plain, for Concrete Reinforcement, and the details
indicated. Welded wire fabric with longitudinal wire of W4 size wire and smaller
shall be in flat sheets or in rolls with a core diameter of not less than 10-inches.
Welded wire fabric with longitudinal wires larger than W4 size shall be in flat sheets
only.
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03200-2
B. Accessories
1. Accessories shall include necessary chairs, slab bolsters, concrete blocks, tie wires,
dips, supports, spacers, and other devices to position reinforcement during concrete
placement. Bar supports shall meet the requirements of the CRSI Manual of
Standard Practice, including special requirements for supporting epoxy coated
reinforcing bars. Wire bar supports shall be CRSI Class 1 for maximum protection
with a 1/8-inch minimum thickness of plastic coating that extends at least 1A-inch
from the concrete surface. Plastic shall be gray in color.
2. Concrete blocks (dobies) used to support and position reinforcement steel shall
have the same or higher compressive strength as required for the concrete in which
they are located. Wire ties shall be embedded in concrete block bar supports.
C. Epoxy coating for reinforcing and accessories, where indicated, shall conform to ASTM
A 775 — Epoxy— Coated Reinforcing Steel Bars.
2.3 MECHANICAL COUPLERS
A. Mechanical couplers shall be provided where indicated and where approved by the
ENGINEER. The couplers shall develop a tensile strength that exceeds 125 percent of
the yield strength of the reinforcement bars being spliced at each splice.
B. Where the type of coupler used is composed of more than one component, components
required for a complete splice shall be provided. This shall apply to mechanical splices,
including those splices intended for future connections.
C. The reinforcement steel and coupler used shall be compatible for obtaining the required
strength of the connection. Straight threaded type couplers shall require the use of the
next larger size reinforcing bar or shall be used with reinforcing bars with specially
forged ends which provide upset threads which do not decrease the basic cross section
of the bar.
D. Couplers shall be Lenton Form Saver by Erico Products; Dowel Bar Splicer System
by Dayton/Richmond; or equal.
2.4 WELDED SPLICES
A. Welded splices shall be provided where indicated and where approved by the
ENGINEER. Welded splices of reinforcement steel shall develop a tensile strength that
exceeds 125 percent of the yield strength of the reinforcement bars that are connected.
B. Materials required to conform the welded splices to the requirements of AWS D1.4 shall
be provided.
2.5 EPDXY GROUT
A. Epoxy for grouting reinforcing bars shall be specifically formulated for such application,
for the moisture condition, application temperature, and orientation of the hole to be
filled. Epoxy grout shall meet the requirements in Section 03315 — Grout.
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03200 -3
PART 3 -- EXECUTION
3.1 GENERAL
A. Reinforcement steel, welded wire fabric, couplers, and other appurtenances shall be
fabricated, and placed in accordance with the requirements of the Building Code and the
supplementary requirements herein.
3.2 FABRICATION
A. General
1. Reinforcement steel shall be accurately formed to the dimensions and shapes
indicated, and the fabricating details shall be prepared in accordance with ACI 315
and ACI 318 — Building Code Requirements for Reinforced Concrete, except as
modified by the Drawings. Bars shall be bent cold. Bars shall be bent per ACI 318.
2. The CONTRACTOR shall fabricate reinforcement bars for structures in accordance
with bending diagrams, placing lists, and placing drawings.
B. Fabricating Tolerances: Bars used for concrete reinforcement shall satisfy the
following fabricating tolerances:
1. Sheared length: plus and minus 1-inch
2. Depth of truss bars: plus 0, minus 1/2-inch
3. Stirrups, ties, and spirals: plus and minus '/2-inch
4. Other bends: plus and minus 1-inch
3.3 PLACING
A. Reinforcement steel shall be accurately positioned as indicated and shall be supported
and wired together to prevent displacement, using annealed iron wire ties or suitable
clips at intersections. Reinforcement steel shall be supported by concrete, plastic or
metal supports, spacers or metal hangers that are strong and rigid enough to prevent
any displacement of the reinforcement steel. Where concrete is to be placed on the
ground, supporting concrete blocks (or dobies) shall be used in sufficient numbers to
support the bars without settlement, but in no case shall such support be continuous.
Concrete blocks used to support reinforcement steel shall be tied to the steel with wire
ties that are embedded in the blocks. For concrete over formwork, the CONTRACTOR
shall provide concrete, metal, plastic, or other acceptable bar chairs and spacers.
B. Limitations on the use of bar support materials shall be-as follows.
1. Concrete Dobies: permitted at any location except where architectural finish is
required.
2. Wire Bar Supports: permitted only at slabs over dry areas, interior dry wall surfaces,
and exterior wall surfaces.
3. Plastic Bar Supports: permitted at every location except on grade.
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03200 -4
C. Tie wires shall be bent away from the forms in order to provide the required concrete
coverage.
D. Bars additional to those indicated which may be found necessary or desirable by the
CONTRACTOR for the purpose of securing reinforcement in position shall be provided
by the CONTRACTOR at its own expense.
E. Unless otherwise indicated, reinforcement placing tolerances shall be within the limits in
Section 7.5 of ACI 318 except where in conflict with the requirements of the Building
Code.
F. Bars may be moved as necessary to avoid interference with other reinforcement steel,
conduits, or embedded items. If bars are moved more than one bar diameter, or enough
to exceed the above tolerances, the resulting arrangement of bars shall be as reviewed
and accepted by the ENGINEER.
G. Welded wire fabric reinforcement placed over horizontal forms shall be supported on
slab bolsters. Slab bolsters shall be spaced not more than 30-inches on centers, shall
extend continuously across the entire width of the reinforcement mat, and shall support
the reinforcement mat in the plane indicated.
H. Welded wire fabric placed over the ground shall be supported on wired concrete blocks
(dobies) spaced not more than 3-feet on centers in any direction. The construction
practice of placing welded wire fabric on the ground and hooking into place in the freshly
placed concrete shall not be used.
I. Epoxy coated reinforcing bars shall be stored, transported, and placed in such a manner
as to avoid chipping of the epoxy coating. Non-abrasive slings made of nylon and
similar materials shall be used. Specially coated bar supports shall be used. Chips or
cracks in the epoxy coating shall be repaired with a compatible epoxy repair material
prior to placing concrete.
J. Accessories supporting reinforcing bars shall be spaced such that there is no deflection
of the accessory from the weight of the supported bars. When used to space the
reinforcing bars from wall forms, the forms and bars shall be located so that there is no
deflection of the accessory when the forms are tightened into position.
3.4 SPACING OF BARS
A. The clear distance between parallel bars (except in columns and between multiple layers
of bars in beams) shall be not less than the nominal diameter of the bars, nor less than
1-1/3 times the maximum size of the coarse aggregate, nor less than one-inch.
B. Where reinforcement in beams or girders is placed in 2 or more layers, the clear
distance between layers shall be not less than one-inch.
C. In columns, the clear distance between longitudinal bars shall be not less than 1-1/2 .
times the bar diameter, nor less than 1-1/2 times the maximum size of the coarse
aggregate, nor less than 1-1/2 inches.
D. The clear distance between bars shall also apply to the distance between a contact
splice and adjacent splices or bars.
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3.5 SPLICING
A. General
1. Reinforcement bar splices shall only be used at locations indicated. When it is
necessary to splice reinforcement at points other than where indicated, the
character of the splice shall be as reviewed and accepted by the ENGINEER.
2. Unless otherwise indicated, dowels shall match the size and spacing of the spliced
bar.
B. Splices of Reinforcement
1. The length of lap for reinforcement bars, unless otherwise indicated, shall be in
accordance with ACI 318, Section 12.15.1 for a Class B splice.
2. Laps of welded wire fabric shall be in accordance with ACI 318. Adjoining sheets
shall be securely tied together with No. 14 tie wire, one tie for each 2 running feet.
Wires shall be staggered and tied in such a manner that they cannot slip.
3. Splices in column spiral reinforcement, when necessary, shall be made by welding
or by a lap of 1-1/2 turns.
C. Bending or Straightening: Reinforcement shall not be straightened or rebent in a
manner which will injure the material. Bars shall be bent or straight as indicated. Do not
use bends different from the bends indicated. Bars shall be bent cold, unless otherwise
permitted by the ENGINEER. No bars partially embedded in concrete shall be field-bent
except as indicated or specifically permitted by the ENGINEER.
D. Couplers that are located at a joint face shall be a type that can be set either flush or
recessed from the face as indicated. The couplers shall be sealed during concrete
placement to completely eliminate concrete or cement paste from entering. Couplers
intended for future connections shall be recessed a minimum of 1/2-inch from the
concrete surface. After the concrete is placed, the coupler shall be plugged with plastic
plugs which have an 0-ring seal and the recess filled with sealant to prevent any contact
with water or other corrosive materials. Threaded couplers shall be plugged .
E. Unless indicated otherwise, mechanical coupler spacing and capacity shall match the
spacing and capacity of the reinforcing indicated for the adjacent section.
3.6 CLEANING AND PROTECTION
A. Reinforcement steel shall always be protected from conditions conducive to corrosion
until concrete is placed around it.
B. The surfaces of reinforcement steel and other metalwork to be in contact with concrete
shall be thoroughly cleaned of dirt, grease, loose scale and rust, grout, mortar, and other
foreign substances immediately before the concrete is placed. Where there is delay in
depositing concrete, reinforcement shall be reinspected and, if necessary, recleaned.
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3.7 EMBEDMENT OF DRILLED REINFORCING STEEL DOWELS
A. Hole Preparation:
1. The hole diameter shall be as recommended by the epoxy manufacturer but shall be
no larger than 1/4-inch greater than the diameter of the outer surface of the
reinforcing bar deformations.
2. The depth of the hole shall be as recommended by the epoxy manufacturer to fully
develop the bar but shall not be less than 12 bar diameters, unless indicated
otherwise.
3. The hole shall be drilled by methods that do not interfere with the proper bonding of
epoxy.
4. Existing reinforcing steel in the vicinity of proposed holes shall be located prior to
drilling. The location of holes shall be adjusted to avoid drilling through or nicking
any existing reinforcing bars.
5. The hole shall be blown clean with clean, dry compressed air to remove dust and
loose particles.
B. Embedment:
1. Epoxy shall be injected into the hole through a tube placed to the bottom of the hole.
The tube shall be withdrawn as epoxy is placed but kept immersed to prevent
formation of air pockets. The hole shall be filled to a depth that insures that excess
material will be expelled from the hole during dowel placement.
2. Dowels shall be twisted during insertion into the partially filled hole so as to
guarantee full wetting of the bar surface with epoxy. The bar shall be inserted
slowly enough to avoid developing air pockets.
- END OF SECTION -
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SECTION 03290 - JOINTS IN CONCRETE
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall provide joints in concrete, complete and in place, in
accordance with the Contract Documents.
B. Joints in concrete structures shall be the types defined below and will be permitted only
where indicated, unless specifically accepted by the ENGINEER.
1.2 TYPES OF JOINTS
A. Construction Joints: When fresh concrete is placed against a hardened concrete
surface, the joint between the two pours is defined as a construction joint. Unless
otherwise indicated, joints in water-bearing members shall be provided with a waterstop
and/or sealant groove of the shape indicated.
B. Contraction Joints: Contraction joints are similar to construction joints except that the
fresh concrete shall not bond to the hardened surface of the earlier pour. The slab
reinforcement shall be stopped 4-1/2 inches from the joint; which is provided with a
sleeve-type dowel, to allow shrinkage of the concrete of the later pour. Waterstop and
sealant groove shall also be provided where indicated.
C. Expansion Joints: To allow the concrete to expand freely, a space is provided
between the 2 pours, and the joint shall be formed as indicated. The space is obtained
by placing a filler joint material against the earlier pour to act as a form for the later pour.
Unless otherwise indicated, expansion joints in water bearing members shall be
provided with a center-bulb type waterstop as indicated.
1. Premolded expansion joint material shall be installed with the edge at the indicated
distance below or back from finished concrete surface and shall have a slightly
tapered, dressed, and oiled wood strip secured to or placed at the edge thereof
during concrete placement. The strip shall later be removed to form space for
sealing material.
2. The space so formed shall be filled with a joint sealant material as indicated below.
In order to keep the 2 wall or slab elements in line the joint shall also be provided
with a sleeve-type dowel as indicated.
D. Control Joints: The function of the control joint is to provide a weaker plane in the
concrete where shrinkage cracks will probably occur. A groove, of the shape and
dimensions indicated, is formed or saw-cut in the concrete. This groove is afterward
filled with a joint sealant material.
1.3 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. Shop Drawings:
1. Placement drawings showing the location and types of joints for each structure.
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1530575—DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03290 - 1
2. Certified test reports from the sealant manufacturer on the actual batch of material
supplied, indicating compliance with requirements. Furnish test report before using
the sealant on the project.
3. Copies of the waterstop welding certification by manufacturer or authorized agent of
the manufacturer. Every person who is to be involved with waterstop installation is
required to have individual certification on file with ENGINEER, stating that the
named individuals are certified and trained to install waterstop per manufacturer's
recommendations and specifications.
4. Manufacturer's information demonstrating compliance of the following with indicated
requirements:
a. Bearing Pad
b. Neoprene Sponge
c. Preformed Joint Filler
d. Backing Rod
e. Waterstop
f. Slip Dowels
g. PVC Tubing
C. Samples:
1. Prior to production of the material required under this Section, qualification samples
of waterstops shall be submitted which represent accurately the material proposed.
Such samples shall be extruded or molded sections of each size or shape to be
installed. The balance of the material to be used shall not be produced until after
the ENGINEER has reviewed the qualification samples.
D. Certificates: Written certification from the manufacturer as an integral part of the
shipping form, that the material shipped to the Site meets or exceeds the physical
property requirements of the Contract Documents. Supplier certificates are not
acceptable.
1.4 QUALITY ASSURANCE
A. Waterstop Inspection: Waterstop field joints shall be subject to inspection, and no
such WORK shall be scheduled or started without having made prior arrangements with
the ENGINEER for the required inspections. Not less than 24 hours notice shall be
given for scheduling such inspections.
B. Field joints in waterstops shall be subject to inspection for misalignment, bubbles,
inadequate bond, porosity, cracks, offsets, and other defects that would reduce the
potential resistance of the material to water pressure at any point. Defective joints shall
be replaced with material that passes inspection; faulty material shall be removed from
the Site and destroyed.
C. The following waterstop defects represent a partial list of defects which shall be grounds
for rejection:
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03290 -2
1. Offsets at joints greater than 1/16-inch or 15 percent of material thickness, at any
point, whichever is less.
2. Exterior cracking at joint, due to incomplete bond, which is deeper than 1/16-inch or
15 percent of material thickness, at any point, whichever is less.
3. Any combination of offset or exterior cracking that will result in a net reduction in the
cross section of the waterstop in excess of 1/16-inch or 15 percent of material
thickness at any point, whichever is less.
4. Misalignment of joint which results in misalignment of the waterstop in excess of
1/2-inch in 10 feet.
5. Porosity in the welded joint as evidenced by visual inspection.
6. Bubbles or inadequate bonding which can be detected with a penknife test. (If,
while prodding the entire joint with the point of a pen knife, the knife breaks through
the outer portion of the weld into a bubble, the joint shall be considered defective.)
7. Visible signs of separation when the cooled splice is bent by hand at any sharp
angle.
8. Any evidence of burned material.
D. PVC Waterstop Samples: Prior to use of the waterstop material in the field, a sample
of a prefabricated (shop made fitting) mitered cross and a tee constructed of each size
or shape of material to be used shall be submitted. Samples shall be prefabricated
(shop made fitting) so that the material and workmanship represent the fittings to be
provided. Field samples of prefabricated fittings (crosses, tees, etc.) will also be
selected at random by the ENGINEER for testing by a laboratory at the OWNER's
expense. When tested, tensile strength across the joints shall be at least 1120 psi.
E. Construction Joint Sealant: The CONTRACTOR shall prepare adhesion and
cohesion test specimens at intervals of 5 Days while sealants are being installed. The
sealant material shall show no signs of adhesive or cohesive failure when tested in
accordance with the following procedure in laboratory and field tests:
1. Sealant specimen shall be prepared between 2 concrete blocks (1-inch by 2-inches
by 3-inches). Spacing between the blocks shall be 1-inch. Coated spacers (2-
inches by 1-1/2 inches by 1/2-inch) shall be used to set and hold sealant cross-
sections of 1/2-inch by 2 inches with a width of 1-inch.
2. Sealant shall be cast and cured according to manufacturer's recommendations
except that curing period shall be not less than 24 hours.
3. Following curing period, the gap between blocks shall be widened to 1-1/2 inches.
Spacers shall be used to maintain this gap for 24 hours prior to inspection for failure.
1.5 SPECIAL WARRANTY REQUIREMENTS
A. The CONTRACTOR shall furnish a 5 year written warranty of the entire sealant
installation against faulty and/or incompatible materials and workmanship, together with
a statement that it agrees to repair or replace, to the satisfaction of the OWNER, any
such defective areas which become evident within the 5 year period.
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1530575— DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03290 - 3
PART 2 -- PRODUCTS
2.1 GENERAL
A. Joint materials shall be listed as compliant with NSF Standard 61.
2.2 WATERSTOPS
A. PVC Waterstops: Waterstops shall be extruded from an elastomeric polyvinyl chloride
compound containing the plasticizers, resins, stabilizers, and other materials necessary
to meet the requirements of this Section. No reclaimed or scrap material shall be used.
The CONTRACTOR shall obtain from the waterstop manufacturer and shall furnish to
the ENGINEER for review, current test reports and a written certification of the
manufacturer that the material to be shipped to the Site meets the physical requirements
as outlined in the U.S. Army Corps of Engineers Specification CRD-0572-PVC
Waterstops, and those listed herein.
1. Flatstrip and Center-Bulb Waterstops: Flatstrip and center-bulb waterstops shall be
as manufactured by Greenstreak Plastic Products Co., Profiles 646, 679, 732,
and 735; Tamms Horn/Durajoint Types 9,10, 11, and 11A; or equal, provided that
at no place shall the thickness of waterstops, including the center bulb type, be less
than 3/8-inch. Waterstop shall be provided with factory installed hog rings at 12-
inches on centers along the waterstop.
2. Multi-Rib Waterstops: Multi-rib waterstops, where required, shall be as
manufactured by Greenstreak Plastic Products Co., Profiles 789 and 790;
Tamms Horn/Durajoint Types 25 and 26; or equal. Prefabricated joint fittings
shall be used at intersections of the ribbed-type waterstops.
3. Retrofit Waterstops: Retrofit waterstops and batten bars shall be as manufactured
by Greenstreak Plastic Products Co., Style #609, or equal. Waterstop shall be
supplied as a complete system including waterstop, SS batten bar, SS anchor bolts,
and epoxy gel.
4. Waterstop Testing Requirements: When tested in accordance with the test
standards, the waterstop material shall meet or exceed the following requirements:
Physical Property, Sheet Material Value ASTM Std
Tensile Strength-min, psi 2000 D 638, Type IV
Ultimate Elongation-min, percent 350 D 638, Type IV
Low Temp Brittleness, max degrees F -35 D 746
Stiffness in Flexure, min, psi 600 D 747
Accelerated Extraction (CRD-0572
Tensile Strength-min, psi 1500 D 638, Type IV
Ultimate Elongation, min, percent 300 D 638, Type IV
MWH - 04082005 JOINTS IN CONCRETE
1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03290 -4
Effect of Alkalies (CRD-0572
Change in Weight, percent plus 0.25/minus 0.10
Change in Durometer, Shore A plus and minus 5 D 2240
Finish Waterstop
Tensile Strength-min, psi 1400 D 638, Type IV
Ultimate Elongation, min percent 280 D 638, Type IV
B. Preformed Hydrophilic Waterstop: Hydrophilic (bentonite-free) waterstops shall be
Hydrotite CJ10202k as manufactured by Greenstreak Plastic Products Co., or
Adeka Ultraseal MC2010 as manufactured by Asahi Denka.
1. Hydrophilic waterstop shall be the type that expands in the presence of water to
form a watertight joint seal without damaging the concrete in which it is cast.
2. Waterstop shall be manufactured from chloroprene rubber and modified chloroprene
rubber with hydrophilic properties. Waterstop shall have a delay coating to inhibit
initial expansion due to moisture present in fresh concrete. The minimum expansion
ratio of modified chloroprene shall be not less than 2 to 1 volumetric change in
distilled water at 70 degrees F.
Physical Property, Chloroprene Value ASTM Std
Tensile Strength-min, psi 1275 D 412
Ultimate Elongation, min percent 350 D 412
Hardness, Shore A 55 plus and minus 5 D 2240
Physical Property, Modified Value ASTM Std.
Chloroprene
Tensile Strength, min psi 300 D 412
Ultimate Elongation, min percent 600 D 412
Hardness, Shore A 55 plus and minus 5 D 2240
3. Bonding agent for hydrophilic waterstop shall be the manufacturer's recommended
adhesive for wet, rough concrete.
C. Other Types of Waterstops: When types of waterstops not listed above are indicated,
they shall be subjected to the same requirements as those listed herein.
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1530575— DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03290 - 5
2.3 JOINT SEALANT FOR WATER BEARING JOINTS
A. Joint sealant shall be polyurethane polymer designed for bonding to concrete which is
continuously submerged in water. No material will be acceptable which has an
unsatisfactory history as to bond or durability when used in the joints of water retaining
structures.
B. Joint sealant material shall meet the following requirements (73 degrees F and 5percent
R.H.):
Work Life, minutes 45 - 180
Time to Reach 20 Shore "A" Hardness (at 77 degrees F, 24 hours
200 gr quantity), max
Ultimate Hardness (ASTM D 2240, Shore A) 20 - 45
Tensile Strength (ASTM D 412), min 175 psi
Ultimate Elongation (ASTM D 412), minimum 400 percent
Tear Resistance (Die C, ASTM D 624), pounds per inch of 75
thickness, min
Color Light Gray
C. Polyurethane sealants for waterstop joints in concrete shall conform to the following
requirements:
1. Sealant shall be 2 part polyurethane with the physical properties of the cured
sealant conforming to or exceeding the requirements of ASTM C 920 — Elastomeric
Joint Sealant, or Federal Specification TT-S-0227 E(3) - Sealing Compound,
Elastomeric Type, Multicomponent, for Caulking, Sealing, and Glazing Buildings and
Other Structures, for 2 part material, as applicable.
2. For vertical joints and overhead horizontal joints, only "non-sag" compounds shall
be used. Such compounds shall conform to the requirements of ASTM C 920,
Class 25, Grade NS, or Federal Specification TT-S-0227 E(3), Type II, Class A.
3. For plane horizontal joints, use the self-leveling compounds meeting the
requirements of ASTM C 920 Class 25, Grade P, or Federal Specification TT-S-
0227 E(3), Type I. For joints subject to either pedestrian or vehicular traffic, a
compound providing non-tracking characteristics and having a Shore "A" hardness
range of 35 to 45 shall be used.
4. Primer materials, if recommended by the sealant manufacturer, shall conform to the
printed recommendations of the manufacturer.
D. Sealants shall be PSI-270 as manufactured by Polymeric Systems Inc., Sikaflex 2C,
as manufactured by Sika Corporation, or equal.
E. Sealants for non-waterstop joints in concrete shall conform to Section 07920 - Sealants
and Caulking.
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1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03290 -6
2.4 JOINT MATERIALS
A. Bearing Pad: Bearing pad shall be neoprene conforming to ASTM D 2000 - Standard
Classification System for Rubber Products in Automotive Applications, BC 420, 40
durometer hardness unless otherwise indicated.
B. Neoprene Sponge: Sponge shall be neoprene, closed-cell, expanded, conforming to
ASTM D 1056 - Flexible Cellular Materials - Sponge or Expanded Rubber, type 2C5-E1.
C. Joint Filler
1. Joint filler for expansion joints in waterholding structures shall be neoprene
conforming to ASTM D 1056, Type 2C5-E1.
2. Joint filler material in other locations shall be of the preformed non-extruding type,
constructed of cellular neoprene sponge rubber or polyurethane of firm texture.
Bituminous fiber type will not be permitted. Non-extruding and resilient-type
preformed expansion joint fillers shall conform to the requirements and tests set
forth in ASTM D 1752 - Preformed Sponge Rubber and Cork Expansion Joint Fillers
for Concrete Paving and Structural Construction, for Type I, except as otherwise
indicated.
2.5 BACKING ROD
A. Backing rod shall be an extruded closed-cell, polyethylene foam rod. The material shall
be compatible with the joint sealant material and shall have a tensile strength of not less
than 40 psi and a compression deflection of approximately 25 percent at 8 psi. The rod
shall be 1/8-inch larger in diameter than the joint width except that a one-inch diameter
rod shall be used for a 3/4-inch wide joint.
2.6 SLIP DOWELS
A. Slip dowels in joints shall be smooth epoxy-coated bars conforming to ASTM A 775 -
Epoxy Coated Reinforcing Steel Bars.
2.7 PVC TUBING
A. PVC tubing in joints shall be SDR 13.5, conforming to ASTM D 2241 - Poly (Vinyl
Chloride) (PVC) Pressure-Rated Pipe (SDR Series).
PART 3 -- EXECUTION
3.1 GENERAL
A. Waterstops shall be embedded in the concrete across joints as indicated. Waterstops
shall be fully continuous for the extent of the joint. Splices necessary to provide such
continuity shall conform to printed instructions of manufacturer of the waterstops. The
CONTRACTOR shall take suitable precautions and provide means to support and
protect the waterstops during the progress of the WORK and shall repair or replace at its
own expense any waterstops damaged during progress. Waterstops shall be stored so
as to permit free circulation of air around the waterstop material.
B. When any waterstop is installed in the concrete on one side of a joint while the other
portion of the waterstop remains exposed to the atmosphere for more than 2 Days,
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03290 - 7
suitable precautions shall be taken to shade and protect the exposed waterstop from
direct rays of the sun during the entire exposure time until the exposed portion of
waterstop is embedded in concrete.
3.2 SPLICES IN PVC WATERSTOPS
A. Splices in PVC waterstops shall be performed by heat sealing the adjacent waterstop
sections in accordance with the manufacturer's printed recommendations. It is essential
that:
1. The material not be damaged by heat sealing.
2. The splices have a tensile strength of not less than 80 percent of the unspliced
material tensile strength.
3. The continuity of the waterstop ribs and of its tubular center axis be maintained. No
edge welding is allowed.
B. Butt joints of the ends of 2 identical waterstop sections may be made while the material
is in the forms.
C. Joints with waterstops involving more than 2 ends to be jointed together, and joints that
involve an angle cut, alignment change, or the joining of 2 dissimilar waterstop sections
shall be prefabricated prior to placement in the forms, allowing not less than 24-inch long
strips of waterstop material beyond the joint. Upon inspection and approval, such
prefabricated waterstop joint assemblies shall be installed in the forms and the ends of
the 24-inch strips shall be butt welded to the straight run portions of waterstop in place in
the forms.
D. Where a centerbulb waterstop intersects and is jointed with a non-centerbulb waterstop,
care shall be taken to seal the end of the centerbulb, using additional PVC material if
needed.
3.3 JOINT CONSTRUCTION
A. Setting Waterstops: In order to eliminate faulty installation that may result in joint
leakage, particular care shall be taken of the correct positioning of the waterstops during
installation. Adequate provisions must be made to support and anchor the waterstops
during the progress of the WORK and to insure proper embedment in the concrete. The
symmetrical halves of the waterstops shall be equally divided between the concrete
pours at the joints. The center axis of the waterstops shall be coincident with the joint
openings. Maximum density and imperviousness of the concrete shall be insured by
thoroughly working it in the vicinity of joints.
B. In placing PVC waterstops in the forms, means shall be-provided to prevent them from
being folded over by the concrete as it is placed. Waterstops shall be held in place with
light wire ties on 12-inch centers which shall be passed through hog rings at the edge of
the waterstop and tied to the curtain of reinforcing steel. Horizontal waterstops, with
their flat face in a vertical plane, shall be held in place with continuous supports to which
the top edge of the waterstop shall be tacked. In placing concrete around horizontal
waterstops with their flat face in a horizontal plane, concrete shall be worked under the
waterstops by hand so as to avoid the formation of air and rock pockets.
C. In placing centerbulb waterstops in expansion joints, the centerbulb shall be centered on
the joint filler material.
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D. Waterstop in vertical wall joints shall stop 6 inches from the top of the wall where such
waterstop does not connect with any other waterstop and is not to be connected to a
future concrete placement.
E. Joint Location: Construction joints and other types of joints shall be provided where
indicated. When not indicated, construction joints shall be provided at 25-foot maximum
spacing. Where joints are indicated spaced greater than 40-feet apart, additional joints
shall be provided to maintain the 25-foot maximum spacing. The location of joints,
regardless of type, shall be submitted for acceptance by the ENGINEER.
F. Joint Preparation: Special care shall be used in preparing concrete surfaces at joints
where bonding between 2 sections of concrete is required. Unless otherwise indicated,
such bonding will be required at every horizontal joint in walls. Surfaces shall be
prepared in accordance with Section 03300 - Cast-in-Place Concrete.
G. Retrofit Joint Preparation: Existing surfaces to receive a retrofit waterstop shall be
clean and free from any loose or foreign material. Surface shall be given a light
sandblast or hydroblast finish to 1/8-inch amplitude prior to application of epoxy and
waterstop.
H. Construction Joint Sealant: Construction joints in water-bearing floor slabs and
elsewhere as indicated shall be provided with tapered grooves which shall be filled with
a construction joint sealant. The material used to form the tapered grooves shall be left
in the grooves until just before the grooves are cleaned and filled with joint sealant. After
removing the forms from the grooves, laitance and fins shall be removed, and the
grooves shall be sand-blasted. The grooves shall be allowed to thoroughly dry, after
which they shall be blown out and immediately thereafter they shall be primed and filled
with the construction joint sealant. The primer shall be furnished by the sealant
manufacturer. No sealant shall be used without a primer. Care shall be used to
completely fill the sealant grooves. Areas designated to receive a sealant fillet shall be
thoroughly cleaned as outlined for the tapered grooves prior to application of the sealant.
I. The primer and sealant shall be placed strictly in accordance with the printed
recommendations of the manufacturer, taking special care to properly mix the sealant
prior to application. The sides of the sealant groove shall not be coated with bond
breaker, curing compound, or any other substance which would interfere with proper
bonding of the sealant. Sealant shall achieve final cure at least 7 days before the
structure is filled with water.
J. Sealant shall be installed by a competent waterproofing specialty contractor that has a
successful record of performance in similar installations.
K. Thorough, uniform mixing of 2 part, catalyst-cured materials is essential; special care
shall be taken to properly mix the sealer before its application. Before any sealer is
placed, the CONTRACTOR shall arrange to have the crew doing the WORK carefully
instructed on the proper method of mixing and application by a representative of the
sealant manufacturer.
L. Any joint sealant that fails to fully and properly cure after the manufacturer's
recommended curing time for the conditions of the WORK shall be completely removed;
the groove shall be thoroughly sandblasted to remove traces of the uncured or partially
cured sealant and primer. The groove shall be re-sealed with the indicated joint sealant.
Costs of such removal, joint treatment, re-sealing, and appurtenant WORK shall be the
CONTRACTOR's responsibility as part of the WORK.
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M. Hydrophilic Waterstop
1. Where a hydrophilic waterstop is called for in the Contract Documents, it shall be
installed per the manufacturer's instructions and recommendations except as
modified herein.
2. When requested by the ENGINEER, the CONTRACTOR shall arrange for the
manufacturer to furnish technical assistance in the field.
3. Hydrophilic waterstop shall only be used where complete confinement by concrete
is provided. Hydrophilic waterstop shall not be used in expansion or contraction
joints nor in the first 6 inches of any non-intersecting joint.
4. The hydrophilic waterstop shall be located as near as possible to the center of the
joint, and it shall be continuous around the entire joint. The minimum distance from
the edge of the waterstop to the face of the member shall be 5 inches.
5. Where the thickness of the concrete member to be placed on the hydrophilic
waterstop is less than 12 inches, the waterstop shall be placed in grooves formed or
ground into the concrete. The groove shall be at least 3/4-inch deep and 1-1/4
inches wide. When placed in the groove, the minimum distance from the edge of
the waterstop to the face of the member shall be 2-1/2 inches.
6. Where a hydrophilic waterstop is used in combination with PVC waterstop, the
hydrophilic waterstop shall overlap the PVC waterstop for a minimum of 6 inches
and shall be adhered to PVC waterstop by a single component water-swelling
sealant as recommended by manufacturer.
7. The hydrophilic waterstop shall not be installed where the air temperature falls
outside the manufacturer's recommended range.
8. The concrete surface under the hydrophilic waterstop shall be smooth and uniform.
The concrete shall be ground smooth if needed. Alternately, the hydrophilic
waterstop shall be bonded to the surface using an epoxy grout that completely fills
voids and irregularities beneath the waterstop material. Prior to installation, the
concrete surface shall be wire brushed to remove any laitance or other materials
that may interfere with the bonding of epoxy.
9. The hydrophilic waterstop shall be secured in place with concrete nails and washers
at 12-inch maximum spacing. This shall be in addition to the adhesive
recommended by the manufacturer.
N. Retrofit Waterstop: Retrofit waterstops shall be set in a bed of epoxy over a
sandblasted surface with stainless steel batten bars and 1/4-inch diameter stainless
steel anchors at 6 inches on center, staggered, and in accordance with the
manufacturer's written recommendations.
- END OF SECTION -
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SECTION 03300 - CAST-IN-PLACE CONCRETE
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall provide cast-in-place concrete in accordance with the
Contract Documents.
B. The following types of concrete are covered in this Section:
1. Structural Concrete: Concrete to be used in all cases except where indicated
otherwise in the Contract Documents.
2. Pea Gravel Concrete: Concrete in thin sections and areas with congested
reinforcing, at the option of the CONTRACTOR and with written approval of the
ENGINEER for the specific location.
3. Sitework Concrete: Concrete to be used for curbs, gutters, catch basins, sidewalks,
pavements, fence and guard post embedment, underground pipe encasement,
underground duct bank encasement and other concrete appurtenant to electrical
facilities unless otherwise indicated.
4. Lean Concrete: Concrete to be used for thrust blocks, pipe trench cut-off blocks
that are indicated on the Drawings as unreinforced. Lean concrete shall be used as
protective cover for dowels intended for future connection.
C. The term "hydraulic structure" used in these specifications means environmental
engineering concrete structures for the containment, treatment, or transmission of water,
wastewater, other fluids, or gases.
1.2 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300— Contractor Submittals.
B. LEED Product Data:
1. Credit MR 4: Submit invoices and documentation from manufacturer of the
percentage of post-consumer and post industrial content by weight for products with
recycled content.
2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting
manufacturing locations for products manufactured within a 500-mile radius of the
project site.
3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting
location of extraction, recovery or harvest for materials contained in products
addressed in item 2 above that originated within a 500-mile radius of the project.
C. Mix Designs: Prior to beginning the WORK and within 14 Days of the Notice to
Proceed, submit preliminary concrete mix designs which shall show the proportions and
gradations of materials proposed for each class and type of concrete. Mix designs shall
be checked through trial batch and laboratory testing by an independent testing
laboratory acceptable to the ENGINEER. Costs related to trial batch and related
laboratory testing shall be CONTRACTOR'S responsibility as part of the WORK. Since
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laboratory trial batches require 35 calendar days to complete, the CONTRACTOR shall
test a minimum of 2 mix designs for each class of concrete.
D. Delivery Tickets: Where ready-mix concrete is used, the CONTRACTOR shall furnish
delivery tickets at the time of delivery of each load of concrete. Each ticket shall show
the state-certified equipment used for measuring and the total quantities, by weight, of
cement, sand, each class of aggregate, admixtures, and the amounts of water in the
aggregate added at the batching plant, and the amount allowed to be added at the Site
for the specific design mix. In addition, each ticket shall state the mix number, total yield
in cubic yards, and the time of day, to the nearest minute, corresponding to the times
when the batch was dispatched, when it left the plant, when it arrived at the Site, when
unloading began, and when unloading was finished.
E. Test data relating to the cement, aggregate, and admixtures shall be less than 6 months
old. Furnish the following submittals in accordance with ACI 301 — Structural Concrete
for Buildings:
1. Mill tests for cement.
2. Admixture certification. Chloride ion content shall be included.
3. Aggregate gradation test results and certification.
4. Materials and methods for curing.
1.3 CONCRETE CONFERENCE
A. A meeting to review the detailed requirements of the CONTRACTOR's proposed
concrete design mixes and to determine the procedures for producing proper concrete
construction shall be held no later than 14 Days after the Notice to Proceed.
B. Parties involved in the concrete WORK shall attend the conference, including the
following at a minimum:
1. CONTRACTOR's representative
2. Testing laboratory representative
3. Concrete subcontractor
4. Reinforcing steel subcontractor and detailer
5. Concrete supplier
6. Admixture manufacturer's representative
C. The conference shall be held at a mutually agreed upon time and place. The
ENGINEER shall be notified no less than 5 Days prior to the date of the conference.
1.4 QUALITY ASSURANCE
A. General
1. Tests on component materials and for compressive strength and shrinkage of
concrete shall be performed as indicated. Tests for determining slump shall be in
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accordance with the requirements of ASTM C 143 — Test Method for Slump of
Hydraulic Cement Concrete.
2. Testing for aggregate shall include sand equivalence, reactivity, organic impurities,
abrasion resistance, and soundness, according to ASTM C 33 — Concrete
Aggregates.
3. The cost of trial batch laboratory tests on cement, aggregates, and concrete shall be
the CONTRACTOR's responsibility. The cost of laboratory tests on field-placed
cement, aggregates, and concrete will be the OWNER'S responsibility. However,
the CONTRACTOR shall pay the cost of any additional tests and investigation on
WORK that does not meet the specifications. The laboratory will meet or exceed
the requirements of ASTM C 1077 — Practice for Laboratories Testing Concrete and
Concrete Aggregates for use in Construction and Criteria for Laboratory Evaluation.
4. Concrete for testing shall be furnished by the CONTRACTOR, and the
CONTRACTOR shall assist the ENGINEER in obtaining samples, and disposal and
cleanup of excess material.
B. Inspections: Continuous inspection by a special inspector approved by the ENGINEER
and local building department having jurisdiction will be required where necessary to
conform with the 2003 IBC code requirements. Costs of the special inspector shall be
paid by the OWNER. Inspection reports shall be submitted to the ENGINEER. The
special inspector shall observe the following work for conformance with the Drawings
and Specifications:
1. During the preparation and taking of required test specimens.
2. Placing of concrete except Sitework concrete fully supported on earth.
C. Field Compression Tests:
1. Compression test specimens shall be taken during construction from the first
placement of each class of concrete and shall conform to the requirements of
Section 5.6.2 of the ACI 318 Code for the frequency of testing to insure continued
compliance with these specifications. Each set of test specimens shall be a
minimum of 5 cylinders.
2. Compression test specimens for concrete shall be made in accordance with Section
9.2 of ASTM C 31 — Practices for Making and Curing Concrete Test Specimens in
the Field. Specimens shall be 6-inch diameter by 12-inch high cylinders.
3. Compression tests shall be performed in accordance with ASTM C 39 — Test
Method for Compressive Strength of Cylindrical Concrete Specimens. One test
cylinder will be tested at 7 Days and 2 at 28 Days. The remaining cylinders will be
held to verify test results, if needed.
D. Evaluation and Acceptance of Concrete:
1. Evaluation and acceptance of the compressive strength of concrete will be
according to the requirements of ACI 318 — Building Code Requirements for
Reinforced Concrete, Chapter 5 "Concrete Quality," and as indicated.
2. A statistical analysis of compression test results will be performed according to the
requirements of ACI 214 — Recommended Practice for Evaluation of Strength Test
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Methods. The standard deviation of the test results shall not exceed 640 psi, when
ordered at equivalent water content as estimated by slump.
3. If any concrete fails to meet these requirements, immediate corrective action shall
be taken to increase the compressive strength for subsequent batches of the type of
concrete affected.
4. When the standard deviation of the test results exceeds 640 psi, the average
strength for which the mix is designed shall be increased by an amount necessary
to satisfy the statistical requirement that the probability of any test being more than
500 psi below or the average of any 3 consecutive tests being below the required
compressive strength is 1 in 100. The required average strength shall be calculated
by Criterion No. 3 of ACI 214 using the actual standard of deviation.
5. Concrete that fails to meet the ACI requirements and these Specifications is subject
to removal and replacement.
E. Shrinkage Tests:
1. Drying shrinkage tests shall be performed for the trial batches indicated in the Article
below entitled "Trial Batch and Laboratory Tests," the first placement of each class
of structural concrete, and during construction to insure continued compliance with
these specifications.
2. Drying shrinkage specimens shall be 4-inch by 4-inch by 11-inch prisms with an
effective gauge length of 10-inches; fabricated, cured, dried, and measured in
accordance with ASTM C 157 - Test Method for Length Change of Hardened
Hydraulic Cement Mortar and Concrete, modified as follows: specimens shall be
removed from molds at an age of 23 hours plus or minus 1 hour after trial batching,
shall be placed immediately in water at 70 degrees F plus or minus 3 degrees F for
at least 30 minutes, and shall be measured within 30 minutes thereafter to
determine original length and then submerged in saturated lime water at 73 degrees
F plus or minus 3 degrees F. Measurement to determine expansion expressed as a
percentage of original length shall be made at age 7 Days, This length at age 7
Days shall be the base length for drying shrinkage calculations ("0" days drying
age). Specimens then shall be stored immediately in a humidity control room
maintained at 73 degrees F plus or minus 3 degrees F and 50 percent plus or minus
4 percent relative humidity for the remainder of the test. Measurements to
determine shrinkage expressed as percentage of base length shall be made and
reported separately for 7, 14, 21, and 28 Days of drying after 7 Days of moist
curing.
3. The drying shrinkage deformation of each specimen shall be computed as the
difference between the base length (at "0" days drying age) and the length after
drying at each test age. The average drying shrinkage deformation of the
specimens shall be computed to the nearest 0.0001 inch at each test age. If the
drying shrinkage of any specimen departs from the average of that test age by more
than 0.0004-inch, the results obtained from that specimen shall be disregarded.
Results of the shrinkage test shall be reported to the nearest 0.001 percent of
shrinkage. Compression test specimens shall be taken in each case from the same
concrete used for preparing drying shrinkage specimens. These tests shall be
considered a part of the normal compression tests for the project. Allowable
shrinkage limitations shall be as indicated in Part 2 below.
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F. Aggregate Testing: Aggregate testing shall be made for the trial batch in the Article
below entitled "Trial Batch and Laboratory Tests," prior to construction and every 12
months during construction to insure continued compliance with these specifications.
G. Construction Tolerances: The CONTRACTOR shall set and maintain concrete forms
and perform finishing operations to ensure that the completed WORK is within
tolerances. Surface defects and irregularities are defined as finishes and are to be
distinguished from tolerances. Tolerance is the permissible variation from lines, grades,
or dimensions indicated on the Drawings. Where tolerances are not stated in the
specifications, permissible deviations will be in accordance with ACI 117 — Standard
Tolerance for Concrete Construction and Materials.
1. The following non-cumulative construction tolerances apply to finished walls and
slab unless otherwise indicated:
Item Tolerance
Variation of the constructed linear outline In 10 feet: 1/4-inch;
from the established position in plan. In 20 feet or more: 1/2-inch
Variation from the level or from the grades In 10 feet: 1/4-inch;
indicated. In 20 feet or more: 1/2-inch
Variation from plumb In 10 feet: 1/4-inch;
In 20 feet or more: 1/2-inch
Variation in the thickness of slabs and Minus 1/4-inch;
walls. Plus 1/2-inch
Variation in the locations and sizes of slabs Plus or minus 1/4-inch
and wall openings
PART 2-- PRODUCTS
2.1 CONCRETE MATERIALS
A. General
1. Cement for concrete shall not be obtained from kilns that burn metal rich hazardous
waste fuel.
2. Materials shall be delivered, stored, and handled so as to prevent damage by water
or breakage. Cement reclaimed from cleaning bags or leaking containers shall not
be used. Cement shall be used in the sequence of receipt of shipments.
B. Materials shall comply with the requirements of Sections 201, 203, and 204 of ACI 301,
as applicable.
C. Storage of materials shall conform to the requirements of Section 205 of ACI 301.
D. Materials for concrete shall conform to the following requirements:
1. Cement shall be standard brand portland cement conforming to ASTM C 150 —
Portland Cement, for Type II or Type V. A minimum of 85 percent of cement by
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weight shall pass a 325 screen. A single brand of cement shall be used throughout
the WORK, and prior to its use, the brand shall be accepted by the ENGINEER.
The cement shall be suitably protected from exposure to moisture until used.
Cement that has become lumpy shall not be used. Sacked cement shall be stored
in such a manner so as to permit access for inspection and sampling. Certified mill
test reports, including fineness, for each shipment of cement to be used shall be
submitted to the ENGINEER, if requested, regarding compliance with these
specifications.
2. Water for mixing and curing shall be potable, clean, and free from objectionable
quantities of silty organic matter, alkali, salts, and other impurities. The water shall
be considered potable, for the purposes of this Section only, if it meets the
requirements of the local governmental agencies. Agricultural water with high total
dissolved solids (greater than 1000 mg/I TDS) shall not be used.
3. Aggregates shall be obtained from pits acceptable to the ENGINEER, shall be non-
reactive, and shall conform to the requirements of ASTM C 33 — Concrete
Aggregates. Maximum size of coarse aggregate shall be as indicated. Lightweight
sand for fine aggregate will not be permitted.
a. Coarse aggregates shall consist of clean, hard, durable gravel, crushed gravel,
crushed rock, or a combination thereof. The coarse aggregates shall be
prepared and handled in 2 or more size groups for combined aggregates with a
maximum size greater than 3/4-inch. When the aggregates are proportioned
for each batch of concrete, the 2 size groups shall be combined. See the article
below entitled "Trial Batch and Laboratory Tests" for the use of the size groups.
b. Fine aggregates shall be natural sand or a combination of natural and
manufactured sand that is hard and durable. When tested in accordance with
ASTM D 2419 — Test Methods for Sand Equivalent Value of Soils and Fine
Aggregate, the sand equivalency shall not be less than 75 percent for an
average of 3 samples, nor less than 70 percent for an individual test. Gradation
of fine aggregate shall conform to ASTM C 33 when tested in accordance with
ASTM C 136 for the fineness modulus of the sand used, including the optional
grading in Section 6.2. The fineness modulus of sand used shall not be over
3.1.
c. Combined aggregates shall be well graded from coarse to fine sizes and shall
be uniformly graded between screen sizes to produce a concrete that has
optimum workability and consolidation characteristics. Where a trial batch is
required for a mix design, the final combined aggregate gradations will be
established during the trial batch process.
d. When tested in accordance with ASTM C. 33, the ratio of silica released to
reduction in alkalinity shall not exceed 1.0.
e. When tested in accordance with ASTM C 33, the fine aggregate shall produce a
color in the supernatant liquid no darker than the reference standard color
solution.
f. When tested in accordance with ASTM C 33, the coarse aggregate shall show
a loss not exceeding 42 percent after 500 revolutions or 10.5 percent after 100
revolutions.
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g. When tested in accordance with ASTM C 33, the loss resulting after 5 cycles of
the soundness test shall not exceed 10 percent for fine aggregate and 12
percent for coarse aggregate when using sodium sulfate.
4. Ready-mix concrete shall conform to the requirements of ASTM C 94 — Ready
Mixed Concrete.
5. Admixtures: Admixtures shall be compatible and be furnished by a single
manufacturer capable of providing qualified field service representation. Admixtures
shall be used in accordance with manufacturer's recommendations. If the use of an
admixture is producing an inferior end result, the CONTRACTOR shall discontinue
use of the admixture. Admixtures shall not contain thiocyanates nor more than 0.05
percent chloride ion, and shall be non-toxic after 30 days.
a. Air-entraining agent meeting the requirements of ASTM C 260 — Air Entraining
Admixtures for Concrete shall be used. Sufficient air-entraining agent shall be
used to provide a total air content of 3 to 5 percent. Concrete floors to receive
a dry-shake floor hardener shall have an air content not to exceed 3 percent.
The OWNER reserves the right, at any time, to sample and test the air-
entraining agent. The air-entraining agent shall be added to the batch in a
portion of the mixing water. The solution shall be batched by means of a
mechanical batcher capable of accurate measurement. Air content shall be
tested at the point of placement. Air entraining agent shall be Micro-Air by
Master Builders; Daravair by W.R. Grace; Sika AEA-15 by Sika
Corporation; or equal.
b. Set controlling and water reducing admixtures: Admixtures may be added at
the CONTRACTOR's option, subject to the ENGINEER's approval, to control
the set, effect water reduction, and increase workability. The cost of adding an
admixture shall be the CONTRACTOR's responsibility. Concrete containing an
admixture shall be first placed at a location determined by the ENGINEER.
Admixtures shall conform to the requirements of ASTM C 494 — Chemical
Admixtures for Concrete. The required quantity of cement shall be used in the
mix regardless of whether or not an admixture is used.
1) Concrete shall not contain more than one water reducing admixture.
2) Set controlling admixture may be either with or without water-reducing
properties. Where the air temperature at the time of placement is expected
to be consistently greater than 80 degrees F, a set retarding admixture
such as Plastocrete 161MR by Sika Corporation; Pozzolith 300R by
Master Builders; Daratard by W.R. Grace; or equal shall be used.
Where the air temperature at the time of placement is expected to be
consistently less than 40 degrees F, a non-corrosive set accelerating
admixture such as Plastocrete 161 FL by Sika Corporation; Pozzutec 20
by Master Builders; Polarset by W.R. Grace; or equal shall be used.
3) Normal range water reducer shall conform to ASTM C 494, Type A. WRDA
64 or 79 by W.R. Grace; Pozzolith 322-N by Master Builders;
Plastocrete 161 by Sika Corporation; or equal. The quantity of admixture
used and the method of mixing shall be in accordance with the
manufacturer's instructions and recommendations.
4) High range water reducer shall conform to ASTM C 494, Type F or G.
Daracem 100 or ADVA 100 by W.R. Grace; Sikament FF or Sikament 86
by Sika Corporation; Rheobuild 1000 by Master Builders; or equal.
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High range water reducer shall be added to the concrete after all other
ingredients have been mixed and initial slump has been verified. No more
than 14 ounces of water reducer per sack of cement shall be used. Water
reducer shall be considered as part of the mixing water when calculating
the water/cement ratio.
5) Concrete shall be mixed at mixing speed for a minimum of 70 mixer
revolutions or 5 minutes after the addition of the high range water reducer,
unless recommended otherwise by the manufacturer.
6) Flyash: Flyash shall not be used.
2.2 CURING MATERIALS
A. Materials for curing concrete shall conform to the following requirements and ASTM C
309 — Liquid Membrane — Forming Components for Curing Concrete.
1. Curing compounds shall be white pigmented, resin based, and compliant with local
VOC requirements. Sodium silicate compounds shall not be allowed. Concrete
curing compound shall be Kurez VOX White Pigmented by Euclid Chemicals
Company; L&M Cure R-2 by L&M Construction Chemicals; 1200-White by W.R.
Meadow; or equal. When curing compound must be removed for finishes or
grouting, compounds shall be Korez DR VOX by Euclid Chemical Company;
Masterkure-100W by ChemRex MBT; L&M Cure R-2 by L & M Construction
Chemicals;1100-Clear by W.R. Meadows; or equal.
2. Polyethylene sheet for use as concrete curing blanket shall be white and shall have
a nominal thickness of 6 mils. The loss of moisture when determined in accordance
with the requirements of ASTM C 156 — Test Method for Water Retention by
Concrete Curing Materials, shall not exceed 0.055 grams per square centimeter of
surface.
3. Polyethylene-coated waterproof paper sheeting for use as concrete curing blanket
shall consist of white polyethylene sheeting free of visible defects, uniform in
appearance, have a nominal thickness of 2 mils, and be permanently bonded to
waterproof paper conforming to the requirements of Federal Specification UU-B-
790A — Building Paper, Vegetable Fiber (Kraft, Waterproofed, Water Repellant and
Fire Resistant). The loss of moisture, when determined in accordance with the
requirements of ASTM C 156, shall not exceed 0.055 gram per square centimeter of
surface.
4. Polyethylene-coated burlap for use as concrete curing blanket shall be 4 mil thick,
white opaque polyethylene film impregnated or extruded into one side of the burlap.
Burlap shall weigh not less than 9 ounces per square yard. The loss of moisture,
when determined in accordance with the requirements of ASTM C 156, shall not
exceed 0.055 grams per square centimeter of surface.
5. Curing mats for use in Curing Method 6 below, shall be heavy shag rugs or carpets
or cotton mats quilted at 4-inches on center. Curing mats shall weigh a minimum of
12 ounces per square yard when dry.
6. Evaporation retardant shall be a material such as Confilm by ChemRex MBT;
Eucobar by Euclid Chemical Company; E-CON by L & M Construction Chemicals,
Inc.; or equal.
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2.3 NON-WATERSTOP JOINT MATERIALS
A. Materials for non-waterstop joints in concrete shall conform to the,following
requirements:
1. Preformed joint filler shall be a non-extruding, neoprene sponge or polyurethane
type conforming to Section 03290 - Joints in Concrete.
2. Elastomeric joint sealer shall conform to the requirements of Section 07920 -
Sealants and Caulking.
3. Mastic joint sealer shall be a material that does not contain evaporating solvents;
that will tenaciously adhere to concrete surfaces; that will remain permanently
resilient and pliable; that will not be affected by continuous presence of water and
will not in any way contaminate potable water; and that will effectively seal the joints
against moisture infiltration even when the joints are subject to movement due to
expansion and contraction. The sealer shall be composed of special asphalts or
similar materials blended with lubricating and plasticizing agents to form a tough,
durable mastic substance containing no volatile oils or lubricants and shall be
capable of meeting the test requirements set forth below, if testing is required by the
ENGINEER.
2.4 MISCELLANEOUS MATERIALS
A. Dampproofing agent shall be an asphalt emulsion such as Hydrocide 600 by ChemRex
Sonneborn; Emulsified Asphalt by Euclid Chemical Company; Sealmastic by W. R.
Meadows Inc., or equal.
B. Bonding agents shall be epoxy adhesives conforming to the following:
1. For bonding freshly-mixed, plastic concrete to hardened concrete, Sikadur 32 Hi-
Mod Epoxy Adhesive by Sika Corporation; Concresive Liquid (LPL), by ChemRex
MBT; BurkEpoxy MV by Burke by Edoco; or equal.
2. For bonding hardened concrete or masonry to steel, Sikadur 31 Hi-Mod Gel by Sika
Corporation; BurkEpoxy NS by Burke by Edoco; Concresive Paste (LPL) by
ChemRex MBT; or equal.
C. Vapor Retarder: Vapor retarder shall be 30-mil thick, Class A, 3 ply, nylon or polyester
cord reinforced high density polyethylene sheet laminated to a non-woven geotextile
fabric, in accordance with ASTM E 1745 - Plastic Water Vapor Retarders Used in
Contact with Soil or Granular Fill Under Concrete Slabs. Reef Industries, Inc.,
Griffolyn T-65 G or equal.
D. Granular Material Above Vapor Retarder: Crushed stone, gravel, or sand with the
following size distribution and meeting the deleterious substance limits of ASTM C 33 for
fine aggregates.
Sieve Size Percentage Passing
3/8-inch 100
4.75 mm 85-100
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1
No. 100 10—30
E. Seams in vapor retarder sheet shall be sealed with tape, adhesive, or other material as
recommended by sheet manufacturer for the areas to be sealed and sheet material.
F. Colorant for duct bank concrete shall be an integral red oxide coloring pigment used in
the proportion of 8 pounds per cubic yard of concrete.
2.5 CONCRETE DESIGN REQUIREMENTS
A. General: Concrete shall be composed of cement, admixtures, aggregates, and water of
the qualities indicated. The exact proportions in which these materials are to be used for
different parts of the WORK will be determined during the trial batch. In general, the mix
shall be designed to produce a concrete capable of being deposited so as to obtain
maximum density and minimum shrinkage, and, where deposited in forms, to have good
consolidation properties and maximum smoothness of surface. The aggregate
gradations shall be formulated to provide fresh concrete that will not promote rock
pockets around reinforcing steel or embedded items. The proportions shall be changed
whenever necessary or desirable to meet the required results. Changes shall be subject
to review by the ENGINEER.
B. Fine Aggregate Composition: In mix designs for structural concrete, the percentage of
fine aggregate in total aggregate by weight, shall be as indicated in the following table.
FINE AGGREGATE
Fineness Modulus Maximum Percent
2.7 or less 41
2.7 to 2.8 42
2.8 to 2.9 43
2.9 to 3.1 44
1. For other concrete, the maximum percentage of fine aggregate of total aggregate,
by weight, shall not exceed 50.
C. Duct bank concrete shall contain an integral red-oxide coloring pigment. Concrete shall
be dyed red throughout. Surface treatment to color duct banks will not be acceptable.
D. Water/Cement Ratio and Compressive Strength: The water/cement ratio indicated is
for saturated-surface dry condition of aggregate. Every day, throughout the day, the
batch water added shall be adjusted for the total free-water in the aggregates.
1. Total free moisture of aggregates shall be determined by:
a. Starting with the total moisture content of all aggregate, calculated by ASTM C
566 -Test Method for Total Moisture Content of Aggregate by Drying
b. Subtracting the moisture absorbed by the coarse aggregate, calculated by
ASTM C 127 — Standard Test Method for Density, Relative Density (Specific
Gravity) and Absorption of Coarse Aggregate
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c. Subtracting the moisture absorbed by the fine aggregate, calculated by ASTM
C 128 — Standard Test Method for Density, Relative Density (Specific Gravity)
and Absorption of Fine Aggregate
2. Concrete shall have the following minimum properties:
Type of Work Min 28-Day Maximum Size Cement Content Maximum
Compressive Aggregate, in per cubic yd, lbs. W/C Ratio
Strength, psi (by weight)
Structural Concrete
Roof, floor slabs,
columns, walls,
and all other
4,000 1 564 to 600 0.45
concrete items not
indicated
elsewhere.
12-inch and
thicker walls, 4,000 1-1/2 564 to 600 0.45
slabs on grade,
and footings
(optional)
Pea Gravel Concrete
1.At starter wall
2.In thin sections
and areas with
congested
reinforcing, at the
CO NTRACTO R's
option and with 4,000 3/8 752 to 788 0.40
the written
approval of the
ENGINEER for
the specific
location.
Maximum fine
aggregate 50
percent by weight
of aggregate.
Sitework 3,000 1 470 (min) 0.50
concrete
Lean concrete 2,000 1 376 (min) 0.60
NOTE: The CONTRACTOR is cautioned that the limiting parameters above are not a mix
design. Admixtures may be required to achieve workability required by the
CONTRACTOR'S construction methods and aggregates. The CONTRACTOR is
responsible for providing concrete with the required workability.
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E. Adjustments to Mix Design: The CONTRACTOR may elect to decrease the
water/cement ratio to achieve the strength and shrinkage requirements and/or add water
reducers, as required to achieve workability. The mixes shall be changed whenever such
change is necessary or desirable to secure the required strength, density, workability,
and surface finish, and the CONTRACTOR shall be entitled to no additional
compensation because of such changes. Any changes to the accepted concrete mix
design shall be submitted to the ENGINEER for review and shall be tested again in
accordance with these Specifications.
2.6 CONSISTENCY
A. The quantity of water in a batch of concrete shall be just sufficient, with a normal mixing
period, to produce a concrete that can be worked properly into place without segregation
and which can be compacted by vibratory methods to give the desired density,
impermeability, and smoothness of surface. The quantity of water shall be changed as
necessary, with variations in the nature or moisture content of the aggregates, to
maintain uniform production of a desired consistency. The consistency of the concrete
in successive batches shall be determined by slump tests in accordance with ASTM C
143 — Test Method for Slump of Hydraulic Cement Concrete. The slumps shall be as
follows:
Part of Work Slump (in)
All concrete, unless indicated otherwise 3 inches plus or minus 1 inch
With high range water reducer added 7 inches plus or minus 2 inches
Pea gravel mix 7 inches plus or minus 2 inches
Ductbank and pipe encasement 5 inches plus or minus 1 inch
2.7 TRIAL BATCH AND LABORATORY TESTS
A. The CONTRACTOR shall only use a mix design for construction that has first met the
trial batch testing requirements.
B. Before placing any concrete, a testing laboratory selected by the ENGINEER shall
prepare a trial batch of each class of structural concrete, based on the preliminary
concrete mixes submitted by the CONTRACTOR. During the trial batch the aggregate
proportions may be adjusted by the testing laboratory using the two coarse aggregate
size ranges to obtain the required properties. If one size range produces an acceptable
mix, a second size range need not be used. Such adjustments will be considered
refinements to the mix design and will not be the basis for extra compensation to the
CONTRACTOR. Concrete shall conform to the requirements of this Section, whether
the aggregate proportions are from the CONTRACTOR's preliminary mix design, or
whether the proportions have been adjusted during the trial batch process. The trial
batch shall be prepared using the aggregates, cement, and admixture proposed for the
project. The trial batch materials shall be of a quantity such that the testing laboratory
can obtain 3 drying shrinkage, and 6 compression test specimens from each batch.
C. The determination of compressive strength will be made by testing 6-inch diameter by
12-inch high cylinders; made, cured and tested in accordance with ASTM C 192 -
Practice for Making and Curing Concrete Test Specimens in the Laboratory and ASTM
C 39. Three compression test cylinders will be tested at 7 Days and 3 at 28 Days. The
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average compressive strength for the 3 cylinders tested at 28 Days for any given trial
batch shall not be less than 125 percent of the indicated compressive strength.
D. A sieve analysis of the combined aggregate for each trial batch shall be performed
according to the requirements of ASTM C 136 — Method for Sieve Analysis of Fine and
Coarse Aggregates. Values shall be given for percent passing each sieve.
2.8 SHRINKAGE LIMITATION
A. The maximum concrete shrinkage for specimens cast in the laboratory from the trial
batch, as measured at 21 Day drying age or at 28 Day drying age shall be 0.036 percent
or 0.042 percent, respectively. Standard deviation will not be considered. The
CONTRACTOR shall only use a mix design for construction that has first met the trial
batch shrinkage requirements. Shrinkage limitations apply only to structural concrete.
B. The maximum concrete shrinkage for specimens cast in the field shall not exceed the
trial batch maximum shrinkage requirement by more than 25 percent.
C. If the required shrinkage limitation is not met during construction, the CONTRACTOR
shall take any or all of the following actions to reestablish compliance. These actions
may include changing the source of aggregates, cement and/or admixtures; reducing
water/cement ratio; washing of coarse and/or fine aggregate to reduce fines; increasing
the number of construction joints; modifying the curing requirements; or other actions
designed to minimize shrinkage or the effects of shrinkage.
2.9 MEASUREMENT OF CEMENT AND AGGREGATE
A. The amount of cement and of each separate size of aggregate entering into each batch
of concrete shall be determined by direct weighing equipment furnished by the
CONTRACTOR and acceptable to the ENGINEER.
B. Weighing tolerances
Material Percent of Total Weight
Cement 1
Aggregates 3
Admixtures 3
2.10 MEASUREMENT OF WATER
A. The quantity of water entering the mixer shall be measured by a suitable water meter or
other measuring device of a type acceptable to the ENGINEER and capable of
measuring the water in variable amounts within a tolerance of one percent. The water
feed control mechanism shall be capable of being locked in position so as to deliver
constantly any required amount of water to each batch of concrete. A positive quick-
acting valve shall be used for a cut-off in the water line to the mixer. The operating
mechanism shall prevent leakage when the valves are closed.
2.11 READY-MIXED CONCRETE
A. At the CONTRACTOR's option, ready-mixed concrete may be used if it meets the
requirements as to materials, batching, mixing, transporting, and placing indicated herein
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and is in accordance with ASTM C 94, including the following supplementary
requirements.
B. Ready-mixed concrete shall be delivered to the WORK, and discharge shall be
completed within one hour after the addition of the cement to the aggregates or before
the drum has been revolved 250 revolutions, whichever is first.
C. Truck mixers shall be equipped with electrically actuated counters by which the number
of revolutions of the drum or blades may be readily verified. The counter shall be of the
resettable, recording type, and shall be mounted in the driver's cab. The counters shall
be actuated at the time of starting mixers at mixing speeds.
D. Each batch of concrete shall be mixed in a truck mixer for not less than 70 revolutions of
the drum or blades at the rate of rotation designated by the manufacturer of equipment.
Additional mixing, if any, shall be at the speed designated by the manufacturer of the
equipment as agitating speed. Materials including mixing water shall be in the mixer
drum before actuating the revolution counter for determining the number of revolution of
mixing.
E. Truck mixers and their operation shall be such that the concrete throughout the mixed
batch as discharged is within acceptable limits of uniformity with respect to consistency,
mix, and grading. If slump tests taken at approximately the 1/4 and 3/4 points of the
load during discharge give slumps differing by more than one-inch when the required
slump is 3 inches or less, or if they differ by more than 2 inches when the required slump
is more than 3 inches, the mixer shall not be used on the WORK unless the causative
condition is corrected and satisfactory performance is verified by additional slump tests.
Mechanical details of the mixer, such as water measuring and discharge apparatus,
condition of the blades, speed of rotation, general mechanical condition of the unit, and
clearance of the drum, shall be checked before a further attempt to use the unit will be
permitted.
F. Each batch of ready-mixed concrete delivered to the Site shall be accompanied by a
delivery ticket furnished to the ENGINEER in accordance with the Paragraph above
entitled "Delivery Tickets."
G. The use of non-agitating equipment for transporting ready-mixed concrete will not be
permitted. Combination truck and trailer equipment for transporting ready-mixed
concrete will not be permitted. The quality and quantity of materials used in ready-mixed
concrete and in batch aggregates shall be subject to continuous inspection at the
batching plant by the ENGINEER.
PART 3 -- EXECUTION
3.1 PROPORTIONING AND MIXING
A. Proportioning: Proportioning of the mix shall conform to the requirements of Chapter 3
"Proportioning" of ACI 301.
B. Mixing: Mixing shall conform to the requirements of Chapter 7 of ACI 301.
C. Slump: Slumps shall be as indicated herein.
D. Retempering: Retempering of concrete or mortar that has partially hardened shall not
be permitted.
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3.2 PREPARATION OF SURFACES FOR CONCRETING
A. General: Earth surfaces shall be thoroughly wetted by sprinkling prior to the placing of
any concrete, and these surfaces shall be kept moist by frequent sprinkling up to the
time of placing concrete thereon. The surface shall be free from standing water, mud,
and debris at the time of placing concrete.
B. Vapor Retarder Sheet:
1. Sheet shall be installed under on-grade building floor slabs of occupiable (non-
hydraulic) structures and at other locations indicated.
2. Sand base shall be at least 2 inches thick within the foundation line after moistening
and compaction by mechanical means. Sand surface shall be flat and level within a
tolerance of plus 0-inches to minus 3/4-inch.
3. Place, protect, and repair defects in sheet according to ASTM E 1643 — Standard
Practice for Installation of Water Vapor Retarders Used in Contact with Earth or
Granular Fill Under Concrete Slabs, and the manufacturer's written instructions.
Seams shall be lapped and sealed in accordance with ASTM E 1643.
4. Granular material above the sheet shall be moistened and compacted to 2-inch
thickness within the same flatness criteria as the sand base.
C. Joints in Concrete: Concrete surfaces upon or against which concrete is to be placed,
where the placement of the concrete has been stopped or interrupted so that, as
determined by the ENGINEER, the new concrete cannot be incorporated integrally with
that previously placed, are defined as construction joints. The surfaces of horizontal
joints shall be given a compacted, roughened surface for good bonding. Except where
the Drawings call for joint surfaces to be coated, the joint surfaces shall be cleaned of all
laitance, loose or defective concrete, foreign material, and be roughened to a minimum
1/4-inch amplitude. Such cleaning and roughening shall be accomplished by
hydroblasting or sandblasting (exposing aggregate) followed by thorough washing.
Pools of water shall be removed from the surface of construction joints before the new
concrete is placed.
D. After the surfaces have been prepared, each approximately horizontal construction joint
shall be covered with a 6-inch lift of a pea gravel mix. The mix shall be placed and
spread uniformly. Wall concrete shall follow immediately and shall be placed upon the
fresh pea gravel mix.
E. Placing Interruptions: When placing of concrete is to be interrupted long enough for
the concrete to take a set, the working face shall be given a shape by the use of forms or
other means that will secure proper union with subsequent WORK; provided that
construction joints shall be made only where acceptable to the ENGINEER.
F. Embedded Items: No concrete shall be placed until formwork, installation of parts to be
embedded, reinforcement steel, and preparation of surfaces involved in the placing have
been completed and accepted by the ENGINEER at least 4 hours before placement of
concrete. Surfaces of forms and embedded items that have become encrusted with
dried grout from previous usage shall be cleaned before the surrounding or adjacent
concrete is placed.
G. Inserts or other embedded items shall conform to the requirements herein.
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H. Reinforcement, anchor bolts, sleeves, inserts, and similar items shall be set and secured
in the forms at locations indicated on the Drawings or shown by Shop Drawings and
shall be acceptable to the ENGINEER before any concrete is placed. Accuracy of
placement is the responsibility of the CONTRACTOR.
I. Casting New Concrete Against Old: Where concrete is to be cast against old concrete
(any concrete which is greater than 60 Days of age), the surface of the old concrete shall
be thoroughly cleaned and roughened by hydroblasting or sandblasting to expose
aggregate. The joint surface shall be coated with an epoxy bonding agent unless
indicated otherwise by the ENGINEER.
J. No concrete shall be placed in any structure until all water entering the space to be filled
with concrete has been properly cut off or has been diverted by pipes, or other means,
and carried out of the forms, clear of the WORK. No concrete shall be deposited
underwater nor shall the CONTRACTOR allow still water to rise on any concrete until the
concrete has attained its initial set. Water shall not be permitted to flow over the surface
of any concrete in such manner and at such velocity as will injure the surface finish of
the concrete. Pumping or other necessary dewatering operations for removing ground
water, if required, shall be subject to the review of the ENGINEER.
K. Corrosion Protection: Pipe, conduit, dowels, and other ferrous items required to be
embedded in concrete construction shall be so positioned and supported prior to
placement of concrete that there will be a minimum of 2 inches clearance between said
items and any part of the concrete reinforcement. Securing such items in position by
wiring or welding them to the reinforcement will not be permitted.
L. Openings for pipes, inserts for pipe hangers and brackets, and anchors shall, where
practicable, be provided during the placing of concrete.
M. Anchor bolts shall be accurately set and shall be maintained in position by templates
while being embedded in concrete.
N. Cleaning: The surfaces of metalwork to be in contact with concrete shall be thoroughly
cleaned of dirt, grease, loose scale and rust, grout, mortar, and other foreign substances
immediately before the concrete is placed.
3.3 HANDLING, TRANSPORTING, AND PLACING
A. General: Placing of concrete shall conform to the applicable requirements of Chapter 8
of ACI 301 and the requirements of this Section. No aluminum materials shall be used
in conveying any concrete.
B. Non-Conforming WORK or Materials: Concrete, which during or before placing is
found not to conform to the requirements indicated herein, shall be rejected and
immediately removed from the WORK. Concrete which is not placed in accordance with
these requirements or which is of inferior quality shall be removed and replaced.
C. Unauthorized Placement: No concrete shall be placed except in the presence of a
duly authorized representative of the ENGINEER. The CONTRACTOR shall notify the
ENGINEER in writing at least 24 hours in advance of placement of any concrete.
D. Placement in Wall and Column Forms: Concrete shall not be dropped through
reinforcement steel or into any deep form, nor shall concrete be placed in any form in
such a manner as to leave accumulation of mortar on the form surfaces above the
placed concrete. In such cases, means such as hoppers and, if necessary, vertical
ducts of canvas, rubber, or metal shall be used for placing concrete in the forms in a
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manner that it may reach the place of final deposit without separation. In no case shall
the free fall of concrete below the ends of ducts, chutes, or buggies exceed 4 feet in
walls and 8 feet in columns. Concrete shall be uniformly distributed during the process
of depositing and in no case after depositing shall any portion be displaced in the forms
more than 6 feet in horizontal direction. Concrete in wall forms shall be deposited in
uniform horizontal layers not deeper than 2 feet; and care shall be taken to avoid
inclined layers or inclined construction joints except where such are required for sloping
members. Each layer shall be placed while the previous layer is still soft. The rate of
placing concrete in wall forms shall not exceed 5 feet of vertical rise per hour. Sufficient
illumination shall be provided in the interior of forms so that the concrete at the places of
deposit is visible from the deck or runway.
E. Casting New Concrete Against Old: Epoxy adhesive bonding agent shall be applied
to the old surfaces according to the manufacturer's written recommendations. This
provision shall not apply to joints where waterstop is provided. See Section 03290 -
Joints in Concrete.
F. Conveyor Belts and Chutes: Ends of chutes, hopper gates, and other points of
concrete discharge throughout the CONTRACTOR's conveying, hoisting, and placing
system shall be designed and arranged so that concrete passing from them will not fall
separated into whatever receptacle immediately receives it. Conveyor belts, if used,
shall be of a type acceptable to the ENGINEER. Chutes longer than 50 feet will not be
permitted. Minimum slopes of chutes shall be such that concrete of the indicated
consistency will readily flow in them. If a conveyor belt is used, it shall be wiped clean
by a device operated in such a manner that none of the mortar adhering to the belt will
be wasted. Conveyor belts and chutes shall be covered.
G. Placement in Slabs: Concrete placed in sloping slabs shall proceed uniformly from the
bottom of the slab to the top, for the full width of the placement. As the WORK
progresses, the concrete shall be vibrated and carefully worked around the slab
reinforcement, and the surface of the slab shall be screeded in an up-slope direction.
H. Temperature of Concrete: The temperature of concrete when it is being placed shall be
not more than 90 degrees F nor less than 55 degrees F for sections less than 12 inches
thick nor less than 50 degrees for other sections. Concrete ingredients shall not be
heated to a temperature higher than that necessary to keep the temperature of the
mixed concrete, as placed, from falling below the minimum temperature. When the
temperature of the concrete is 85 degrees F or above, the time between the introduction
of the cement to the aggregates and discharge shall not exceed 45 minutes. If concrete
is placed when the weather is such that the temperature of the concrete would exceed
90 degrees F, the CONTRACTOR shall employ effective means, such as precooling of
aggregates and mixing water using ice or placing at night, as necessary to maintain the
temperature of the concrete below 90 degrees F as it is placed. The CONTRACTOR
shall be entitled to no additional compensation on account of the foregoing
requirements.
I. Cold Weather Placement:
1. Placement of concrete shall conform to ACI 306.1 - Cold Weather Concreting, and
the following.
2. Remove snow, ice, and frost from the surfaces, including reinforcement, against
which concrete is to be placed. Before beginning concrete placement, thaw the
subgrade to a minimum depth of 6-inches. Reinforcement and embedded items
shall be warmed to above 32 degrees F prior to concrete placement.
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3. Maintain the concrete temperature above 50 degrees F for at least 72 hours after
placement.
3.4 PUMPING OF CONCRETE
A. General: If the pumped concrete does not produce satisfactory end results, the
CONTRACTOR shall discontinue the pumping operation and proceed with the placing of
concrete using conventional methods.
B. Pumping Equipment: The pumping equipment shall have 2 cylinders and be designed
to operate with one cylinder in case the other one is not functioning. In lieu of this
requirement, the CONTRACTOR may have a standby pump on the Site during pumping.
C. The minimum diameter of the hose conduits shall be in accordance with ACI 304.2R —
Placing Concrete by Pumping Methods.
D. Pumping equipment and hose conduits that are not functioning properly shall be
replaced.
E. Aluminum conduits for conveying the concrete shall not be permitted.
F. Field Control: Concrete samples for slump, air content, and test cylinders will be taken
at the placement end of the hose.
3.5 ORDER OF PLACING CONCRETE
A. The order of placing concrete in all parts of the WORK shall be acceptable to the
ENGINEER. In order to minimize the effects of shrinkage, the concrete shall be placed
in units as bounded by construction joints at the indicated locations. The placing of units
shall be done by placing alternate units in a manner such that each unit placed shall
have cured at least 5 Days for hydraulic structures and 2 Days for all other structures
before the contiguous unit or units are placed, except that the corner sections of vertical
walls shall not be placed until the 2 adjacent wall panels have cured at least 10 Days for
hydraulic structures and 4 Days for all other structures.
B. The surface of the concrete shall be level whenever a run of concrete is stopped. To
insure a level, straight joint on the exposed surface of walls, a wood strip at least 3/4-
inch thick shall be tacked to the forms on these surfaces. The concrete shall be carried
about 1/2-inch above the underside of the strip. About one hour after the concrete is
placed, the strip shall be removed and any irregularities in the edge formed by the strip
shall be leveled with a trowel and laitance shall be removed.
3.6 TAMPING AND VIBRATING
A. As concrete is placed in the forms or in excavations, it shall be thoroughly settled and
compacted throughout the entire depth of the layer which is being consolidated, into a
dense, homogeneous mass, filling all corners and angles, thoroughly embedding the
reinforcement, eliminating rock pockets, and bringing only a slight excess of water to the
exposed surface of concrete. Vibrators shall be Group 3 per ACI 309 — Consolidation of
Concrete, high speed power vibrators (8000 to 12,000 rpm) of an immersion type in
sufficient number and with at least one standby unit as required. Group 2 vibrators may
be used only at specific locations when accepted by the ENGINEER.
B. Care shall be used in placing concrete around waterstops. The concrete shall be
carefully worked by rodding and vibrating to make sure that all air and rock pockets have
been eliminated. Where flat-strip type waterstops are placed horizontally, the concrete
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shall be worked under the waterstops by hand, making sure that air and rock pockets
have been eliminated. Concrete surrounding the waterstops shall be given additional
vibration over and above that used for adjacent concrete placement to assure complete
embedment of the waterstops in the concrete.
C. Concrete in walls shall be internally vibrated and at the same time rammed, stirred, or
worked with suitable appliances, tamping bars, shovels, or forked tools until it completely
fills the forms or excavations and closes snugly against each surface. Subsequent
layers of concrete shall not be placed until the layers previously placed have been
worked thoroughly. Vibrators shall be provided in sufficient numbers, with standby units
as required, to accomplish the required results within 15 minutes after concrete of the
prescribed consistency is placed in the forms. The vibrating head shall not contact the
surfaces of the forms. Care shall be taken not to vibrate concrete excessively or to work
it in any manner that causes segregation of its constituents.
3.7 FINISHING CONCRETE SURFACES
A. General: Surfaces shall be free from fins, bulges, ridges, offsets, honeycombing, or
roughness of any kind, and shall present a finished, smooth, continuous hard surface.
Allowable deviations from plumb or level and from the alignment, profiles, and
dimensions indicated are defined as tolerances and are indicated above. These
tolerances are to be distinguished from irregularities in finish as described herein.
Aluminum finishing tools shall not be used.
B. Formed Surfaces: Treatment is required after form removal, curing, repair of defective
concrete, treatment of surface defects and as defined in Section 3.8 Architectural Finish.
Where architectural finish is required, it shall be as indicated.
1. Surface holes larger than 1A-inch in diameter or deeper than 1/4-inch are defined as
surface defects in basins and exposed walls.
C. Unformed Surfaces: After proper and adequate vibration and tamping, unformed top
surfaces of slabs, floors, walls, and curbs shall be brought to a uniform surface with
suitable tools. Slabs shall be finished per the requirements of ACI 302.1R. Immediately
after the concrete has been screeded, it shall be treated with a liquid evaporation
retardant. The retardant shall be used again after each work operation as necessary to
prevent drying shrinkage cracks. Round off edges of slabs with steel edging tool, except
where cove or other finishes are shown. Steel edging tool radius shall be 1/4 inch for
slabs subject to wheeled traffic. The classes of finish for unformed concrete surfaces
are designated and defined as follows:
1. Finish U1 - Sufficient leveling and screeding to produce an even, uniform surface
with surface irregularities not to exceed 3/8-inch. No further special finish is
required.
2. Finish U2 — (Wood/Steel Float Finish) After sufficient stiffening of the screeded
concrete, surfaces shall be float finished with wood or metal floats or with a finishing
machine using float blades. Excessive floating of surfaces while the concrete is
plastic and dusting of dry cement and sand on the concrete surface to absorb
excess moisture will not be permitted. Floating shall be the minimum necessary to
produce a surface that is free from screed marks and is uniform in texture. Surface
irregularities shall not exceed 1/4-inch. Joints and edges shall be tooled where
indicated or as determined by the ENGINEER.
3. Finish U3 — (Steel Troweled Finish) After the Finish U2 surface has hardened
sufficiently to prevent excess of fine material from being drawn to the surface use
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evaporation retarder. Steel troweling shall be performed with firm pressure such as
will flatten the sandy texture of the floated surface and produce a dense, uniform
surface free from blemishes, ripples, and trowel marks. The finish shall be smooth
and free of all irregularities. The final troweling shall produce a ringing sound from
the trowel. Excessive troweling is not permitted. Power trowel finishing will only be
permitted when done in accordance with directions of machine manufacturer.
4. Finish U4 — (Broomed Finish) Trowel the Finish U3 surface to remove local
depressions or high points. In addition, the surface shall be given a light broom
finish with brooming perpendicular to drainage unless otherwise indicated. The
resulting surface shall be rough enough to provide a nonskid finish.
5. Type U5 — (Sidewalk Finish) Slope walks down '/4 inch per foot away from
structures, unless otherwise shown. Complete the Finish U4 with the broom finish
perpendicular to the direction of travel or as shown. Lay out sidewalk surfaces in
blocks, as shown or as directed by ENGINEER, with grooving tool.
6. Type U6 — (Concrete Curbs) Float top surface of curb smooth, and finish all
discontinuous edges with steel edger. After concrete has taken its initial set,
remove front form and give exposed vertical surface an ordinary wall finish, Type
W-1.
7. Unformed surfaces shall be finished according to the following schedule:
UNFORMED SURFACE FINISH SCHEDULE
Area Finish
Grade slabs and foundations to be covered with U1
concrete or fill material
Floors to be covered with grouted tile or topping grout U2
Water bearing slabs with slopes 10 percent and less U3
Water bearing slabs with slopes greater than 10 U3
percent
Slabs not water bearing U4
Slabs to be covered with built-up roofing U2
Interior slabs and floors to receive architectural finish U3
or protective coating system C-1 (See Section 09800)
Top surface of walls (Exposed) U3
3.8 ARCHITECTURAL FINISH
A. General: Architectural finishes shall be provided only where specifically indicated below
or as shown on the Drawings. In other locations, the paragraph entitled Finishing
Concrete Surfaces shall apply.
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B. Type W-1 (Ordinary Wall Finish) Immediately after the forms have been stripped, the
concrete surface shall be inspected and any poor joints, voids, rock pockets, or other
defective areas shall be repaired and form-tie holes filled as indicated herein.
C. Architectural finishes shall not be applied until the concrete surface has been repaired as
required and the concrete has cured at least 14 Days.
D. Architecturally treated concrete surfaces shall conform to the accepted sample in
texture, color, and quality. It shall be the CONTRACTOR's responsibility to maintain and
protect the concrete finish.
E. Type W-2 (Smooth Wall Finish): Finish per type W-1 and repair any rough spots
resulting from form release agent failure or other reasons to provide smooth uniform
appearance. Provide 100 percent grind of wall surface resulting in uniform surface
texture and appearance.
F. Type W-3 (below grade waterproofed)
1. Concrete has been cured for a minimum of 14 days
2. Surface are light broom finish or smoother; dry, clean, firm, and free from laitance,
frost, dust, dirt, oil, curing compounds or other foreign matter detrimental to
performance of membrane.
3. Voids, cracks, holes, and other damaged surfaces have been repaired with material
compatible with membrane.
4. Joint and transitions between planes are sharply formed and free of broken edges
or loose aggregates, and are completely free of preformed joint fillers, sealants, or
back-up material to depth at least twice width of joint.
G. Type W-7 (Smooth Rubbed Concrete Finish)
1. The concrete surface shall be finished per Type W-1 and W-2 the same day forms
are removed. The concrete surface shall then be wetted, and a grout shall be
applied with a brush. The grout shall be made by mixing one part portland cement
and one part of fine sand that will pass a No. 16 sieve with sufficient water to give it
the consistency of thick paint. The cement used in said grout shall be 1/2 gray and
1/2 white portland cement, or other proportion as determined by the ENGINEER.
White portland cement shall be Atlas white, or equal. Calcium chloride at 5
percent by volume of the cement shall be used in the brush coat. The freshly
applied grout shall be vigorously rubbed into the concrete surface with a wood float
filling all small air holes. After all the surface grout has been removed with a steel
trowel, the surface shall be allowed to dry and, when dry, shall be vigorously rubbed
with burlap to remove completely all surface grout so that there is no visible paint-
like film of grout on the concrete. The entire cleaning operation for any area shall
be completed the day it is started, and no grout shall be left on the surface
overnight.
2. Cleaning operations for any given day shall be terminated at panel joints. It is
required that the various operations be carefully timed to secure the desired effect
which is a light-colored concrete surface of uniform color and texture without any
appearance of a paint or grout film.
3. In the event that improper manipulation results in an inferior finish, the
CONTRACTOR shall rub such inferior areas with carborundum bricks.
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4. Before beginning any of the final treatment on exposed surfaces, the
CONTRACTOR shall treat in a satisfactory manner a trial area of at least 200
square feet in some inconspicuous place selected by the ENGINEER and shall
preserve said trial area undisturbed until final completion.
H. Type W-9 (Grout Cleaned Finish)
1. Meet requirement for Type W-7, and grout shall be 1 part Portland cement and 1-1/2
parts fine sand and boding agent to produce grout consistency of thick paint. White
Portland cement shall be used for the entire portion of Portland cement in order to
produce color matching of surrounding concrete, as determined by trial batch.
2. Wet surface of concrete sufficiently to prevent absorption of water fro grout
uniformly with brushes or spray gun. A latex bonding admixture may be used.
I. Sandblasted Concrete Finish:
1. Sandblasting shall be done in a safe manner acceptable to local authorities and per
OSHA requirements. The sandblasting shall be a light sandblast to remove laitance
and to produce a uniform fine aggregate surface texture with approximately 1/32- to
1/16-inch of surface sandblasted off. Corners, patches, form panel joints, and soft
spots shall be sandblasted with care.
2. The CONTRACTOR shall provide a 3-sq ft sample panel of the sandblasted finish
for acceptance by the ENGINEER prior to starting the sandblasting WORK. The
sample panel shall include a corner, plugs, and joints and shall be marked after
approval. Other sandblasting shall be equal in finish to the sample panel.
3. Protection against sandblasting shall be provided on adjacent surfaces and
materials not requiring sandblasting. After sandblasting, the concrete surfaces shall
be washed with clean water and excess sand removed.]
J. Wall surfaces shall be finished according to the following schedule:
WALL SURFACE FINISH SCHEDULE
Area Finish
Exterior Wall Surfaces
Above grade/exposed (above a point 6" below finish W-2
grade
Above grade/covered with brick veneer or other finish W-1
material
Backfilled/waterproofed (below a point 6" below final W-3
grade)
Backfilled/not waterproofed (below a point 6" below W-1
final grade)
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Above grade walls requiring architectural finish per W-7 or W-9
drawings
Interior Wall Surfaces
Liquid holding structures not painted or coated W-1
Building and other dry areas not painted or coated W-2
3.9 CURING AND DAMPPROOFING
A. General: Concrete shall be cured for not less than 7 Days after placing, in accordance
with the methods indicated below for the different parts of the WORK.
Surface to be Cured or Dampproofed Method
Unstripped forms 1
Wall sections with forms removed 6
Construction joints between footings and walls, and between floor 2
slab and columns
Encasement and ductbank concrete and thrust blocks 3
All concrete surfaces not specifically indicated in this Paragraph 4
Floor slabs on grade in hydraulic structures 5
Slabs not on grade, and concrete surface receiving coating, 6
hardener, and concrete wall surface receiving waterproofing
All concrete containing silica fume 7
B. Method 1: Wooden forms shall be wetted immediately after concrete has been placed
and shall be kept wet with water until removal. If steel forms are used the exposed
concrete surfaces shall be kept continuously wet until the forms are removed. If forms
are removed within 7 Days of placing the concrete, curing shall be continued in
accordance with Method 6 below.
C. Method 2: The surface shall be covered with burlap mats which shall be kept wet with
water for the duration of the curing period, until the concrete in the walls has been
placed. No curing compound shall be applied to surfaces.cured under Method 2..
D. Method 3: The surface shall be covered with moist earth not less than 4 hours nor more
than 24 hours after the concrete is placed. Earthwork operations that may damage the
concrete shall not begin until at least 7 Days after placement of concrete.
E. Method 4: The surface shall be sprayed with a liquid curing compound.
1. It shall be applied in accordance with the manufacturer's printed instructions at a
maximum coverage rate of 200 square feet per gallon and in such a manner as to
cover the surface with a uniform film that will seal thoroughly.
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2. Where the curing compound method is used, care shall be exercised to avoid
damage to the seal during the 7 Day curing period. If the seal is damaged or
broken before the expiration of the curing period, the break shall be repaired
immediately by the application of additional curing compound over the damaged
portion.
3. Wherever curing compound has been applied by mistake to surfaces against which
concrete subsequently is to be placed and to which it is to adhere, compound shall
be entirely removed by wet sandblasting just prior to the placing of new concrete.
4. Curing compound shall be applied as soon as the concrete has hardened enough to
prevent marring on unformed surfaces and within 2 hours after removal of forms.
Repairs to formed surfaces shall be made within the 2 hour period; provided,
however, that any such repairs which cannot be made within the said 2 hour period
shall be delayed until after the curing compound has been applied. When repairs
are to be made to an area on which curing compound has been applied, the area
involved shall first be wet-sandblasted to remove the curing compound.
5. At locations where concrete is placed adjacent to a panel which has been coated
with curing compound, the panel shall have curing compound reapplied to an area
within 6-feet of the joint and to any other location where the curing membrane has
been disturbed.
6. Prior to final acceptance of the WORK, visible traces of curing compound shall be
removed from surfaces in such a manner that does not damage the surface finish.
F. Method 5:
1. Until the concrete surface is covered with curing compound, the entire surface shall
be kept damp by applying water using nozzles that atomize the flow so that the
surface is not marred or washed. The concrete shall be given a coat of curing
compound in accordance with Method 4 above. Not less than one hour nor more
than 4 hours after the curing compound has been applied, the surface shall be
wetted with water delivered through a fog nozzle, and concrete-curing blankets shall
be placed on the slabs. The curing blankets shall be polyethylene sheet,
polyethylene-coated waterproof paper sheeting, or polyethylene-coated burlap. The
blankets shall be laid with the edges butted together and with the joints between
strips sealed with 2-inch wide strips of sealing tape or with edges lapped not less
than 3-inches and fastened together with a waterproof cement to form a continuous
watertight joint.
2. The curing blankets shall be left in place during the 7 Day curing period and shall
not be removed until after concrete for adjacent work has been placed. If the curing
blankets become torn or otherwise ineffective, the CONTRACTOR shall replace
damaged sections. During the first 3 Days of the curing period, no traffic of any
nature and no depositing, temporary or otherwise, of any materials shall be
permitted on the curing blankets. During the remainder of the curing period, foot
traffic and temporary depositing of materials that impose light pressure will be
permitted only on top of plywood sheets 5/8-inch minimum thickness, laid over the
curing blanket. The CONTRACTOR shall add water under the curing blanket as
often as necessary to maintain damp concrete surfaces at all times.
G. Method 6: This method applies to both walls and slabs.
1. The concrete shall be kept continuously wet by the application of water for a
minimum period of at least 7 days beginning immediately after the concrete has
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reached final set or forms have been removed. Wall surface receiving waterproofing
shall be kept continuously wet by the application of water for a minimum period of
at least 14 days immediately after forms have been removed.
2. Until the concrete surface is covered with the curing medium, the entire surface
shall be kept damp by applying water using nozzles that atomize the flow so that the
surface is not marred or washed.
3. Heavy curing mats shall be used as a curing medium to retain the moisture during
the curing period. The curing medium shall be weighted or otherwise held
substantially in contact with the concrete surface to prevent being dislodged by wind
or any other causes. Edges shall be continuously held in place.
4. The curing blankets and concrete shall be kept continuously wet by the use of
sprinklers or other means both during and after normal working hours.
5. Immediately after the application of water has terminated at the end of the curing
period, the curing medium shall be removed, the entire concrete surface shall be
wetted, and curing compound shall be immediately applied to the entire surface in
accordance with Method 4 above.
6. The CONTRACTOR shall dispose of excess water from the curing operation to
avoid damage to the WORK.
H. Method 7: This method applies to concrete containing silica fume for walls and slabs
and shall be used in addition to the curing methods 1 through 6, and shall be concluded
within one hour of concrete placement.
1. In addition to the requirements of Method 1 for unstripped forms, Method 6 for walls
after the forms are removed, and Method 4 for slabs, wall surfaces after the forms
are removed and slab surfaces shall be coated with 2 coats of a white pigmented
curing compound as indicated in Method 4 above. A second coat of white
pigmented curing compound shall be applied to the concrete surface at 7 Days after
the application of the initial coats. In addition, a prewetted burlap shall be placed
over the flat work surface and kept continuously wet for a minimum of 7 Days or
until the time necessary to attain 70 percent of the required compressive strength in
accordance with ACI 308 Section 3.1.3.
I. Dampproofing:
1. The exterior surfaces of roof slabs to be buried and walls to be backfilled shall be
dampproofed as follows.
2. Immediately after completion of curing the surface shall be sprayed with a
dampproofing agent consisting of an asphalt emulsion. Application shall be in 2
coats. The first coat shall be diluted to one-half strength by the addition of water
and shall be sprayed on so as to provide a maximum coverage rate of 100 square
feet per gallon of dilute solution. The second coat shall consist of an application of
the undiluted material, and shall be sprayed on so as to provide a maximum
coverage rate of 100 square feet per gallon. Dampproofing material shall be as
indicated above.
3. As soon as the material has taken an initial set, the entire area thus coated shall be
coated with whitewash. Any formula for mixing the whitewash may be used if it
produces a uniformly coated white surface and remains until placing of the backfill.
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If the whitewash fails to remain on the surface until the backfill is placed, the
CONTRACTOR shall apply additional whitewash.
3.10 PROTECTION
A. The CONTRACTOR shall protect concrete against injury until final acceptance.
B. Fresh concrete shall be protected from damage due to rain, hail, sleet, or snow. The
CONTRACTOR shall provide such protection while the concrete is still plastic and
whenever precipitation is imminent or occurring.
3.11 CURING IN COLD WEATHER
A. Water curing of concrete may be reduced to 6 Days during periods when the mean daily
temperature in the vicinity of the Site is less than 40 degrees F; provided that, during the
prescribed period of water curing, when temperatures are such that concrete surfaces
may freeze, water curing shall be temporarily discontinued.
B. Concrete cured by an application of curing compound will require no additional
protection from freezing if the protection at 50 degrees F for 72 hours is obtained by
means of approved insulation in contact with the forms or concrete surfaces; otherwise
the concrete shall be protected against freezing temperatures for 72 hours immediately
following 72 hours protection at 50 degrees F. Concrete cured by water shall be
protected against freezing temperatures for 72 hours immediately following the 72 hours
of protection at 50 degrees F.
C. Discontinuance of protection against freezing temperatures shall be such that the drop in
temperature of any portion of the concrete will be gradual and will not exceed 40
degrees F in 24 hours. In the spring, when the mean daily temperature rises above 40
degrees F for more than 3 successive Days, the required 72-hour protection at a
temperature not lower than 50 degrees F may be discontinued for as long as the mean
daily temperature remains above 40 degrees F; provided, that the concrete shall be
protected against freezing temperatures for not less than 48 hours after placement.
D. Where artificial heat is employed, special care shall be taken to prevent the concrete
from drying. Use of unvented heaters will be permitted only when unformed surfaces of
concrete adjacent to the heaters are protected for the first 24 hours from an excessive
carbon dioxide atmosphere by application of curing compound; provided, that the use of
curing compound for such surfaces is otherwise permitted.
3.12 TREATMENT OF SURFACE DEFECTS
A. As soon as forms are removed, exposed surfaces shall be carefully examined and any
irregularities shall be immediately rubbed or ground in a satisfactory manner in order to
secure a smooth, uniform, and continuous surface. Plastering or coating of surfaces to
be smoothed will not be permitted. No repairs shall be made until after inspection by the
ENGINEER. In no case will extensive patching of honeycombed concrete be permitted.
Concrete containing minor voids, holes, honeycombing, or similar depression defects
shall be repaired as indicated below. Concrete containing extensive voids, holes,
honeycombing, or similar depression defects shall be completely removed and replaced.
Repairs and replacements shall be performed promptly.
B. Defective surfaces to be repaired shall be cut back from trueline a minimum depth of
1/2-inch over the entire area. Feathered edges will not be permitted. Where chipping or
cutting tools are not required in order to deepen the area properly, the surface shall be
prepared for bonding by the removal of all laitance or soft material, plus not less than
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1/32-inch depth of the surface film from all hard portions by means of an efficient
sandblast. After cutting and sandblasting, the surface shall be wetted sufficiently in
advance of shooting with shotcrete or with cement mortar so that while the repair
material is being applied, the surfaces underneath will remain moist but not so wet as to
overcome the suction upon which a good bond depends. The material used for repair
shall consist of a mixture of one sack of cement to 3 cubic feet of sand. For exposed
walls, the cement shall contain such a proportion of Atlas white portland cement as is
required to make the color of the patch match the color of the surrounding concrete.
C. Holes left by tie-rod cones shall be reamed with suitable toothed reamers so as to leave
the surfaces of the holes clean and rough. Holes then shall be repaired in an approved
manner with dry-packed cement grout. Holes left by form-tying devices having a
rectangular cross-section and other imperfections having a depth greater than their least
surface dimension shall not be reamed but shall be repaired in an approved manner with
dry-packed cement grout.
D. Repairs shall be built up and shaped in such a manner that the completed WORK will
conform to the requirements of this Section, as applicable, using approved methods
which will not disturb the bond, cause sagging, or cause horizontal fractures. Surfaces
of repairs shall receive the same kind and amount of curing treatment as required for the
concrete in the repaired section.
E. Prior to filling any structure with water, cracks shall be "vee'd" as indicated and filled with
sealant conforming to the requirements of Section 03290 - Joints in Concrete. This
repair method shall be done on the water bearing face of members. Prior to backfilling,
faces of members in contact with fill, which are not covered with a waterproofing
membrane, shall also have cracks repaired as indicated herein.
3.13 PATCHING HOLES IN CONCRETE
A. Patching Small Holes:
1. Holes that are less than 12 inches in the least dimension and extend completely
through concrete members shall be filled.
2. Small holes in members that are water-bearing or in contact with soil or other fill
material shall be filled with non-shrink grout. Where a face of the member is
exposed to view, the non-shrink grout shall be held back 2 inches from the finished
surface. The remaining 2 inches shall then be patched according to the Article
above entitled "Treatment of Surface Defects."
3. Small holes through all other concrete members shall be filled with non-shrink grout,
with exposed faces treated as above.
B. Patching Large Holes:
•
1. Holes which are larger than 12 inches in the least dimension shall have a keyway
chipped into the edge of the opening all around, unless a formed keyway exists.
The holes shall then be filled with concrete as indicated herein.
2. Holes which are larger than 24 inches in the least dimension and which do not have
reinforcing steel extending from the existing concrete, shall have reinforcing steel
set in grout in drilled holes. The reinforcing added shall match the reinforcing in the
existing wall unless indicated otherwise.
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3. Large holes in members that are water bearing or in contact with soil or other fill
shall have a hydrophilic type waterstop material placed around the perimeter of the
hole in accordance with Section 03290 - Joints in Concrete, unless there is an
existing waterstop in place.
3.14 CARE AND REPAIR OF CONCRETE
A. The CONTRACTOR shall protect concrete against injury or damage from excessive
heat, lack of moisture, overstress, or any other cause until final acceptance. Particular
care shall be taken to prevent the drying of concrete and to avoid roughening or
otherwise damaging the surface. Any concrete found to be damaged, or which may
have been originally defective, or which becomes defective at any time prior to the final
acceptance of the completed WORK, or which departs from the established line or
grade, or which, for any other reason, does not conform to the requirements of the
Contract Documents, shall be satisfactorily repaired or removed and replaced with
acceptable concrete.
- END OF SECTION -
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SECTION 03315 - GROUT
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall provide grout, complete and in place, in accordance with the
Contract Documents
B. The following types of grout are covered in this Section:
1. Cement Grout
2. Non-Shrink Grout - Class I (cement based)
3. Non-Shrink Grout- Class II (cement based)
4. Non-Shrink Epoxy Grout
5. Epoxy Anchor Grout for Adhesive Anchors
6. Topping Grout and Concrete/Grout Fill
1.2 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
1. Certified testing lab reports for tests indicated herein.
2. Test results and service report from the field tests and the demonstration and
training session verifying the requirements indicated herein.
3. Certification that grouts used on the project contain no chlorides or other chemicals
that cause corrosion.
4. Manufacturer's literature containing instructions and recommendations on the
mixing, handling, placement, curing, and appropriate uses for each type of grout
used in the WORK, and location of use. ICBO/ES report shall be submitted for
epoxy anchor grout for adhesive anchors.
5. Manufacturer's certification that its non-shrink grout does not contain aluminum,
zinc, or magnesium powders as a method of expansion.
6. Submit manufacturer's written warranty as indicated herein.
7. Name and telephone number of grout manufacturer's representative who will give
on-Site service. The representative shall have at least one year of experience with
the indicated grouts.
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1.3 QUALITY ASSURANCE
A. Field Tests
1. Compression test specimens will be taken from the first placement of each type of
grout, and at intervals thereafter selected by the ENGINEER. The specimens will
be made by the ENGINEER or its representative.
2. Compression tests and fabrication of specimens for cement grout and cement
based non-shrink grout will be performed in accordance with ASTM C 1107 -
Packaged Dry, Hydraulic-Cement Grout (Nonshrink), at intervals during construction
selected by the ENGINEER. A set of 3 specimens will be made for testing at 7
Days, 28 Days, and each additional time period as appropriate.
3. Compression tests and fabrication of specimens for topping grout and
concrete/grout fill will be performed in accordance with Section 03300 - Cast-in-
Place Concrete, at intervals during construction selected by the ENGINEER.
4. Compression tests and fabrication of specimens for epoxy grouts will be performed
in accordance with ASTM C 579 - Test Methods for Compressive Strength of
Chemical-Resistant Mortars and Monolithic Surfacings and Polymer Concretes,
Method B, at intervals during construction selected by the ENGINEER. A set of
three specimens will be made for testing at 7 Days and each earlier time period as
appropriate.
5. The cost of laboratory tests on grout will be paid by the OWNER except where test
results show the grout to be defective. In such case, the CONTRACTOR shall pay
for the tests, removal and replacement of Defective Work, and re-testing, all as part
of the WORK.
6. The CONTRACTOR shall assist the ENGINEER in obtaining specimens for testing
and shall furnish materials necessary for fabricating the test specimens.
B. Construction Tolerances: Construction tolerances shall be as indicated in Section
03300 — Cast-in-Place Concrete unless indicated otherwise.
C. Pre-Installation Demonstration and Training:
1. Cement and Epoxy-Based Non-Shrink Grouts
a. The grout manufacturer shall give a demonstration and training session for the
cement based non-shrink and epoxy grouts to be used on the project, before
any installation of grout is allowed.
b. Training session shall use a minimum of 5 bags of cement-based non-shrink
class I grout mixed to fluid consistency. Tests shall be conducted for flow cone
and bleed tests. Six cubes for testing at 1, 3, and 28 Days shall be made. The
remaining grout shall be placed, and curing may be initiated on actual project
placements such as baseplates and tie holes to provide on-the-job training for
the CONTRACTOR and ENGINEER. The CONTRACTOR employees who will
be doing the grouting shall participate in this training and demonstration
session. The training session shall include methods for curing the grout.
c. The manufacturer shall mix enough cement-based non-shrink class II grout for
a minimum of 15 tie holes and shall train the CONTRACTOR's employees in
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how to perform the WORK and cure the grout. The CONTRACTOR shall have
the employees assisting in the mixing and sealing of the tie holes.
d. If the project includes patching, throughbolt holes, epoxy anchors, and/or
blockouts, the manufacturer shall also train the CONTRACTOR'S employees in
the mixing and curing of the epoxy grouts for each of these applications.
e. The CONTRACTOR shall transport the test cubes to an independent test
laboratory, obtain the test reports, and report these demonstration and training
test cube strengths to the ENGINEER.
2. Epoxy Anchor Grout for Adhesive Anchors
a. Special inspection as recommended by the ICBO/ES report or as required by
the building department shall be required for adhesive anchor installations.
Cost of special inspection of adhesive anchors will be paid by the OWNER.
b. Before installing adhesive anchors in the WORK, adhesive anchor installers
shall be trained and qualified at the Site by the manufacturer's representative.
Training and qualification for each installer shall include at least:
1) Hole drilling procedure, hole preparation and cleaning techniques,
adhesive injection technique and dispenser training/maintenance, rebar
dowel preparation and installation, and proof loading/torquing.
2) Anchors installed in both the vertical and horizontal positions in a mock-
up concrete panel of adequate size and thickness. Anchors shall be
tested in tension and shear loading. A minimum of 3 anchors shall be
tested for each installation position.
3) Anchors shall be tested at 2 times the published allowable load in tension
and in shear as indicated in the ICBO/ES report.
4) If any of the three test bolts in any installation position fail to reach the
test loads, the installer shall be re-tested with the same procedure. Re-
testing is required only for the failed installation position.
5) An installer who has three consecutive successful bolt tests in the first or
second trial is considered qualified for adhesive anchor installation for this
project. The manufacturer's representative shall issue a certificate to the
qualified installer, and a copy of the certificate shall be filed with the
CONTRACTOR and be submitted to the ENGINEER.
6) The test anchor size shall be the largest size adhesive anchor used on
the project. The embedment length shall be long enough to develop the
allowable steel strength per AISC Manual of Steel Construction.
7) Each installer shall be re-qualified every 6 months for the duration of the
project by the same qualifying procedure.
8) The certification of each qualified installer shall be available for
verification at the Special Inspector's request.
9) Defective anchors noted by the Special Inspector shall be replaced and
re-installed by the CONTRACTOR without any additional compensation.
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1.4 SPECIAL CORRECTION OF DEFECTS PROVISIONS
A. Manufacturer's Warranty
1. Furnish one-year warranty for WORK provided under this section.
2. Manufacturer's warranty shall not contain a disclaimer limiting responsibility to the
purchase price of products or materials.
PART 2 -- PRODUCTS
2.1 APPLICATION
A. Unless indicated otherwise, grouts shall be provided as listed below whether indicated
on the Drawings or not.
Application Type of Grout
Anchor bolts and reinforcing steel required to be set in Non-Shrink - Class I
grout in which the average working or operating
temperature will be over 100 degrees F or in high fire risk
areas.
Anchor bolts and reinforcing steel required to be set in Epoxy Anchor Grout
grout that is not in high temperature or high fire risk areas.
Beam and column (1 or 2 story) base plates less than 16- Non-Shrink - Class I
inches in the least dimension.
Column base plates (greater than 2 story or larger than Non-Shrink - Class II
16 inches in the least dimension)
Storage tanks and other non-motorized equipment and Non-Shrink - Class I
machinery under 30 horsepower
Pumps over 1000 horsepower, unless indicated otherwise Non-Shrink Epoxy
Filling blockout spaces for embedded items such as Non-Shrink - Class I
railing posts, gate guide frames, etc. (Class II where
placement time
exceeds 20 min.)
Under precast concrete elements Non-Shrink - Class II
Toppings and concrete/grout fill less than 3 inches thick Topping Grout
Toppings and concrete/grout fill greater than 3 inches Structural Concrete
thick per 03300
Surface repairs Cement Grout
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Repair of holes and defects in concrete members which Non-Shrink - Class I
are not water bearing and not in contact with soil or other
fill material
Repair of holes and defects in concrete members which Non-Shrink - Class II
are water bearing or in contact with soil or other fill
materials
Any application not listed above, where grout is called for Non-Shrink Class I,
on the Drawings unless noted
otherwise
2.2 CEMENT GROUT
A. Cement grout shall be composed of one part cement, three parts sand, and the
minimum amount of water necessary to obtain the desired consistency. Where needed
to match the color of adjacent concrete, white portland cement shall be blended with
regular cement as needed. The minimum compressive strength at 28 Days shall be
4000 psi.
B. Cement grout materials shall be as indicated in Section 03300— Cast-in-Place Concrete.
2.3 NON-SHRINK GROUTS (cement based)
A. General:
1. Cement-based non-shrink grout shall be a prepackaged, inorganic, fluid, non-gas-
liberating, non-metallic, cement type grout requiring only the addition of water.
Cement from kilns burning metal-rich hazardous waste fuel shall not be used.
2. Manufacturer's instructions shall be printed on each bag or other container in which
the materials are packaged. The specific formulation for each class of non-shrink
grout indicated herein shall be that recommended by the manufacturer for the
particular application.
3. Grout shall not contain chlorides or additives that may contribute to corrosion.
4. Grout shall be formulated to be used at any consistency from fluid to plastic.
5. Cement-based non-shrink grout shall have the following minimum properties when
tested at a fluid consistency, at 28 Days:
a. Minimum tensile splitting strength of 500 psi per ASTM C 496 - Standard Test
Method for Splitting Tensile Strength of Cylindrical Concrete Specimens.
b. Minimum flexural strength of 1000 psi per ASTM C 580 - Standard Test Method
for Flexural Strength and Modulus of Elasticity of Chemical-Resistant Mortars,
Grouts, Monolithic Surfacings, and Polymer Concretes.
c. Minimum bond strength (concrete to grout) of 1900 psi per modified ASTM C
882 - Standard Test Method for Bond Strength of Epoxy-Resin Systems Used
with Concrete by Slant Shear.
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d. Grout shall be certified for use in freeze/thaw environments.
B. Class I Non-Shrink Grout:
1. Class I non-shrink grout shall have a minimum 28 Day compressive strength of
5000 psi when mixed at a fluid consistency.
2. Class I non-shrink grout shall meet the requirements of ASTM C 1107, Grade B or
C, when mixed to fluid, flowable, and plastic consistencies.
3. Grout shall have a maximum early age height change of 4.0 percent expansion, and
shall have no shrinkage (0.0 percent) in accordance with ASTM C 827 — Test
Method for Early Volume Change of Cementitious Mixtures. The grout when tested
shall not bleed or segregate at maximum allowed water.
4. Grout shall have no shrinkage (0.0 percent) and a maximum of 0.3 percent
expansion in the hardened state when tested in accordance with ASTM C 1090 -
Test Method for Measuring Changes in Height of Cylindrical Specimens from
Hydraulic-Cement Grout.
5. Furnish certification that the non-shrink property of grout is not based on gas
production or gypsum expansion.
6. Class I Non-Shrink Grout shall be Masterflow 713 Plus by MBT-Chemrex; Five
Star Grout by Five Star Products; Sikagrout 212 by Sika Corporation; Premier
by L&M Construction Chemicals; High-Flow Grout by Euclid Chemical
Company; CG 200 PC by Hilti, or equal.
C. Class II Non-Shrink Grout:
1. Class II non-shrink grout shall be a high precision, fluid, extended working time,
grout. The minimum 28-Day compressive strength shall be 7500 psi, when mixed at
a fluid consistency.
2. Grout shall have a maximum early age height change of 4.0 percent expansion, and
shall have no shrinkage (0.0 percent) in accordance with ASTM C 827.
3. Grout shall have no shrinkage (0.0 percent) and a maximum of 0.3 percent
expansion in the hardened state when tested in accordance with ASTM C 1090.
4. Class II non-shrink grout shall have an extended working time of 30 minutes
minimum when mixed to a fluid consistency as defined in ASTM C 827 at
temperature extremes of 45 to 90 degrees F in accordance with ASTM C 1107.
5. Class II non-shrink grout shall meet the requirements of ASTM C 1107, Grade B or
C when tested using the amount of water needed to achieve fluid consistency per
ASTM C 939.
6. The grout when tested shall not bleed or segregate at maximum allowed water
content.
7. Provide certification that its non-shrink property is not based on gas production or
gypsum expansion.
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8. Class II non-shrink grout shall be Masterflow 928 by MBT-Chemrex; Five Star
Fluid Grout 100 by Five Star Products; Crystex by L&M Construction
Chemicals; or equal.
2.4 NON-SHRINK EPDXY GROUT
A. Non-shrink epoxy grout shall be applied to the underside of large pump and motor bases
as indicated. Application of grout shall be supervised by the grout manufacturer's
representative.
B. Non-shrink epoxy grout shall be a flowable, non-shrink, 100 percent solids system. The
epoxy grout system shall have three components: resin, hardener, and specially blended
aggregate, each premeasured and prepackaged. The resin component shall not contain
any non-reactive diluents. Resins containing butyl glycidyl ether (BGE) or other highly
volatile and hazardous reactive diluents are not acceptable. Variation of component
ratios is not permitted unless specifically recommended by the manufacturer.
Manufacturer's instructions shall be printed on each container in which the materials are
packaged.
C. Epoxy grout shall have a maximum early age height change of 4.0 percent expansion,
and shall have no shrinkage (0.0 percent) in accordance with ASTM C 827, (modified for
epoxy grouts by using an indicator ball with a specific gravity between 0.9 and 1.1).
D. Epoxy grout shall have a negligible (less than 0.0006 in/in) length change after
hardening, and a coefficient of thermal expansion less than 0.00003 in/in F when tested
according to ASTM C 531 - Test Method for Linear Shrinkage and Coefficient of Thermal
Expansion of Chemical-Resistant Mortars, Grouts, and Monolithic Surfacing.
E. The epoxy grout shall develop a minimum compressive strength of 9000 psi in 24 hours
and 13,000 psi in seven days when tested in accordance with ASTM C 579, method B.
F. The mixed epoxy grout shall have a minimum working life of 90 to 120 minutes at 70
degrees F.
G. The effective bearing area shall be a minimum of 95 percent EBA in accordance with
ASTM C 1339 — Standard Test Method for Flowability and Bearing Area of Chemical-
Resistant Polymer Machinery Grouts, for bearing area and flow.
H. The chemical formulation of the epoxy grout shall be that recommended by the
manufacturer for the particular application. Do not reduce aggregate loading or add
solvents to increase flowability.
I. Non-shrink epoxy grout shall have the following minimum properties when tested at 7
Days:
1. Minimum bond strength to concrete of 3000 psi per ASTM C 882 modified.
2. Minimum bond strength to steel of 1700 psi per ASTM C 882 modified.
3. Minimum flexural strength of 2500 psi per ASTM C 580.
4. Minimum tensile strength of 2000 psi per ASTM C 307 -- Standard Test Method for
Tensile Strength of Chemical-Resistant Mortar, Grouts, and Monolithic Surfacings.
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J. Non-shrink epoxy grout shall be Five Star DP Epoxy Grout by Five Star Products,
Inc.; Masterflow 648 CP Plus by MBT-Chemrex; Sikadur 42 Grout-Pak by Sika
Corporation; or equal.
2.5 EPDXY ANCHOR GROUT
A. Epoxy anchor grout shall conform to ASTM C 881 - Epoxy-Resin-Base Bonding Systems
for Concrete, Type IV, Class A, B and C, Grade 3 with the exception of gel time.
B. Heat deflection temperature per ASTM D 648 -- Test Method for Deflection Temperature
of Plastics under Flexural Load shall be a minimum 120 degrees F.
C. Manufacturer shall certify that the epoxy anchor grout will maintain 90 percent of its
strength up to a temperature of 125 degrees F.
D. Grout shall come in a two-chambered cartridge with a metering system that provides the
proper ratio of hardener and resin. The grout shall also come with a static mixer nozzle
to thoroughly mix the hardener and resin together.
E. Epoxy anchor grout shall be capable of being used in submersed applications once
cured.
F. Compressive strength per ASTM D 695 - Test Method for Compressive Properties of
Rigid Plastics shall be 10,000 psi minimum.
G. If the average working or operating temperature will be over 100° F or in a high fire risk
area, use cement based non-shrink grout and oversized holes.
H. Overhead anchors and anchors in fire-resistive construction shall be cast-in anchors.
I. Embedment of adhesive anchors/rebar shall be deep enough to develop the
anchor/rebar. Embedment shall not exceed 67 percent of the member depth.
J. Epoxy anchor grout shall be Epcon C6 by ITW Ramset/Red Head; Power-Fast Epoxy
Injection Gel by Powers Fasteners; RE 500 by Hilti, Sikadur AnchorFix-4, or equal.
2.6 TOPPING GROUT AND CONCRETE/GROUT FILL
A. Where fill is thicker than 3 inches, structural concrete, as indicated in Section 03300 -
Cast-in-Place Concrete, may be used when accepted by the ENGINEER.
B. Grout for topping of slabs and concrete/grout fill for built-up surfaces of tank, channel,
and basin bottoms shall be composed of cement, fine aggregate, coarse aggregate,
water, and admixtures proportioned and be mixed as indicated. Materials and
procedures indicated for normal concrete in Section 03300 - Cast-in-Place Concrete, -
shall apply unless indicated otherwise.
C. Topping grout and concrete/grout fill shall contain a minimum of 564 pounds of cement
per cubic yard with a maximum water cement ratio of 0.45.
D. Coarse aggregate shall be graded as follows:
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U.S. STANDARD SIEVE SIZE PERCENT BY WEIGHT PASSING
1/2 in 100
3/8 in 90-100
No. 4 20-55
No. 8 5-30
No. 16 0-10
No. 30 0
E. Final mix design shall be as determined by trial mix design as indicated in Section 03300
— Cast-in-Place Concrete, except that drying shrinkage tests are not required.
F. Strength: Minimum compressive strength of topping grout and concrete/grout fill at 28
Days shall be 4000 psi.
2.7 CURING MATERIALS
A. Curing materials shall be in accordance with Section 03300, and as recommended by
the manufacturer of prepackaged grouts.
2.8 CONSISTENCY
A. The consistency of grouts shall be that necessary to completely fill the space to be
grouted for the particular application. Dry pack consistency is such that the grout is
plastic and moldable but will not flow. Where "dry pack" is called for in the Contract
Documents, it shall mean a grout of that consistency; the type of grout to be used shall
be as indicated herein for the particular application.
B. The slump for topping grout and concrete/grout fill shall be adjusted to match placement
and finishing conditions but shall not exceed 4 inches.
2.9 MEASUREMENT OF INGREDIENTS
A. Measurements for cement grout shall be made accurately by volume using containers.
Shovel measurements shall not be allowed.
B. Prepackaged grouts shall have ingredients measured by means recommended by the
manufacturer.
PART 3 -- EXECUTION
3.1 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Grout shall be stored in accordance with manufacturer's recommendations.
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3.2 GENERAL
A. CONTRACTOR shall arrange for the manufacturer of prepackaged grouts to provide on-
Site technical assistance within 72 hours of request, as part of the WORK.
B. Grout shall not be placed until base concrete or masonry has attained its design
strength, unless authorized otherwise by the ENGINEER.
C. When cementitious grouts are used on concrete surfaces, the concrete surface shall be
saturated with water for 24 hours prior to placement. Upon completion of the saturation
period, excess water shall be removed with clean, oil free compressed air prior to
grouting. Concrete substrate shall not be wet prior to placement of epoxy grouts.
D. Surface preparation, curing, and protection of cement grout shall be in accordance with
Section 03300— Cast-in-Place Concrete. The finish of the grout surface shall match that
of the adjacent concrete unless otherwise indicated.
E. Surfaces that will be in contact with grout shall be free of dirt, loose rust, oil, wax,
grease, curing compounds, laitance, loose concrete, and other deleterious materials.
F. Shade the WORK from sunlight for at least 24 hours before and 48 hours after grouting.
G. Contact the grout manufacturer's representative for assistance on hot and cold weather
grouting techniques and precautions if applicable.
3.3 GROUTING PROCEDURES
A. General: Mixing, surface preparation, handling, placing, consolidation, curing, and other
means of execution for prepackaged grouts shall be done according to the instructions
and recommendations of the manufacturer.
B. Structural, equipment, tank, and piping support bases shall be grouted, unless indicated
otherwise.
1. The original concrete shall be blocked out or finished off a sufficient distance below
the plate to provide for a minimum one-inch thickness of grout, or a thickness as
indicated.
2. After the base plate has been set in position at the proper elevation by steel wedges
or double nuts on the anchor bolts, the space between the bottom of the plate and
the original pour of concrete shall be filled with non-shrink-type grout through a
headbox of appropriate size. The mixture shall be of a fluid consistency and poured
continuously into the space between the plate and the base concrete. Forms for
grout shall be tight against retaining surfaces, and joints shall be sealed as
recommended by the grout manufacturer to be liquid-tight. Forms shall be coated
as recommended by the grout manufacturer for easy form release. Where this
method of placement is not practical or where required by the ENGINEER, alternate
grouting methods shall be submitted for acceptance by the ENGINEER.
C. Drilled anchors and Reinforcing Bars:
1. General
a. Drilled anchors and reinforcing bars shall be installed in strict accordance with
the manufacturer's instructions. Holes shall be roughened with a brush on a
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power drill, and cleaned. Drilled anchors shall not be installed until the concrete
has reached the required 28 Day compressive strength. Anchors shall not be
loaded until the grout has reached its indicated strength in accordance with the
manufacturer's instructions.
b. The CONTRACTOR shall identify position of reinforcing steel and other
embedded items prior to drilling holes. Care shall be exercised in coring and
drilling to avoid damaging existing reinforcing or embedded items. Notify the
ENGINEER if reinforcing steel or other embedded items are encountered
during drilling. Take precautions as necessary to avoid damaging prestressing
tendons, electrical and communications conduit, and piping.
2. Epoxy Adhesive Anchors
a. Grout shall be proportioned and mixed with automatic equipment.
b. Unless otherwise indicated, embedment shall be sufficient to develop the
ultimate tensile strength of the anchor or reinforcing bar per the manufacturer's
ICBO/ES report, but shall not be less than 8 diameters for threaded rod or 12
diameters for reinforcing or smooth bars.
c. Holes shall be dry.
3. Cement Based Non-Shrink Grout
a. In places of high temperature or fire hazard, anchor bolts shall be grouted in
using cement based non-shrink grout, Class I.
b. Unless otherwise indicated, embedment shall be sufficient to develop the
ultimate tensile strength of the anchor or reinforcing bar per the manufacturer's
ICBO/ES report, but shall not be less than 16 diameters for threaded rod or 24
diameters for reinforcing or smooth bars.
c. When the bolt diameter is one-inch or less, the hole diameter should be a
minimum of 2 inches. When the bolt diameter is greater than one-inch, the hole
diameter should be at least twice the bolt diameter.
d. Drilled holes shall be saturated with water for not less than 24 hours before
installation of anchor/rod/rebar.
e. The non-shrink grout should be placed in the holes in a non-sag (trowelable)
consistency. The grout should be placed in the holes before the anchor and
then the anchor inserted and vibrated to ensure proper coverage.
D. Topping Grout and Concrete/Grout-Fill: -
1. Mechanical, electrical, and finish WORK shall be completed prior to placement of
topping or concrete/grout fill. To ensure bonding to the base slab, the base slab
shall be given an exposed aggregate finish. Alternatively where accepted by the
ENGINEER, the base slab shall be given a roughened textured surface by a close-
spaced rake while the surface is green. After curing, high pressure washing shall
expose the aggregates and produce not less than a 3/16-inch amplitude roughness.
Jackhammers or chipping hammers shall not be used.
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2. The minimum thickness of grout topping and concrete/grout fill shall be one-inch.
Where the finished surface of concrete/grout fill is to form an intersecting angle of
less than 45 degrees with the concrete surface it is to be placed against, a key shall
be formed in the concrete surface at the intersection point. The key shall be a
minimum of 3-1/2 inches wide by 1-1/2 inches deep.
3. The base slab shall be thoroughly cleaned and wetted to saturated surface dry
(SSD) condition per the International Concrete Repair Institute (ICRI) -- Technical
Guide for Selecting and Specifying Concrete Surface Preparation for Sealers,
Coatings, and Polymer Overlays, prior to placing topping and fill. No topping
concrete shall be placed until the slab is completely free from standing pools or
ponds of water. A thin coat of neat cement grout shall be broomed into the surface
of the slab just before topping or fill placement. The neat cement grout shall not be
allowed to dry before topping placement. If it does dry, it must be immediately
removed using wet stiff brooms and reapplied. The topping and fill shall be
compacted by rolling or thorough tamping, brought to established grade, and
floated. Grouted fill for tank and basin bottoms where scraping mechanisms are to
be installed shall be screeded by blades attached to the revolving mechanism of the
equipment in accordance with the procedures outlined by the equipment
manufacturer after the grout is brought to the established grade. Coat surface with
evaporation retardant as needed to prevent plastic shrinkage cracks.
4. Topping grout placed on sloping slabs shall proceed uniformly from the bottom of
the slab to the top, for the full width of the placement.
5. The surface shall be tested with a straight edge to detect high and low spots, which
shall be immediately eliminated. When the topping or fill has hardened sufficiently,
it shall be steel troweled to a smooth surface free from pinholes and other
imperfections. An approved type of mechanical trowel may be used as an assist in
this operation, but the last pass over the surface shall be by hand troweling. During
finishing, no water, dry cement, or mixture of dry cement and sand shall be applied
to the surface.
6. As soon as topping or fill finishing is completed, coat surface with curing compound.
After the topping is set and sufficiently hard in clarifiers and where required by the
ENGINEER, the tank shall be filled with sufficient water to cover the entire floor for
14 days.
3.4 CONSOLIDATION
A. Grout shall be placed in such a manner, for the consistency necessary for each
application, to assure that the space to be grouted is completely filled.
3.5 CURING
A. Cement based grouts shall be cured per Section 03300 — Cast-in-Place Concrete and
per the manufacturer's recommendations.
- END OF SECTION -
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SECTION 03450 - ARCHITECTURAL PRECAST CONCRETE - PLANT CAST
PART 1 -- GENERAL
1.1 SUMMARY
A. This Section includes the performance criteria, materials, production and erection of
plant-precast architectural concrete units.
B. Plant-precast architectural concrete includes the following:
1. Architectural precast concrete cladding:
a. Custom formed and textured sill units.
b. Custom formed gable wall inserts.
c. Custom formed coping units.
d. Custom formed wainscot panels.
2. Standard precast concrete splash blocks.
1.2 PERFORMANCE REQUIREMENTS
A. Structural Performance: Provide architectural precast concrete units and connections
capable or withstanding the following design loads within limits and conditions indicated.
1. Wind Loads:
a. Basic Wind Speed: 100 MPH, 3 second gust
b. Wind Importance Factor (lw): 1.15
c. Exposure Category: C
2. Snow Loads:
a. Ground Snow Load: 25 PSF
b. Snow Exposure Factor (CO: 1.0
c. Snow Importance Factor (le): 1.0
d. Thermal Factor (CO: 1.1
3. Seismic Loads:
a. Seismic Use Group D
b. Spectral Response Coefficient (Se): 1.06g
c. Spectral Response Coefficient (Si): 0.37g
d. Site Class: D
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ti
e. Seismic Design Category: Ill
1r, f. Seismic Importance Factor (le): 1.25
rt 4. Attachment of precast architectural concrete to the building structure shall be
designed for wind, seismic and snow loads determined in accordance with the more
stringent of either the local building code or IBC 2003.
5. Design framing system and connections to maintain clearances at openings, to
allow for fabrication and construction tolerances, to accommodate live load
deflection, shrinkage and creep of primary building structure, and other building
movements.
1.3 CONTRACTOR SUBMITTALS
A. General: Furnish submittals in accordance with Section 01300 — Contractor Submittals.
B. Product Data:
1. For each type of product indicated.
C. Structural calculations, prepared and sealed by a structural engineer registered in the
state of Oregon, showing the structural adequacy of the precast concrete units and all
connections to the building structure.
1. Show governing panel types, connections and types of reinforcement, including
special reinforcement.
2. Coordinate the location, type, magnitude and direction of all imposed loadings from
the precast system to the building structural frame with the Engineer of Record.
D. Shop (erection) drawings prepared and sealed by a qualified structural or civil engineer.
Show complete information for fabrication, installation, attachment to the building and
interface with other materials and methods of construction of all custom formed precast
concrete units. Indicate member dimensions and cross-section; fabrication tolerances;
locations, size and type of reinforcement; and lifting devices necessary for handling and
erection.
1. Indicate aesthetic intent including joints, reveals and extent and location of each
surface finish.
2. Indicate details at building corners.
a. Show caulked joints, including expansion joints ("soft type") and grouted joints
("hard type").
b. Show location and details of anchorage devices to be embedded in other
construction.
3. Indicate welded connections by AWS standard symbols. Detail loose and cast-in
hardware, and connections.
4. Indicate locations, tolerances and details of anchorage devices to be embedded in
or attached to structure or other construction.
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5. Plans and/or elevations to show unit location, indicating location of each
architectural precast concrete unit by same identification mark placed on panel.
6. Indicate relationship of architectural precast concrete units to adjacent materials.
7. Indicate joint widths.
8. Design Modifications: If design modifications are necessary to meet the
performance requirements and field conditions, do not adversely affect the
appearance, durability or strength of units when modifying details or materials and
maintain the general design concept.
a. Modifications proposed after ENGINEER review and approval of shop drawings
and calculations shall be made only after submittal and ENGINEER review of
revised design calculations and drawings.
E. Design Mixes: For each concrete mix along with compressive strength and water-
absorption tests.
F. Samples:
1. Design reference samples for initial verification of design intent, of approximately
12-inch length, to illustrate sill and coping unit shape, color, quality and texture of
surface finish.
a. Show samples of workmanship, color and texture for all exposed surfaces.
2. After initial sample approval and before fabricating architectural precast units,
produce a minimum of two sample panels approximately 16 square feet in size for
review by ENGINEER. Incorporate full-scale details of architectural features,
finishes, textures, and transitions in the sample panels.
a. Locate sample panels where directed by ENGINEER.
b. After acceptance of panels, maintain sample panels at the project site in an
undisturbed condition as a standard for judging the completed work.
G. Mock-ups: After sample approval, but before production fabrication of architectural -
precast concrete units, construct full sized mockups to verify selections made under
sample submittals and to demonstrate aesthetic effects and qualities of materials and
execution. Mockup to be representative of the finished work in all respects including
sealants, anchors, connections, flashings and joint fillers as accepted on the final shop
drawings. Build mock-ups to comply with the following requirements, using materials
indicated for the completed work:
1. Provide full size mock-ups for ENGINEER inspection at production plant.
2. Notify ENGINEER in advance of dates and times when mockups will be
constructed.
3. Obtain ENGINEER approval of mockups before starting fabrication.
4. In presence of ENGINEER, damage part of an exposed face for each finish, color
and texture, and demonstrate materials and techniques proposed for repairs to
match adjacent undamaged surfaces.
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5. After acceptance of mockup panels, maintain panels at the project site in an
undisturbed condition as a standard for judging the completed work.
6. Upon ENGINEER approval, full size mockup panels may be incorporated into the
work.
H. Statement of fabricator, engineer and erector qualifications, as required by Paragraph
1.4 Quality Assurance.
1. Include list of completed projects with project names and addresses, names and
addresses of architects and owners, and other information specified.
I. LEED Product Data
1. Credit MR 4: Submit invoices and documentation from manufacturer of the
percentage of post-consumer and post industrial content by weight for products with
recycled content.
2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting
manufacturing locations for products manufactured within a 500 mile radius of the
project site.
3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting
location of extraction, recovery or harvest for materials contained in products
addressed in item 2 above that originated within a 500 mile radius of the project site.
1.4 QUALITY ASSURANCE
A. Reference Specifications, Codes and Standards: Where applicable, the latest editions of
the following standards shall be considered a part of these specifications. In case of
conflict, these specifications shall take precedence over the listed standard.
1. Applicable building code requirements and regulations of authorities having
jurisdiction, including structural, wind load and seismic forces.
2. ACI 318, "Building Code Requirements for Reinforced Concrete."
3. Concrete Reinforcing Steel Institute, "Manual of Standard Practice."
4. Prestressed Concrete Institute MNL 117, "Manual for Quality Control for Plants and
Production of Architectural Precast Concrete Products."
5. Prestressed Concrete Institute MNL 120, "PCI Design Handbook - Precast and
Prestressed Concrete", applicable to types of architectural precast concrete units
indicated.
ASTM A 36 Specification for Structural Steel
ASTM A 82 Specification for Steel Wire, Plain, for Concrete
ASTM A 153 Specification for Zinc Coating (Hot Dipped) on Iron and Steel
Hardware
ASTM A 185 Specification for Steel Welded Wire, Fabric, Plain for Concrete
Reinforcement
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ASTM A 283 Specification for Low and Intermediate Tensile Strength Carbon
Steel Plates
ASTM A 416 Specifications for Uncoated Seven-Wire Stress-Relieved Steel
Strand for Prestressed Concrete
;
ASTM A 497 Specification for Welded Deformed Steel Wire Fabric for Concrete
Reinforcement
ASTM A 615 Specification for Deformed and Plain Billet Steel Bars for Concrete
Reinforcement
ASTM A 775 Specification for Epoxy-Coated Reinforcing Steel Bars
ASTM A 767 Specification for Zinc-Coated (Galvanized) Bars for Concrete
Reinforcement
ASTM C 33 Specification for Concrete Aggregates
ASTM C 150 Specification for Portland Cement
ASTM C 260 Specification for Air-Entraining Admixtures for Concrete
ASTM C 494 Specification for Chemical Admixtures for Concrete
B. Professional Engineer Qualifications: A professional engineer licensed to practice in
the state of Oregon and experienced in providing engineering services that have
resulted in successful installation of architectural precast concrete units similar in
material, design and extent as required for this project.
C. Fabricator Qualifications: A firm having a minimum of 5 years successful experience
in fabrication of architectural precast concrete units, similar to members required for this
project, and with a record of successful in-service performance. Fabricator must have
sufficient production capacity to produce, transport, and deliver required units without
causing delay in the work. Fabricator must comply with the following requirements.
1. Assumes responsibility for engineering architectural precast concrete units to
comply with performance requirements. This responsibility includes preparation of
shop drawings and comprehensive engineering analysis by a qualified professional
engineer.
D. Erector Qualifications: Minimum of 5 years successful experience in erection of
architectural precast concrete units similar in material, design and extent to units
required for this project, and whose work has resulted in construction with a record of
successful in-service performance.
E. Welding: Qualify procedures and personnel according to AWS D1.1, "Structural
Welding Code— Steel"; and AWS D1.4, "Structural Welding Code — Reinforcing Steel".
F. Design modifications may be made only as necessary to meet field conditions and to
ensure proper fitting of the work. Maintain general design concept shown without
increasing or decreasing sizes of members or altering profiles and alignment shown.
G. Preinstallation Conference: Conduct conference at Project site to review erection
sequencing, coordination with other trades and any other required matters to assure a
quality installation.
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1.5 DELIVERY, STORAGE, AND HANDLING
A. Deliver precast concrete units to project site in such qualities and at such times to
assure continuity of installation. Store units at project site to prevent cracking, distorting,
warping, staining, or other physical damage and so that markings are visible.
1. Acceptance at Site: The ENGINEER shall make final inspection and acceptance
of the precast concrete products upon arrival at the jobsite.
PART 2 -- PRODUCTS
2.1 ACCEPTABLE FABRICATORS:
A. Subject to compliance with requirements, provide products by one of the following:
1. Concrete Shop Inc., Vancouver WA (360) 573-5775.
2. Custom Concrete Casting Corp., Carnation WA (425) 333-4737.
3. Michael's Precast Concrete, Boring, OR (503) 668-4073
4. Morse Brothers, Harrisburg, OR (541) 995-6327
5. Olympian Precast, Redmond, WA (425) 868-1922
2.2 LEEDTM REQUIREMENTS:
A. Product supplied for this project must be produced within a 500 mile radius of the project
1 site.
2.3 SPLASH BLOCKS
A. 16" x 24" x 2-7/8", standard gray.
2.4 MOLDS AND FORMWORK
A. Provide forms and, where required, form-facing materials of metal, plastic, wood, or
other acceptable material that is nonreactive with concrete and will produce required
finish surfaces.
B. Mold Materials: Rigid, dimensionally stable, nonabsorptive material, warp and buckle
free, that will provide continuous and true precast concrete surfaces, within fabrication
tolerances indicated; non-reactive with concrete and suitable for producing required
finishes.
1. Mold Release Agent: Commercially produced liquid-release agent that will not bond
with, stain or adversely affect precast concrete surfaces and will not impair
subsequent surface or joints treatments of precast concrete.
2. Maintain molds to provide completed architectural precast concrete units of shapes,
lines, and dimensions indicated, within fabrication tolerances specified.
a. Form joints are not permitted on faces exposed to view in the finished work.
b. Edge and corner treatment: Uniformly chamfered.
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2.5 CONNECTION AND ANCHORING MATERIALS
a
A. Stainless Steel Plates: ASTM A 666, Type 304, of grade suitable for application.
B. Steel Shapes: Stainless steel Type 316.
C. Stainless Steel Anchor Bolts and Studs: ASTM F593, alloy 304 or 316, hex-head bolts
and studs; stainless steel nuts; and flat, stainless steel washers. Lubricate threaded
parts of stainless steel bolts with an anti-seize thread lubricant during assembly.
D. Stainless Steel Headed Studs: ASTM A 276 and bearing the minimum mechanical
properties for studs as indicated under MNL 117, Table 3.2.3.
E. Dovetail Slots and Anchors: Hot-dipped galvanized steel conforming to ASTM A924
and ASTM A653, CQ or LFQ.
1. Slots: 1-inch by 1-inch with 3/4-inch throat, with polystyrene foam filler and
continuous nail grooves along the back edge of the profile.
a. Gage as determined by the precast concrete design engineer.
2. Anchors: 16 gage by 1-inch wide.
a. Lengths: 3-1/2 inch and 5-1/2 inch as required.
3. Acceptable Product: "Pro-Slot Anchor Slot and Dovetail Anchors"; BoMetals
Inc. or equal.
2.6 BEARING PADS AND OTHER ACCESSORIES
A. Reglets: Stainless Steel, Type 302, felt or fiber filled or cover face opening of slots.
B. Accessories: Provide clips, hangars, plastic or steel shims, bearing pads and other
accessories required to install architectural precast concrete units.
2.7 CONCRETE MATERIALS
A. See Section 03300 — Cast-in-place Concrete.
1. Use only one brand, type, and source of supply of cement throughout the project.
2. Submit proposed concrete mix design for each type and color of concrete mix
required.
a. Design mixes may be prepared by a qualified independent testing agency or by
qualified precast plant personnel at architectural-precast concrete fabricator's
option.
b. When included in design mixes, add admixtures to concrete mixes according to
manufacturer's written instructions.
2.8 REINFORCING MATERIALS
A. See Section 03200 — Reinforcement Steel.
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B. Supports: Suspend reinforcement from back of mold, or use bolsters, chairs, spacers,
and other devices for spacing, supporting, and fastening reinforcing bars and welded
wire reinforcement in place according to PCI MNL 117.
2.9 GROUT MATERIALS
A. See Section 03315 - Grout.
2.10 FABRICATION
A. General: Fabricate precast concrete units complying with manufacturing and testing
procedures, quality control recommendations, and following dimensional tolerances,
unless otherwise indicated.
1. Fabricate units straight, smooth, and true to size and shape, with exposed edges
and corners precise and square unless otherwise indicated.
2. Precast units that are warped, cracked, broken, spalled, stained, or otherwise
defective will not be acceptable.
3. See architectural Drawings for unit sizes and shapes.
4. Place concrete in a continuous operation to prevent seams or planes or weakness
from forming in precast concrete units. Comply with requirements in PCI MNL 117
for measuring, mixing, transporting and placing concrete.
5. Thoroughly consolidate placed concrete by internal and/or external vibration without
dislocating or damaging reinforcement and built-in items, and minimize pour lines,
honeycombing or entrapped air on surfaces. Use equipment and procedures
complying with PCI MNL 117.
a. Place self-consolidating concrete with vibration in accordance with PCI Interim
Guidelines for the Use of Self-Consolidating Concrete.
6. Comply with ACI 306.1 procedures for cold-weather concrete placement.
7. Comply with ACI 305R recommendations for hot-weather concrete placement.
8. Identify pickup points of architectural precast concrete units and orientation in
structure with permanent markings, complying with markings indicated on Shop
Drawings. Imprint or permanently make casting date of each architectural precast
concrete unit on a surface that will not show in finished structure.
9. Cure concrete, according to requirements in PCI MNL 117, by moisture retention
without heat or by accelerated heat curing using low-pressure live steam or radiant
heat and moisture. Cure units until the compressive strength is high enough to
ensure that stripping does not have an effect on the performance or appearance of
the final product.
10. Repair damaged architectural precast concrete units to meet acceptability
requirements or PCI MNL 117.
B. Cast-in Anchors, Inserts, Plates, Angles, and Other Anchorage Hardware: Fabricate
anchorage hardware with sufficient anchorage and embedment to comply with design
requirements. Accurately position for attachment of loose hardware and secure in place
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during precasting operations. Locate anchorage hardware where it does not affect
position of main reinforcement or concrete placement.
1. Weld headed studs and deformed bar anchors used for anchorage according to
AWS D1.1 and AWS C5.4, "Recommended Practices for Stud Welding".
C. Furnish loose hardware items including steel plates, clip angles, seat angles, anchors,
dowels, cramps, hangers and other hardware shapes for securing architectural precast
concrete units to supporting and adjacent construction.
D. Cast-in reglets, slots, holes and other accessories I architectural precast concrete units
as indicated on construction drawings.
E. Reinforcement: Comply with recommendations in PCI MNL 117 for fabrication, placing
and supporting reinforcement.
1. Clean reinforcement of loose rust and mill scale, earth and other materials that
reduce or destroy the bond with concrete. When damage to epoxy coated
reinforcing exceeds limits specified in ASTM A775/A775M, repair with patching
material compatible with coating material and epoxy coat bar ends after cutting.
2. Accurately position, support and secure reinforcement against displacement during
concrete placement and consolidation operations. Completely conceal support
devices to prevent exposure on finished surfaces.
3. Place reinforcing steel to maintain at least 3/4 inch minimum concrete cover.
Increase cover requirements for reinforcing steel to 1-1/2 inches when units are
exposed to corrosive environment or sever exposure conditions. Arrange, space,
and securely tie bars and bar supports to hold reinforcement in position while
placing concrete. Direct wire tie ends away from finished, exposed concrete
surfaces.
4. Install welded wire reinforcement in lengths as long at practicable. Lap adjoining
pieces at least one full mesh spacing and wire tie laps, where required by design.
Offset laps of adjoining widths to prevent continuous laps in either direction.
5. Reinforce architectural precast units to resist handling, transportation and erection
stresses.
F. Forms: Accurately construct forms mortar-tight and of sufficient strength to withstand
pressures due to concrete placing operations, temperature changes, and when
prestressed, pretensioning and detensioning operations. Maintain form work to provide
completed precast concrete units of shapes, lines, and dimensions indicated, within
specified fabrication tolerances.
G. Fabrication Tolerances: Fabricate precast architectural concrete units straight and true
to size and shape with exposed edges and corners precise and true, so that each
finished unit complies with PCI MNL 117 product tolerances as well as positional
tolerances for cast-in items, unless a more stringent tolerance is listed below.
1. Dimensional Tolerances of Finished Units: Overall height and width measured at
face adjacent to mold at time of casting:
a. 10 feet or less: Plus or minus 1/8 inch.
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b. Angular deviation of plane of side mold: 1/32 inch per 3 inches depth or 1/16
inch total, whichever is greater.
c. Out of square (difference in length of two diagonal measurements): 1/8 inch
per 6 feet or 1/4 inch total, whichever is greater.
d. Thickness: Minus 1/8 inch, plus 1/4 inch.
e. Tolerances of other dimensions not otherwise indicated: Numerically greater of
plus or minus 1/16 inch per 10 feet, or plus or minus 1/8 inch.
2. Positional Tolerances: For cast-in items measured from datum line locations as
shown on reviewed shop drawings.
a. Anchors and Inserts: Within 3/8-inch of centerline location.
b. Blockouts and Reinforcements: Within 1/4-inch of position shown on shop
drawings, where such positions have structural implications or affect concrete
cover; otherwise within plus or minus 1/2-inch.
H. Surface Finish & Color: Fabricate precast units and provide exposed surface finished as
follows:
1. Panel faces shall be free of joint marks, grain and other obvious defects. Corners,
including false joints shall be uniform, straight and sharp. Finish exposed face
surfaces to match approved sample panels and as follows:
a. Finish for exposed-face surfaces: Smooth, light acid etched surface finish, free
of pockets, sand streaks and honeycomb, with uniform color and texture
suitable for application of masonry sealer.
1) Protect hardware and connections from acid attack.
b. Finish exposed top, bottom and back surfaces to match face surface.
c. Color: natural gray.
I. Expansion Joints: Free of grout, mortar, or other obstructions to expansive movement,
with expansions joint filler where indicated.
1. Sills: Midpoint between mullions, with expansion filler strip.
2. Copings: Every joint between units, unless otherwise indicated. Align joints with
vertical expansion joints in adjacent concrete block veneer.
J. Cast-in Items: Provide reglets, slots, holes and other accessories in units to receive
cramps, dowels, reglets, waterstops, fleshings and other similar work.
1. Provide inserts and anchorages cast into units, for attachment of loose hardware as
required.
)
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PART 3 -- EXECUTION
3.1 PREPARATION
A. Deliver anchorage devices that are embedded in or attached to the building structural
frame or foundation before start of such work. Provide locations, setting diagrams, and
templates for the proper installation of each anchorage device.
3.2 EXAMINATION
A. Examine supporting structural frame or foundation and conditions for compliance with
requirements for installation tolerances, true and level bearing surfaces and other
conditions affecting performance. Proceed with installation only after unsatisfactory
conditions have been corrected.
B. Do not install precast concrete units until supporting cast-in place concrete building
structural framing has attained minimum allowable design compressive strength or
supporting steel or other structure is structurally ready to receive loads from precast.
C. Do not install precast sill units until supporting CMU veneer has attained minimum
allowable design compressive strength.
3.3 SEQUENCING
A. Furnish loose connection hardware and anchorage items to be embedded in or attached
to other construction without delaying the work. Provide setting diagrams, templates,
instructions and directions, as required, for installation.
3.4 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Store units with adequate dunnage and bracing; protect units to prevent contact with
soil, staining, and to prevent cracking, distortion, warping or other physical damage.
B. Store units, unless otherwise specified, with non-staining, resilient supports.
C. Place non-staining resilient spaces of even thickness between each unit.
D. Place stored units so identification marks are clearly visible, and product can be
inspected.
E. Deliver all architectural precast concrete units to the project site in such quantities and at
such times to assure compliance with the agreed project schedule and proper setting
sequence, so as to limit unloading units temporarily on the ground.
F. Handle and transport units in a position consistent with their shape and design, in order
to avoid excessive stresses which would cause cracking or damage.
G. Lift and support units only at designated points shown on the shop drawings.
H. Support units during shipment on non-staining shock absorbing material.
3.5 ERECTION
A. Install loose clips, hangars, bearing pads and other accessories required for connecting
architectural precast concrete units to supporting members and backup materials.
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B. Erect architectural precast concrete level, plumb and square within the specified
allowable tolerances. Provide temporary supports and bracing as required to maintain
position, stability and alignment of units until permanent connections are completed.
1. Install temporary steel or plastic spacing shims or bearing pads as precast concrete
units are being erected. Tack weld steel shims to each other to prevent shims from
separating.
2. Maintain horizontal and vertical joint alignment and uniform joint width as erection
progresses.
3. Remove projecting lifting devices and use sand-cement grout to fill voids within
recessed lifting devices flush with surface of adjacent precast concrete surfaces,
when recess is exposed.
4. Unless otherwise shown, provide for uniform joint widths of 3/4 inch.
C. Connect architectural precast units in position by bolting, welding, grouting or as
otherwise indicated on approved erection drawings. Remove temporary shims, wedges
and spacers as soon as practical after connecting and/or grouting are completed.
1. Disruption of roof flashing continuity by connections is not permitted; concealment
within roof insulation is acceptable.
2. ' At bolted connections, use lock washers, tack welding or other acceptable means to
prevent loosening of nuts after final adjustment.
3. Grouting connections: Grout connections where required or indicated. Retain grout
in place until hard enough to support itself. Pack spaces with stiff grout material,
tamping until voids are completely filled. Place grout to finish smooth, level and
plumb with adjacent concrete surfaces. Promptly remove grout material from
exposed surfaces before it affects finishes or hardens.
D. Welding: Comply with applicable AWS D1.1 and AWS D1.4 requirements for welding,
welding electrodes, appearance, quality of welds, and methods used in correcting
welding work.
1. Protect architectural precast concrete units and bearing pads from damage by field
welding or cutting operations and provide noncombustible shields as required.
2. Welds not specified shall be continuous fillet welds, using not less than the minimum
fillet as specified by AWS.
3. Clean weld affected metal surfaces with chipping hammer followed by brushing then
apply a minimum 0.004 inch thick coat of galvanized repair paint to galvanized
surfaces in conformance with ASTM A780.
4. Clean weld affected metal surfaces with chipping hammer followed by brushing then
reprime damaged painted surfaces in accordance with manufacturer's
recommendations.
5. Visually inspect all welds, critical to precast connections. Visually check all welds
for completion and remove, reweld or repair all defective welds.
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3.6 ERECTION TOLERANCES
A. Erect architectural precast concrete units level, plumb, square, true and in alignment
without exceeding the noncumulative erection tolerances of PCI MNL 117, Appendix I.
3.7 REPAIRS
A. Repairs will be permitted provided structural adequacy of units and appearance are not
impaired.
3.8 PERFORMANCE REQUIREMENTS
A. In-place precast units may be rejected for the following:
1. Exceeding specified erection tolerances.
2. Damage during construction operations.
3. Surface finish deficiencies in exposed-to-view surfaces.
4. Other defects as listed in PCI MNL-117.
3.9 CLEANING
A. Fabricator to clean all surfaces of precast concrete to be exposed to view, as necessary,
prior to shipping to job site.
B. General Contractor to clean mortar, plaster, fireproofing, weld slag and any other
1 deleterious material from concrete surfaces and adjacent materials immediately.
C. Erector to clean exposed surfaces of precast concrete units after erection and
completion of joint treatment to remove weld marks, other markings, dirt and stains.
1. Perform cleaning procedures, if necessary, according to precast concrete
fabricator's recommendations. Clean soiled precast concrete surfaces with
detergent and water, using stiff fiber brushes and sponges, and rinse with clean
water.
2. Protect other work from staining or damage due to cleaning operations.
3. Do not use cleaning materials or processes that could change the appearance of
exposed concrete surfaces or damage adjacent materials, or interfere with
application of protective coating finish.
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SECTION 03520 - LIGHTWEIGHT STRUCTURAL CONCRETE
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall construct all lightweight concrete work over structural roof
deck and all appurtenant work, complete, in accordance with the requirements of the
Contract Documents.
1.2 CONTRACTOR SUBMITTALS
A. Contractor submittals shall be in accordance with the requirements of Paragraph 1.2
"Contractor's Submittal" of Section 03300 - Cast-In-Place Concrete.
1.3 QUALITY ASSURANCE
A. General:
1. Tests on component materials and for compressive strength of concrete will be
performed as specified herein. Test for determining slump will be in accordance
with the requirements of ASTM C 143.
2. Splitting tensile strength shall conform to ASTM C 496.
3. The OWNER will engage the services of a material testing laboratory to perform
testing for the purpose of verifying compliance with the project specifications.
4. The cost of trial batch laboratory tests on cement, aggregates, and concrete shall be
the CONTRACTOR's responsibility. The cost of laboratory tests on field-placed
cement, aggregates, and concrete will be the OWNER'S responsibility. However,
the CONTRACTOR shall pay the cost of any additional tests and investigation on
WORK that does not meet the specifications. The laboratory will meet or exceed
the requirements of ASTM C 1077 - Practice for Laboratories Testing Concrete and
Concrete Aggregates for use in Construction and Criteria for Laboratory Evaluation.
5. Concrete for testing shall be furnished by the CONTRACTOR, and the
CONTRACTOR shall assist the ENGINEER in obtaining samples, and disposal and
cleanup of excess material.
B. Field Compression Tests:
1. Compression test specimens will be taken during construction from the first
placement of each days pour to ensure continued compliance with these
Specifications. Each set of test specimens will be a minimum of five cylinders.
2. Compression test specimens for concrete shall be made in accordance with
Paragraph 9.2 of ASTM C 31. Specimens shall be 6-inch diameter by 12-inch high
cylinders.
3. Compression tests shall be performed in accordance with ASTM C 39. One test
cylinder will be tested at 7 days and two at 28 days. The remaining cylinders will be
held to verify test results, if needed.
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C. Evaluation and Acceptance of Concrete:
1. Evaluation and acceptance of the compressive strength of concrete shall be
according to the requirements of ACI 318, Chapter 5 "Concrete Quality, Mixing, and
Placing" and as specified herein.
2. A statistical analysis of compression test results will be performed according to the
requirements of ACI 214. The standard deviation of the test results shall not exceed
640 psi, when ordered at equivalent water content as estimated by slump.
3. If any concrete fails to meet these requirements, immediate corrective action shall
be taken to increase the compressive strength for all subsequent batches of the
type of concrete affected.
4. When the standard deviation of the test results exceeds 640 psi, the average
strength for which the mix is designed shall be increased by an amount necessary
to satisfy the statistical requirement that the probability of any test being more than
500 psi below or the average of any three consecutive tests being below the
specified compressive strength is 1 in 100. The required average strength shall be
calculated by Criterion No. 3 of ACI 214 using the actual standard of deviation.
5. All concrete which fails to meet the ACI requirements and these Specifications, is
subject to removal and replacement at no increase in cost to the OWNER.
D. Construction Tolerances: Set and maintain concrete forms and perform finishing
operations so as to ensure that the completed Work is within the tolerances specified
herein. Surface defects and irregularities are defined as finishes and are to be
distinguished from tolerances. Tolerance is the specified permissible variation from
lines, grades, or dimensions shown. Where tolerances are not stated in the
Specifications, permissible deviations will be in accordance with ACI 117.
PART 2 -- PRODUCTS
2.1 GENERAL
A. Products for lightweight structural concrete shall conform to the requirement of "Part 2 -
Products" of Section 03300 - Cast-In-Place Concrete except as modified herein.
2.2 CONCRETE MATERIALS
A. Aggregates:
1. Requirements for aggregates as shown in Paragraph 2.1.D.3 of Section 03300 —
Cast-in-Place Concrete are not applicable for lightweight structural concrete.
2. Aggregates for lightweight structural concrete shall conform to the requirements of
ASTM C 330.
a. Fine lightweight aggregates shall be processed or naturally occurring suitable
for the production of lightweight structural concrete and properly graded with 85
to 100 percent passing the No. 4 sieve, and having a dry, loose weight not
exceeding 70 lb/ft3
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b. Coarse lightweight aggregates shall be supplied from the same sources as the
fine lightweight aggregates (processed or naturally occurring) suitable for the
production of lightweight structural concrete, and properly graded from 100
percent passing a designated maximum size sieve, and shall have dry, loose
weight not exceeding 55 lb/ft3.
c. Fine lightweight and coarse lightweight aggregates shall be tested for reactivity
conforming to the requirement ASTM C 33.
B. Admixtures:
1. Air-entraining agent shall be used to provide a total air content of 4 to 6 percent.
2.3 CURING MATERIALS
A. Curing mat as shown in Paragraph 2.2.A.5 of Section 03300 — Cast-in-Place Concrete is
not required for curing of lightweight structural concrete.
2.4 MISCELLANEOUS MATERIALS
A. Dampproofing agent as shown in Paragraph 2.4.A of Section 03300 — Cast-in-Place
Concrete is not required for lightweight structural concrete.
2.5 CONCRETE DESIGN REQUIREMENTS
A. The percentage of sand in concrete as shown in Paragraph 2.5.B of Section 03300 —
Cast-in-Place Concrete is not applicable to lightweight structural concrete.
B. The requirements of Paragraph 2.5.0 Section 03300 — Cast-in-Place Concrete is not
applicable to lightweight structural concrete.
C. Lightweight Structural Concrete
1. Unit Weight = 110 lb/ft 3
2. f'c = 4000 psi
3. minimum cement content = 564 lb/yd 3
4. slump = 4 to 6 inches
5. entrained-air content = 4 to 6 percent
6. maximum aggregates size = 3/4 inch
D. Proportioning and Adjusting Mixes: The lightweight structural concrete shall be
proportioned with the minimum amount of water, and other ingredients to produce a
lightweight concrete with good workability and finishability, and with the limitations of this
Specification. Final proportions shall be established by laboratory trial mixes, which are
then adjusted to provide practical field batches in accordance with the requirements ACI
211.2.
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2.6 CONSISTENCY
A. Consistency requirements shall be in accordance with Paragraph 2.6, Section 03300 —
Cast-in-Place Concrete.
2.7 SHRINKAGE TESTING
A. Shrinkage testing as shown in Paragraph 2.8 of Section 03300— Cast-in-Place Concrete
is not applicable to lightweight structural concrete.
PART 3 -- EXECUTION
3.1 GENERAL
A. Execution shall be in accordance with the requirements of"Part 3 - Execution" of Section
03300 — Cast-in-Place Concrete, except as modified herein.
3.2 PREPARATION OF SURFACE FOR CONCRETING
A. Paragraph 3.2.A of Section 03300 —Cast-in-Place Concrete is not applicable to
lightweight structural concrete.
B. Prior to placing lightweight concrete on the roof the CONTRACTOR shall have the metal
deck connected to the supports in accordance with the requirements of the construction
documentations. The surface of the metal deck shall be free from oil, standing water,
and debris at the time of placing concrete.
3.3 HANDLING, TRANSPORTING, AND PLACING
A. Paragraph 3.3.D of Section 03300 — Cast-in-Place Concrete is not applicable to
lightweight structural concrete.
3.4 ORDER OF PLACING CONCRETE
A. Paragraph 3.5.A of Section 03300 —Cast-in-Place Concrete is not applicable to
lightweight structural concrete.
3.5 TAMPING AND VIBRATING
A. Paragraph 3.6.B of Section 03300 — Cast-in-Place Concrete is not applicable to
lightweight structural concrete.
3.6 FINISHING CONCRETE SURFACES
A. Paragraph 3.7.B and 3.7.0 of Section of 03300 Cast-in-Place Concrete are not
applicable to lightweight structural concrete.
B. Concrete is to be finished by a power or hand steel trowel, followed by soft hair broom to
obtain light texture or "sidewalk" finish. Retardant shall not be used on light weight
concrete surface receiving coating or dampproofing.
C. Class U2 finish shall be used for lightweight structural concrete.
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3.7 ARCHITECTURAL FINISH
A. Architectural finish as shown in Paragraph 3.8 of Section 03300 — Cast-in-Place
Concrete is not required for lightweight structural concrete.
3.8 CURING AND DAMPPROOFING
A. Curing Method 6 of Paragraph 3.9.G of Section 03300 — Cast-in-Place Concrete shall be
used for curing of lightweight structural concrete except as modified herein.
B. Curing period for light weight concrete shall not be less than 28 days.
C. Paragraph 3.9H of Section 03300 — Cast-in-Place Concrete is not applicable to light-
weight concrete.
D. Light-weight concrete shall be coated with fluid applied roofing, Odor Free Auto Grid by
Neogard or equal, after the curing period.
3.9 TREATMENT OF SURFACE DEFECTS
A. Paragraphs 3.12.0 and 3.12.E of Section 03300 — Cast-in-Place Concrete are not
applicable to lightweight structural concrete.
3.10 PATCHING HOLES IN CONCRETE
A. Paragraph 3.13.B of Section 03300 —Cast-in-Place Concrete is not applicable to
lightweight structural concrete.
- END OF SECTION -
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SECTION 04232 - REINFORCED CONCRETE BLOCK MASONRY
PART 1 -- GENERAL
1.1 SUMMARY
A. The CONTRACTOR shall provide concrete masonry and appurtenant WORK, complete
and in place, in accordance with the Contract Documents.
B. Section Includes:
1. Reinforced and grouted load bearing and non-load bearing concrete masonry units.
2. Reinforcement, anchorage, and accessories.
1.2 QUALIFICATIONS
A. Installer: Company specializing in performing the work of this Section with minimum five
years experience.
1.3 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. Product Data:
1. Submit product data for veneer anchors, control joints, concealed flashing, and
weep hole materials.
2. Submit proposed reinforcement and anchor spacing, together with manufacturer's
documentation illustrating that the reinforcement and anchors meet the specified
structural performance criteria at the proposed spacing.
C. Product Samples:
1. Samples of concrete masonry unit colors with texture ranges indicated for selection
of color. Full size samples of the blocks selected shall be submitted for final
approval after color selection, if requested. If the required product is a colored and
textured unit, the samples shall be colored and textured units. If the required product
is a blend of integrally colored and textured units, the samples_shall be colored and
textured units to represent the specified blend.
a. Submit three samples of each type and size concrete masonry units to indicate
manufacturer's standard variation in color and texture.
2. Samples of mortar colors for color selection.
a. Submit two 16 inch long by 1/2 inch wide tooled samples of color tinted mortar.
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D. LEED Product Data
1. Credit MR 4: Submit invoices and documentation from manufacturer of the
percentage of post-consumer and post industrial content by weight for products with
recycled content.
2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting
manufacturing locations for products manufactured within a 500-mile radius of the
project site.
3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting
location of extraction, recovery or harvest for materials contained in products
addressed in item 2 above that originated within a 500-mile radius of the project site.
E. Field-Constructed Mock-Ups: Prior to installation of unit masonry, erect sample wall
panels to further verify selections made under sample submittals and to demonstrate
aesthetic effects as well as qualities of materials and execution. Build mock-ups to
comply with the following requirements, using materials indicated for final unit of Work.
1. Locate mock-ups on site in locations indicated or, if not indicated, as directed by
ENGINEER.
2. A minimum 4-ft square by full thickness free-standing sample panel shall be
erected, including face and backup wythes as well as accessories, for each type of
exterior unit masonry construction.
3. Notify ENGINEER one week in advance of the dates and times when mock-ups will
be erected.
4. Protect mock-ups from the elements with weather-resistant membrane.
5. Retain and maintain mock-ups during construction in undisturbed conditions as
standard for judging completed unit masonry construction.
6. Accepted mock-ups in undisturbed condition at time of Substantial Completion may
become part of completed unit of Work.
F. Documentation
1. Reports from testing masonry units
2. Reports from mortar and grout testing.
3. Reports from prism testing.
G. Grout and mortar mix design
1. Proportions for components
2. Mill tests for cement
3. Admixture certification. Include chloride ion content.
4. Aggregate graduation and certification
5. Lime certification
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1.4 QUALITY ASSURANCE
A. Applicable Standards: Load bearing reinforced concrete masonry shall conform to
' International Building Code (IBC), American Concrete Institute ACI 530 - Building Code
Requirements for Masonry Structures, ACI 530.1 - Specification for Masonry Structures,
and other applicable codes and standards of the governing authorities.
B. REFERENCES
ASTM B370 Copper Sheet and Strip for Building Construction.
ASTM C33 Concrete Aggregates.
ASTM C90 Hollow Load Bearing Concrete Masonry Units.
ASTM C330 Lightweight Aggregates for Structural Concrete.
ASTM C744 Prefaced Concrete and Calcium Silicate Masonry Units.
ASTM E-84 Surface burning characteristics of facing.
UL Underwriters' Laboratories.
C. Manufacturer's Test Reports:
1. Submit two copies of manufacturer's test reports on concrete masonry units.
D. PRE-INSTALLATION CONFERENCE
1. THE CONTRACTOR shall conduct a conference at the Project site prior to
commencement of masonry work.
2. . Attendees: Masonry Sub-contractor, CONTRACTOR, ENGINEER, OWNER and
Supplier.
3. Any questions concerning the masonry work should be discussed during the
conference.
E. Obtain approval of all submittals prior to proceeding with the Work.
F. WORK shall conform to the standard of quality established by the approved sample
panel.
G. Concrete block masonry units shall be sampled and tested in accordance with
ASTM C 140 - Test Methods of Sampling and Testing Concrete Masonry and Related
Units.
H. Testing of Mortar and Grout: The CONTRACTOR shall have the mortar and grout
tested to assure compliance with the Specifications and the governing codes by a
recognized testing laboratory approved by the ENGINEER. Test reports shall be
submitted to the ENGINEER.
1. Tests shall be taken at the following times:
a. At commencement of masonry WORK, at least 2 test samples each of mortar
and grout shall be taken on 3 successive Days.
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b. At any change in materials or job conditions, at least 2 samples of each
modified material, grout, and mortar shall be tested.
is
' c. Four random tests each of mortar and grout shall be made. The random test
samples shall be taken when requested by the ENGINEER.
d. Additional samples and tests may be required whenever, in the judgment of the
ENGINEER, additional tests beyond the random tests are necessary to
determine the quality of the materials.
2. The cost of trial batch laboratory tests on mortar and grout shall be the
CONTRACTOR's responsibility. The cost of laboratory tests on field-placed mortar
and grout will be the OWNER'S responsibility. However, the CONTRACTOR shall
} pay the cost of any additional tests and investigation on WORK that does not meet
the specifications.
3. Mortar and grout for testing shall be furnished by the CONTRACTOR, and the
CONTRACTOR shall assist the ENGINEER in obtaining samples, and disposal and
cleanup of excess material.
4. Samples shall be stored in a moist environment until tested, unless directed
otherwise by the ENGINEER or the testing laboratory. Testing for mortar shall be in
accordance with ASTM C 270 - Mortar for Unit Masonry. Grout shall be tested per
ASTM C 1019 - Standard Test Method for Sampling and Testing Grout.
I. Test of Masonry Prisms: The OWNER will test masonry prisms to assure compliance
with the Specifications and the governing codes. Testing will be by a recognized testing
laboratory.
1. Tests will be made of the following items:
a. Prior to construction, at least 5 masonry prisms shall be made for each type of
block herein, except separate prisms are not required for block which only
varies by texture.
b. At any change in materials during construction, at least 5 masonry prisms shall
be made for each type of block affected.
c. One set of at least 5 masonry prisms shall be made for each masonry structure,
besides the structure that the sample is part of, or for each week in which block
is laid, for each type of block involved; whichever occurs first.
d. Additional sets of at least 5 masonry prisms may be required whenever, in the
judgment of the ENGINEER, additional tests are necessary to determine the
quality of the materials.
e. The CONTRACTOR shall submit a letter of certification from the CMU Supplier
at the time of, or prior to, delivery of the materials to the Site that the materials
used in construction are representative of the materials used to construct the
prisms.
2. The prisms shall be constructed by the CONTRACTOR in the presence of the
ENGINEER. The same personnel who are laying the block in the structure shall
construct the masonry prism.
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{ 3. The masonry prism shall be constructed and will be tested in accordance with
ASTM C 1314 - Test Methods for Compressive Strength of Masonry Prisms, except
as modified herein. The prisms shall be composed of one complete cell using full-
size blocks that are saw-cut. The minimum ratio of height to smaller width
dimension shall be 1.5. The prism shall be at least 15 inches high. A minimum of 2
horizontal bed joints shall be used to form the prism. The prism shall be grouted,
after the required 24 hour minimum cure period, using the same grout used in the .
walls.
4. Compression tests made on sets of specimens made during construction shall
include 2 prisms tested at 7 Days after grouting and 3 prisms tested at 28 Days after
grouting.
5. The average compressive strength of prisms tested at 28 Days after grouting,
multiplied by the appropriate correction factor as given in ASTM C 1314, shall not be
less than the indicated masonry compressive strength.
6. If the tested compressive strength with correction factor of the prisms fails to meet
or exceed the required strength, adjustments shall be made to the mix designs for
the mortar or grout, or both, as needed to produce the required strength. The
masonry units shall also be retested to verify compliance to the requirements of
ASTM C 90.
7. If the tested compressive strength with correction factor of the prism fails to meet or
exceed the required strength, prisms or cores shall be cut from the walls in sufficient
numbers and in sufficient locations to adequately determine the strength of the
walls. Those portions of the walls represented by specimens failing to meet the
required compressive strength are subject to being removed and replaced.
J. Inspection: Whenever required under the provisions of the Building Code, WORK
hereunder will be subject to inspection by a Special Inspector selected by the
ENGINEER and approved by the local Building Code representative having jurisdiction.
Costs of such inspection will be paid by the OWNER. The Special Inspector will work
under the supervision of the ENGINEER.
K. Extreme Weather Construction: Cold weather construction shall be per the more
stringent of ACI 530.1, IBC Section 2104.3, and local Code requirements. Hot weather
construction shall be per the more stringent of ACI 530.1, ,IBC Section 2104.4, and local
Code requirements.
L. Product Storage:
1. Cement, lime, and other cementitious materials shall be delivered and stored in dry,
weather-tight sheds or enclosures, in unbroken bags, barrels, or other approved
containers, plainly marked and labeled with the manufacturers' names and brands.
2. Mortar and grout shall be stored and handled in a manner that prevents the
inclusion of foreign materials and damage by water or dampness.
3. Masonry units shall be handled with care to avoid chipping and breakage, and shall
be stored as directed in ACI 530.1.
4. Materials stored on newly constructed floors shall be stacked in such manner that
the uniformly distributed loading does not exceed 30 psf.
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5. Masonry materials shall be protected from contact with the earth and exposure to
the weather and shall be kept dry and clean until used.
PART 2 -- PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS— CONCRETE MASONRY UNITS
A. Basalite
B. Mutual Materials Company
C. Willamette Graystone, Inc.
2.2 LEED REQUIREMENTS
A. Product supplied for this project must be produced within a 500 mile radius of the project
site.
2.3 LOAD BEARING CONCRETE MASONRY UNITS
A. Concrete masonry units shall conform to ASTM C 90 - Load-Bearing Concrete Masonry
Units. Units shall be medium weight units, with a density of approximately 115 pounds
per cubic foot, unless indicated otherwise.
1. All concrete masonry units shall have design strength of 1500 psi minimum.
2. All exterior concrete masonry units shall contain "Dry-Block" integral additive, or
approved equal.
3. Ground-face concrete masonry units: All exposed faces shall be ground to a depth
sufficient to uniformly expose the aggregates.
4. Integrally-colored units shall be blend of Basalite "Rose Brown", "Cocoa", and
"Cocoa Lite". Color blend shall match the existing Digester Complex Building
located immediately north of the new building.
B. Exterior concrete masonry units:
1. 8-inch by 4-inch by 16-inch modular size, with machine-ground faces, natural gray
color.
2. 8-inch by 8-inch by 16-inch modular size, with split faces. Color of split face veneer
units shall be blend of Basalite "Rose Brown", "Cocoa", and "Cocoa Lite". Color
blend shall match the existing Digester Complex Building located immediately north
of the new building.
3. 10-inch by 8-inch by 16-inch modular size, with machine-ground faces, natural gray
color.
4. 10-inch by 4-inch by 16-inch modular size, with split faces. Color, as selected by the
ENGINEER from manufacturer's standard color selection.
5. 12-inch by 8-inch by 16-inch modular size, with machine-ground faces, natural gray
color.
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C. Interior concrete masonry units:
1. 12-inch by 8-inch by 16-inch modular size of with smooth faces. Units shall be
integrally colored. Color, as selected by the ENGINEER from manufacturer's
standard color selection.
D. Bond beam, corner, lintel, sill, and other specially shaped blocks shall be provided where
required or necessary. Specially shaped non-structural blocks may be constructed by
saw cutting. Color and texture shall match that of adjacent units.
E. Concrete masonry units hidden from view entirely may be natural color units the same
size as other adjacent masonry units.
2.4 MORTAR & GROUT MATERIALS
A. Portland cement shall be Type I or II, low alkali, conforming to ASTM C 150 - Portland
Cement.
B. Hydrated lime shall be Type S conforming to ASTM C 207 - Hydrated Lime for Masonry
Purposes.
C. Aggregate for mortar shall conform to ASTM C 144 - Aggregate for Masonry Mortar.
Aggregate for grout shall conform to ASTM C 404 -Aggregates for Masonry Grout.
D. Water for mixing shall be clear potable water.
E. Admixture for mortar shall be Master Builders PS-235 or Rheomix-235, Sika Co., Sika
Red Label, or equal. The admixture shall not be detrimental to the bonding or help the
process of efflorescence.
F. Admixture for grout shall be Sika Co., Sika Grout Aid, Type II, Master Builders
Pozzolith, normal, or equal.
G. Water Repellent Sealer: Refer to Section 07180 — Water Repellants.
2.5 LOAD BEARING WALL REINFORCEMENT AND ANCHORAGE
A. Reinforcing: Refer to structural drawings.
1. Reinforcing steel shall be deformed bars conforming to ASTM A 615 - Deformed and
Plain Billet-Steel Bars for Concrete Reinforcement, Grade 60.
B. Reinforcing Accessories:
1. Vertical Bar Positioner: Bent cold drawn steel wire, ASTM A 82, not less than W1.2
size, 0.124 inch nominal diameter, Bar.Positioner by A.A. Wire, D/A 810 Vertical bar
positioner by Dur-O-WaI, Lock-Rite Position Ties by Lock-Rite Raker.
2. Horizontal Bar Positioner: Bent cold drawn steel wire, ASTM A 82, not less than
W1.2 size, 0.124 inch nominal diameter, D/A 811 Horizontal Bar Positioner by Dur-
O-WaI, Lock-Rite Bond Beam Tie by Lock-Rite Raker.
3. Grout Screen: Monofilament screen, Dur-O-Stop by Dur-O-WaI.
C. Joint Reinforcement: Joint reinforcing shall conform ASTM A 951 - Masonry Joint
Reinforcement.
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2.6 MORTAR
A. Mortar for concrete block masonry shall conform to ASTM C 270 and IBC section 2103.7
for Cement-Lime, Type S, with a minimum 28 Day compressive strength of 1800 psi.
B. Mortar for use with colored masonry units shall have integral color as approved by the
ENGINEER.
C. All mortar at exterior concrete masonry units shall contain "Dry-Block" integral additive,
or approved equal.
2.7 GROUT
A. Grout shall conform to ASTM C 476 - Grout for Masonry and have a minimum 28 Day
compressive strength of 2000 psi. Where the grout space is less than 4-inches, coarse
aggregate shall be omitted.
B. Admixtures may only be used when approved by the ENGINEER. When approved for
use, admixtures shall be used in accordance with the manufacturer's published
recommendations for the grout.
2.8 JOINT AND FLASHING ACCESSORIES
A. Vertical Control Joints:
1. Industry Standard for Neoprene Rubber Joints: ASTM D 2000.
2. Industry Standard for Polyvinyl Chloride Joints: ASTM D 2287, Type PVC 654-4.
3. Minimum Durometer Hardness: 85 plus or minus 5.
4. Minimum Shear Strength: 450 psi.
5. Acceptable Control Joints: Wide Flange Blok-Joint by Carter-Waters, Blok-Tite by
A.A. Wire, Regular or Wide Flange Rapid Control Joint by Dur-O-Wal, QS and VS
by Hohmann and Barnard, Inc.
B. Expansion Joint Fillers:
1. Product Data: Closed cell foam neoprene rubber, ASTM D 1056, Class RE41.
2. Nominal Size: 1/2 inch thick, 3 inches wide.
3. Acceptable Joints: Rapid Expansion Joint by Dur-O-Wai, NS by Hohmann and
Barnard, Inc.
C. Temporary Accessories:
1. Temporary Asphalt Saturated Unperforated Felt: ASTM D 226, 15 pound type.
2. Temporary Polyethylene: ASTM D2103, 6 mils thick.
D. Cleaning solutions for natural CMU: Not harmful to masonry work or adjacent materials.
Manufactured by:
1. Pro So Co., Inc. "Sure Klean 600"
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2. Fabriken "Fabriklean Type L"
PART 3 -- EXECUTION
3.1 EXAMINATION
A. Examine conditions, with installer present, for compliance with requirements for
installation tolerances and other specific conditions affecting performance of unit
masonry.
B. Do not proceed until any unsatisfactory conditions have been corrected.
3.2 GENERAL
A. Measurements for mortar and grout shall be accurately made. Shovel measurements
are not acceptable. Mortar proportions shall be accurately controlled and maintained.
B. WORK shall be performed in accordance with the provisions of ACI 530 and 530.1, the
IBC, and the local codes for reinforced concrete hollow-unit masonry.
C. The CONTRACTOR shall set or embed anchors, bolts, reglets, sleeves, conduits, and
other items as required.
D. Block cutting shall be by machine.
E. Masonry units shall be supported off the ground and shall be covered to protect them
from rain. Only clean, dry, uncracked units shall be incorporated.
F. Reinforcing steel shall be cleaned of loose rust and scale, oil, dirt, paint, laitance, or
other substances which may be detrimental to or reduce bonding of the steel and
concrete.
G. Immediately before starting WORK, the concrete upon which the masonry will be laid
shall be cleaned with water under pressure.
H. Full mortar joint for first course shall be provided.
I. Units shall be shoved tightly against adjacent units to assure good mortar bond.
J. Equipment for mixing and transporting the mortar and grout shall be clean and free from
set mortar, dirt, or other foreign matter.
K. The masonry work shall be kept clean as it is constructed by standard procedures using
a brush and water.
L. Surface Preparation:
1. Remove loose mortar from existing adjacent masonry surfaces.
2. Add moisture to masonry units which have a high suction rate.
M. Cutting Masonry Units:
1. Perform site cutting with sharp power tools to provide straight edges without chips.
2. Cut masonry for openings and joints.
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3. Avoid use of less than half size masonry units.
3.3 MIXING
A. Mortar shall be mixed by placing 1/2 of the water and sand in the operating mixer, after
which the cement, lime, and remainder of the sand and water shall be added. After
ingredients are in the mixer, they shall be mechanically mixed for not less than 5
minutes. Retempering shall be done on the mortar board by adding water within a basin
formed within the mortar, and the mortar reworked into the water. Mortar that is not
used within one hour shall be discarded.
3.4 ERECTION OF CONCRETE BLOCK MASONRY
A. Masonry WORK shall be erected in plane, plumb, level, straight and true to dimensions,
and be executed in accordance with acceptable practices of the trade and the tolerances
of ACI 530.1.
B. Lay out walls in advance for accurate spacing of surface bond patterns with uniform joint
widths and for accurate locating of openings, movement-type joints, returns and offsets.
Do not use units with less than nominal 4-inch horizontal face dimensions at corners and
jambs.
C. Unless indicated otherwise, masonry shall be laid up in straight uniform courses with
running bond.
D. Masonry shall be erected to preserve the unobstructed vertical continuity of the cells
measuring not less than 3 inches by 3 inches in cross-section. Walls and cross webs
shall be full bedded in mortar. Head (or end)joints shall be solidly filled with mortar for a
distance in from the face of the wall or unit not less than the thickness of the longitudinal
face shells.
E. Installation of Masonry Accessories:
1. Install pipe sleeves where detailed and required.
2. Install masonry around steel frames, window frames, anchor bolts, and other items
supplied by other trades.
3. Bed anchors for steel door and relite frames in mortar joints.
F. Installation of Sheet Metal Flashings:
1. Install sheet metal flashings as shown at head of all openings.
2. Coordinate location of reglets at head and side wall flashings for roofing installer.
3. Protect flashings for damage and stains.
G. Installation of Joint and Flashing Materials:
1. Install reglets in mortar joints where exposed flashing meets masonry.
2. Install vertical and horizontal control joints indicated and required to control masonry
cracking.
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3. Install vertical and horizontal expansion joint fillers indicated on Drawings and
required to fill masonry expansion joints.
4. Install concealed flashing above veneer wall lintel angles and foundation walls and
behind asphaltic felt.
3.5 JOINTS
A. Vertical and horizontal joints shall be uniform and approximately 3/8-inch wide. Exterior
joints and interior exposed block joints shall be concave-tooled to a dense surface.
Interior or exterior non-exposed masonry and masonry behind plaster shall have flush
• joints.
3.6 CLEANOUTS
A. Cleanout openings shall be provided at the bottoms of cells to be filled at each lift or
pour of grout where such lift or pour is over 4 feet in height. Any overhanging mortar or
other obstructions or debris shall be removed from the insides of such cell walls. The
cleanouts shall be sealed before grouting and after inspection. Cleanout openings shall
match the finished wall in exposed masonry.
3.7 REINFORCEMENT
A. Deep cut bond beam blocks shall be used where horizontal reinforcing steel is
embedded. H-block bond beams may be used at locations other than openings.
B. Knock-out openings shall have no steel or joint reinforcing running through the opening.
Head, jambs, and sill blocks shall be used to provide an even finish surface to install
window when blocks are removed. Joints at heads, jambs, and sills shall be stacked
and continuous.
C. Vertical reinforcement shall be held in position at top and bottom and at intervals not
exceeding 112 diameters of the reinforcement.
3.8 GROUTING
A. All cells and bond beam spaces shall be filled solidly with grout unless indicated
otherwise. Grouting shall not be started until the wall has cured for 24 hours. Grout
shall not be poured in more than 5-ft lifts.
B. Grout shall be consolidated at time of pouring by puddling or vibrating. Where the
grouting operation has been stopped for one hour or longer, horizontal construction
joints shall be formed by stopping the grout pour 1-1/2 inches below the top of the
uppermost unit.
3.9 PROTECTION
A. Wall surfaces shall be protected from droppings of mortar or grout during construction.
1. Protect existing adjacent surfaces from mortar stains.
2. At the end of each work day, walls shall be covered to protect from the elements,
until cap flashing is installed. Protection shall be in the form of a strong weather
resistive material secured in place and extending at least two feet down each side of
the wall.
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3.10 FINISHING AND CLEANING
A. Adjusting Defective Work:
1. Remove and reinstall masonry units not in alignment.
2. Remove misplaced, broken, and unbonded masonry units.
3. Adjust location of misplaced masonry accessories.
4. Rake and re-point defective masonry joints.
B. Masonry shall not be wet-finished unless exposed to extreme hot weather or hot wind
and then only by using a nozzle-regulated fog spray sufficient only to dampen the face
but not of such quantity to cause water to flow down over the masonry.
C. Finish masonry shall be cleaned and pointed in a manner approved by the ENGINEER,
based upon the standards established by the approved sample panel. Do not use
muriatic acid for cleaning.
D. Interior and exterior colored masonry WORK exposed to view shall be cleaned to
remove stains and other imperfections.
E. Exposed masonry surfaces of openings and window and door openings such as sills,
heads, and jambs shall be finish block surfaces, not formed surfaces, unless indicated
otherwise. Closed bottom bond beam blocks shall be used at heads and sills. Pour
holes may be used at the sill under window frame and where approved by the
ENGINEER.
- END OF SECTION -
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SECTION 04320 —VENEER MASONRY SYSTEM
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall provide concrete masonry veneer and appurtenant WORK,
complete and in place, in accordance with the Contract Documents.
1.2 QUALIFICATIONS
A. Installer: Company specializing in performing the work of this Section with minimum five
years experience.
1.3 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. Product Information: Submit proposed veneer reinforcement and seismic veneer anchor
spacing, together with manufacturer's documentation illustrating that the reinforcement
and veneer anchors meet the specified structural performance criteria at the proposed
spacing.
C. Samples
1. Samples of concrete masonry veneer unit colors with texture ranges indicated for
selection of color. Full size samples of the blocks selected shall be submitted for
final approval after color selection, if requested. If the required product is a colored
and textured unit, the samples shall be colored and textured units. If the required
product is a blend of integrally colored and textured units, the samples shall be
colored and textured units to represent the specified blend.
2. Samples of mortar colors for color selection.
D. LEED Product Data
1. Credit MR 4: Submit invoices and documentation from manufacturer of the
percentage of post-consumer and post industrial content by weight for products with
recycled content.
2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting
manufacturing locations for products manufactured within a 500-mile radius of the
project site.
3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting
location of extraction, recovery or harvest for materials contained in products
addressed in item 2 above that originated within a 500-mile radius of the project site.
E. Field-Constructed Mock-Ups: Prior to installation of masonry veneer, erect sample wall
panels to further verify selections made under sample submittals and to demonstrate
aesthetic effects as well as qualities of materials and execution. Build mock-ups to
comply with the following requirements, using materials indicated for final unit of Work.
1. Locate mock-ups on site in locations indicated or, if not indicated, as directed by
°-� ENGINEER.
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4d
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2. A minimum 4-ft square by full thickness free-standing sample panel shall be
if erected, including face and backup wythes as well as accessories, for each type of
exterior masonry veneer construction.
1 3. Notify ENGINEER one week in advance of the dates and times when mock-ups will
be erected.
4. Protect mock-ups from the elements with weather-resistant membrane.
5. Retain and maintain mock-ups during construction in undisturbed conditions as
standard for judging completed masonry veneer construction.
6. Accepted mock-ups in undisturbed condition at time of Substantial Completion may
become part of completed unit of Work.
F. Documentation
1. Reports from testing masonry units
2. Reports from mortar and grout testing.
3. Reports from prism testing.
G. Grout and mortar mix design
1. Proportions for components
2. Mill tests for cement
3. Admixture certification. Include chloride ion content.
4. Aggregate graduation and certification
5. Lime certification
1.4 QUALITY ASSURANCE
A. Applicable Standards: Concrete masonry shall conform to International Building Code
(IBC), American Concrete Institute ACI 530 - Building Code Requirements for Masonry
Structures, ACI 530.1 - Specification for Masonry Structures, and other applicable codes
and standards of the governing authorities.
B. Pre-installation Conference: THE CONTRACTOR shall conduct a conference at the
Project site prior to commencement of masonry work.
1. Attendees: Masonry Sub-contractor,- CONTRACTOR, ENGINEER, Material
Supplier and Owner's Representative.
2. Any questions concerning the masonry work should be discussed during the
conference.
C. Obtain approval of all submittals prior to proceeding with the Work.
D. WORK shall conform to the standard of quality established by the approved sample
panel.
MWH-04082005 VENEER MASONRY SYSTEM
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 2
E. Environmental Requirements: Maintain materials and surrounding air temperature to
minimum 50 degrees F prior to, during, and 48 hours after completion of masonry work.
'1
PART 2 -- PRODUCTS
2.1 MANUFACTURERS
A. Basalite
B. Mutual Materials Company
C. Willamette Graystone, Inc.
2.2 LEED REQUIREMENTS
A. Product supplied for this project must be produced within a 500-mile radius of the project
site.
2.3 CONCRETE MASONRY VENEER UNITS
A. Concrete masonry veneer units shall be medium weight units unless indicated
otherwise.
1. Grade N-I at all locations.
2. Block manufactured in accordance with ASTM Standard C-90, Type I, with a density
of 115 pounds per cubic foot.
3. Maximum linear shrinkage of 0.035% per ASTM C90-75.
4. All exterior concrete masonry veneer units shall contain W.R. Grace "Dry-Block"
integral admixture, or approved equal.
5. Ground-face concrete masonry units: All exposed faces shall be ground to a depth
sufficient to uniformly expose the aggregates.
B. Exterior concrete masonry veneer unit size and color:
1. 4-inch by 4-inch by 16-inch, 4-inch by 8-inch by 16-inch, 6-inch by 4-inch by 16-
inch, 6-inch by 8-inch by 16-inch, 8-inch by 4-inch by 16-inch, and 8-inch by 8-inch
by 16-inch modular sizes, with machine ground and split faces. Refer to drawings
for unit locations.
2. Bond beam, corner, lintel, sill, and other specially shaped blocks shall be provided
where required or necessary. Specially shaped non-structural blocks may be
constructed by saw cutting. Color and texture shall match that of adjacent units.
Provide "L-Corner" units and other special shapes as shown on the drawings.
3. Integrally-colored veneer units shall be blend of Basalite "Rose Brown", "Cocoa",
and "Cocoa Lite". Color blend shall match the existing Digester Complex Building
located immediately north of the new building.
4. Color of machine ground face veneer units shall be natural gray.
C. REINFORCEMENT AND ANCHORAGE
MWH-04082005 VENEER MASONRY SYSTEM
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 3
1. Adjustable Veneer Anchor
a. Two pieces adjustable consisting of a minimum 11 gage plate pintel or 1/4 inch
diameter double leg wire pintel and a minimum 12 gage anchor plate. The
extended leg of the pintel shall have a lip or hook that will engage or enclose a
horizontal joint reinforcement wire of No. 9 gage.
2. Concrete Masonry Veneer Walls
a. Install seismic veneer anchors.
b. Finish: All material, pintel and anchor plate shall be hot dipped galvanized with
a minimum of 1.5 oz of zinc per square foot of surface area per ASTM A 123.
Fasteners shall be stainless steel type 316.
c. Structural Performance: Veneer anchors shall meet or exceed the following
service criteria.
1) Minimum Tension/Compression: 175 pounds.
2) Minimum Axial Stiffness: 2,000 pounds per inch.
3) Maximum Axial Deflection: 0.09 inch.
4) Maximum Axial Mechanical Play: 0.05 inch.
5) Minimum Lateral Mechanical Play: 0.25 inch.
d. Acceptable Products:
1) D/A 213S Heavy duty adjustable seismic anchor as manufactured by
Dur-O-WaI, Inc.
2) DW-10HS with Byna-Tie and Seismiclip as manufactured by Holmann
and Barnard, Inc.
3) Seismic Dur-O-Eye and Ladur Eye as manufactured by Dur-O-WaI,
Inc.
D. FLASHINGS
1. Flexible self-sealing concealed wall flashing, 40 mil membrane (32 mil. Pliable and
highly adhesive rubberized asphalt compound bonded to an 8 mil high density four
ply cross laminated polyethylene film). W.R. Grace "Perm-a-barrier".
E. ACCESSORIES
1. Vertical Control Joints:
a. Industry Standard for Neoprene Rubber Joints: ASTM D 2000.
b. Industry Standard for Polyvinyl Chloride Joints: ASTM D 2287, Type PVC 654-
4.
c. Minimum Durometer Hardness: 85 plus or minus 5.
MWH-04082005 VENEER MASONRY SYSTEM
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 4
d. Minimum Shear Strength: 450 psi.
e. Acceptable Control Joints: Wide Flange Plok-Joint by Carter-Waters, Blok-
Tite by A.A. Wire, Regular or Wide Flange Rapid Control Joint by Dur-O-Wal,
QS and VS by Hofmann and Barnard, Inc.
2. Expansion Joint Fillers:
a. Product Data: Closed cell foam neoprene rubber, ASTM D 1056, Class RE41.
b. Nominal Size: 1/2 inch thick, 3 inches wide.
c. Acceptable Joints: Rapid Expansion Joint by Dur-O-Wal, NS by Hohmann
and Barnard, Inc.
3. PVC Weep Hole Forms:
a. Material: Clear polyvinyl chloride, 3/8 inch outside diameter, 4 inches long.
b. Acceptable Forms: D/A 1005 Weep Hole by Dur-O-WaI.
4. Temporary Accessories:
a. Temporary Sash Cord Weep Hole Forms: Cotton sash cords, 1/4 inch outside
diameter, not less than twelve inches long.
b. Temporary Asphalt Saturated Unperforated Felt: ASTM D 226, 15 pound type.
c. Temporary Polyethylene: ASTM D 2103, 6 mils thick.
5. Cleaning solutions for natural CMU: Not harmful to masonry work or adjacent
materials. Manufactured by:
a. Pro So Co., Inc. "Sure Klean 600"
b. Fabrikem "Fabriklean Type V"
6. Water Repellent Sealer:
a. Refer to Section 07180— Water Repellents.
PART 3 -- EXECUTION
3.1 EXAMINATION
A. Verify that field conditions are acceptable and are ready to receive work.
B. Verify items provided by other Sections of work are properly sized and located.
C. Verify that built-in items are in proper location, and ready for roughing into masonry
work.
D. Beginning of installation means installer accepts existing conditions.
MWH-04082005 VENEER MASONRY SYSTEM
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 5
3.2 PERFORMANCE
A. Protection:
1. Protect existing adjacent surfaces from mortar stains.
B. Surface Preparation:
1. Remove loose mortar from existing adjacent masonry surfaces.
2. Add moisture to masonry units which have a high suction rate.
C. Cutting Masonry Units:
1. Perform site cutting with sharp power tools to provide straight edges without chips.
2. Cut masonry for openings and joints.
3. Avoid use of less than half size masonry units.
D. Installation of Masonry Units:
1. Install masonry units plump, true and level in running bond.
2. Install masonry units in common running bond, unless special masonry patterns are
indicated on Drawings.
3. Use special shape units where required.
4. Set masonry units flush on exposed side of wall and allow variation in unit width to
run on concealed face of wall.
E. Installation of Mortar:
1. Provide full face shell mortar beds for hollow masonry units.
2. Double butter masonry units to fill vertical head joints solid with mortar.
3. Do not use mortar which has begun to set, or is beyond the recommended elapsed
time since initial mixing.
4. Re-temper mortar during the recommended elapsed time period only to restore
workability.
5. Tool exposed joints concave and strike concealed joints flush.
6. Joint width uniform and 3/8" thick.
MWH-04082005 VENEER MASONRY SYSTEM
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 6
F. Installation of Veneer Anchors:
1. Veneer anchors shall be spaced so as to support pport not more than two square feet of
wall area but not more than 24 inches on center horizontally nor 18 inches on center
vertically.
2. Additional veneer anchors shall be installed at not more than 8 inches on center
adjacent to openings or edges of the concrete masonry veneer.
3. All veneer anchors shall be securely fastened to the steel stud back-up system
through the sheathing— not to the sheathing alone.
4. All veneer anchors shall be aligned with the masonry joints to limit anchor
eccentricies compatible with the manufacturer's test-rated capacities and
} stiffnesses.
5. All veneer anchors shall have a lip or hook on the extended leg that will engage or
enclose a horizontal joint reinforcement wire of No. 9 gage. The joint reinforcement
shall be continuous with butt splice between ties and control joints.
6. Any mortar droppings on anchor pintel shall be removed.
7. Anchors at concrete masonry units shall be placed in cells grouted solid.
G. Installation of Sheet Metal Fleshings:
1. Install sheet metal flashings as shown at head of all openings.
2. Coordinate location of reglets at head and side wall flashings for roofing installer.
3. Protect flashings for damage and stains.
4. Extend flashings under veneer; turn up minimum 8 inches and seal to sheathing
over wood back-up.
5. Lap end joints minimum 6 inches and seal watertight.
6. Use flashing manufacturer's recommended adhesive and sealer.
H. Installation of Joint and Flashing Materials:
1. Install reglets in mortar joints where exposed flashing meets masonry.
2. Install PVC or Sash Cord Weep Holes at 36 inches on center in vertical joints at first
course of veneer masonry above foundation walls and steel lintel angles.
3. Install vertical and horizontal control joints indicated and required to control masonry
cracking.
4. Install vertical and horizontal expansion joint fillers indicated on Drawings and
required to fill masonry expansion joints.
5. Install concealed flashing above veneer wall lintel angles and foundation walls and
behind asphaltic felt.
.4�
MWH-04082005 VENEER MASONRY SYSTEM
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 7
6. Fill cavity above concealed flashing at veneer masonry with 1/4 inch diameter pea
gravel to t minimum depth of 3 inches.
I. Installation of Embedded Items:
1. Install all lintels and miscellaneous items furnished per other divisions, which are
embedded in or supported by masonry.
3.3 CUTTING AND FITTING
A. Cut and fit for pipes, conduit, sleeves, duct work or other items to be installed flush with
masonry veneer. Coordinate with other Sections of work to provide correct size, shape,
and location.
B. Obtain Architect/Engineer approval prior to cutting or fitting masonry work not indicated
or where appearance or strength of masonry work may be impaired.
3.4 CAVITY WALL
A. Do not permit mortar to drop or accumulate into cavity air space or to plug weep holes.
3.5 TOLERANCES
A. Maximum Variation From Unit to Adjacent Unit: 1/32 inch.
B. Maximum Variation From Plane of Wall: 1/4 inch in 10 feet and 1/2 inch in 20 feet or
more.
C. Maximum Variation From Plumb: 1/4 inch per story non-cumulative.
D. Maximum Variation From Level Coursing: 1/8 inch in 3 feet and 1/4 inch in 10 feet; 1/2
inch in 30 feet.
E. Maximum Variation of Joint Thickness: 1/8 inch in 3 feet.
F. Maximum Variation From Cross Sectional Thickness of Walls: 1/4 inch.
3.6 COMPLETION
A. Adjusting Defective Work:
1. Remove and reinstall masonry units not in alignment.
2. Remove misplaced, broken, and unbonded masonry units.
3. Adjust location of misplaced masonry accessories.
Rake and re-point defective masonry joints.
B. Final Cleaning:
1. Remove excess mortar and masonry materials from the site.
2. Clean adjacent surfaces and repair surfaces damaged by masonry work.
MWH-04082005 VENEER MASONRY SYSTEM
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 8
3. Clean exposed masonry unit walls using an automatic power wash unit with high
pressure hot water and cleaner.
C. Protection of Masonry:
1. Protect mortar from freezing temperatures until end of curing period.
2. Cover masonry with temporary polyethylene sheet membrane or temporary asphalt
saturated unperforated felt to protect exposed masonry walls from rain until end of
curing period and permanent flashings are in place. Cover shall extend two feet
down both sides of the masonry and be securely held in place.
D. Application of Water Repellant Sealer:
1. Apply water repellant sealer in accordance with manufacturer's recommendations.
The sealer manufacturer shall approve applicator. Prior to application of sealer,
Contractor shall conduct a job site meeting with the Architect, Contractor, Mason
and Sealer Applicator in attendance, to determine whether the concrete block is
ready to receive sealer.
-END OF SECTION-
',
`mil
MWH-04082005 VENEER MASONRY SYSTEM
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 9
SECTION 05100 - STRUCTURAL STEEL FRAMING
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall provide structural steel framing and appurtenant metal parts
required for permanent connection of the structural steel system, complete and in place,
in accordance with the Contract Documents.
1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. References herein to "Building Code" or IBC shall mean the International Building Code.
The edition of the codes adopted as of the date of award of this contract shall apply to
the WORK herein.
B. Federal Specifications and Commercial Standards
AISC Code of Standard Practice for Steel Buildings and Bridges
AISC Structural Steel Buildings-Allowable Stress Design and Plastic
Design
AISC Allowable Stress Design Specifications for Structural Joints Using
ASTM A325 and A490 Bolts approved by the Research Council on
Structural Connections of the Engineering Foundation
ASTM A 36 Structural Steel
ASTM A 53 Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and
Seamless
ASTM A 307 Carbon Steel Bolts and Studs
ASTM A 325 Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile
Strength
ASTM A 500 Cold-Formed Welded and Seamless Carbon Steel Structural
Tubing in Rounds and Shapes
ASTM A 501 Hot-Formed Welded and Seamless Carbon Steel Structural Tubing
ASTM A 992 Steel for Structural Shapes for Use in Building Framing
AWS D1.1 Structural Welding Code— Steel
1.3 CONTRACTOR SUBMITTALS
A. Submit in accordance with Section 01300 - Contractor Submittals.
B. Shop Drawings shall conform to AISC recommendations and specifications and shall
show all holes, etc. required for other work. Drawings shall include complete details
showing all members and their connections, anchor bolt layouts, schedules for
fabrication procedures, and diagrams showing the sequence of erection.
MWH-04082005 STRUCTURAL STEEL FRAMING
1530575—DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05100-1
C. Testing laboratory certifications for shop and field welders shall be submitted in triplicate
directly to the ENGINEER with copies to the CONTRACTOR and others as required.
PART 2 -- PRODUCTS
2.1 MATERIALS
A. Structural steel
Wide Flange Shapes ASTM A 992
Other Shapes, Plates, Bars ASTM A 36
Pipe, Pipe Columns, Bollards ASTM A 53, Type E or S, Grade B standard
weight unless noted otherwise
HSS ASTM A 500 Grade B
B. Bolts for connections shall be ASTM A 325, unless indicated otherwise. Bolts used to
connect dissimilar metals shall be ASTM A 193 and A 194, Type 316 stainless steel.
C. Welded anchor studs shall be headed concrete anchor studs (HAS), or deformed bar
anchors (DBA), or threaded studs (TAS), as indicated on the Drawings and as supplied
by Nelson Stud Welding Company, Lorain, OH; Omark Industries, KSM Fastening
Systems Division, Seattle, WA, or Portland, OR; or equal.
D. Structural steel shall be cleaned and coated in accordance with Section 09800 -
Protective Coating.
E. Steel members in contact with aluminum shall be galvanized per Section 05500 -
Miscellaneous Metalwork, unless indicated otherwise.
F. Structural members shall be furnished full length without splices unless otherwise
indicated or approved by the ENGINEER.
2.2 INSPECTION AND TESTING
A. Shop inspection may be required by the OWNER at its own expense. The
CONTRACTOR shall give ample notice to the ENGINEER prior to the beginning of any
fabrication work so that inspection may be provided. The CONTRACTOR shall furnish all
facilities for the inspection of materials and workmanship in the shop, and inspectors
shall be allowed free access to the necessary parts of the WORK. Inspectors shall have
the authority to reject any materials or WORK which does not meet the requirements of
these Specifications. Inspection at the shop is intended as a means of facilitating the
work and avoiding errors, but it is expressly understood that it will in no way relieve the
CONTRACTOR from responsibility for proper materials or workmanship under this
Specification.
B. The OWNER may engage inspectors to inspect welded connections and high-strength
bolted connections, and to perform tests and prepare test reports.
MWH-04082005 STRUCTURAL STEEL FRAMING
1530575—DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05100-2
1. Ten percent of all butt and bevel welds which extend continuously for 24-inches or
less shall be completely tested in accordance with AWS D1.1, Part B, Radiographic
Testing of Welds, Chapter 6. All butt and bevel welds which extend continuously for
more than 24 inches shall be spot tested at intervals not exceeding 36 inches.
2. Welds that are required by the ENGINEER to be corrected shall be corrected or
redone and retested as directed, at the CONTRACTOR's expense and to the
satisfaction of the ENGINEER and/or approved independent testing lab.
3. The CONTRACTOR shall test to failure three bolts from each heat lot of bolts
furnished to the job to verify compliance with this Specification. The testing
laboratory shall be approved by the ENGINEER and all test reports shall be
supplied to the ENGINEER in accordance with Section 01300 — Contractor's
Submittals. In addition, high-strength bolts shall be inspected using one of the
methods set forth in the AISC Specification "Structural Joints Using ASTM A 325 or
A 490 Bolts."
C. The costs for all initial testing will be paid by the OWNER. However, the CONTRACTOR
shall pay for all costs for any additional testing and investigation on WORK which does
not meet Specifications. The CONTRACTOR shall supply material for testing at no cost
to the OWNER and shall assist the ENGINEER in obtaining material for test samples.
PART 3 -- EXECUTION
3.1 MEASUREMENT
A. The CONTRACTOR shall verify all dimensions and shall make any field measurements
necessary and shall be fully responsible for accuracy and layout of work. The
CONTRACTOR shall review the Drawings, and any discrepancies shall be reported to
the ENGINEER for clarification prior to starting fabrication.
3.2 FABRICATION
A. Structural steel shall be fabricated in accordance with the Drawings, AISC
Specifications, and as shown on the Shop Drawings.
B. Materials shall be properly marked and match-marked for field assembly.
C. Where finishing is required, assembly shall be completed including bolting and welding
of units, before start of finishing operations.
3.3 CONNECTIONS
A. Shop and field connections shall be bolted or welded as indicated. All connections shall
develop full strength of members joined and shall conform to AISC standard
connections.
B. Unless otherwise indicated, welds shall conform to AISC LRFD Specification for
Structural Steel Buildings.
3.4 WELDED CONSTRUCTION
A. The CONTRACTOR shall comply with the current AWS D1.1 Code for procedures,
appearance, and quality of welds and welders, and methods used in correcting welding
work. All welded architectural metal work where exposed to view shall have welds
MWH-04082005 STRUCTURAL STEEL FRAMING
1530575—DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05100-3
ground smooth. Shielded metal arc welding method or gas metal arc welding methods
shall be used for welding structural steel.
B. Unless otherwise indicated, all butt and bevel welds shall be complete penetration.
C. Where electrical grounding cables are to be welded to structural steel, the surface of the
steel must be clean to bare metal, and the welding shall be performed prior to painting or
touch-up operation.
3.5 HOLES FOR OTHER WORK
A. Holes shall be provided as necessary or as indicated for securing other work to
structural steel framing, and for the passage of other work through steel framing
members. No torch cut holes will be permitted.
3.6 SHOP PAINT PRIMER
A. Shop paint primer shall be applied in accordance with Section 09800 — Protective
Coating. Omit shop applied primer at field weld locations, for the portion of a member to
be embedded in concrete, and where galvanizing with no further coating is required.
3.7 PRODUCT DELIVERY, STORAGE, AND HANDLING
A. Structural members shall be loaded in such a manner that they may be transported and
unloaded without being excessively stressed, deformed, or otherwise damaged.
B. Structural steel members and packaged materials shall be protected from corrosion and
deterioration. Material shall be stored in a dry area and shall not be placed in direct
contact with the ground. Materials shall not be placed on the structure in a manner that
might cause distortion or damage to the members or the supporting structures. Repair
or replace damaged materials or structures as directed.
3.8 ERECTION
A. The CONTRACTOR shall comply with the AISC Specifications and Code of Standard
Practice, and with indicated requirements.
B. High-strength bolts shall be installed in accordance with the AISC Specification for
Structural Joints using ASTM A 325 Bolts. The connections shall be the friction type,
unless indicated otherwise.
C. Anchor bolts and other connectors required for securing structural steel to in-place
WORK and templates and other devices for presetting bolts and other anchors to
accurate locations shall be furnished by the CONTRACTOR.
D. The CONTRACTOR shall be responsible for designing and installing any temporary
bracing required for the safe erection of all structural steel members.
3.9 SETTING BASES AND BEARING PLATES
A. Prior to the placement of non-shrink grout beneath base and bearing plates, the bottom
surface of the plates shall be cleaned of all bond-reducing materials, and concrete and
masonry bearing surface shall also be cleaned of all bond-reducing materials and
roughened to improve bonding.
MWH-04082005 STRUCTURAL STEEL FRAMING
1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05100-4
B. Loose and attached baseplates and bearing plates for structural members shall be set
on wedges, leveling nuts, or other adjustable devices.
C. Anchor bolts shall be tightened after the supported members have been positioned and
plumbed and the non-shrink grout has attained its indicated strength.
D. Baseplates shall be grouted with non-shrink grout to assure full uniform bearing.
Grouting shall be done prior to placing loads on the structure.
3.10 FIELD ASSEMBLY
A. Structural frames shall be set accurately to the lines and elevations indicated. The
various members shall be aligned and adjusted to form a part of a complete frame or
structure before permanently fastening. Bearing surfaces and other surfaces which will
be in permanent contact shall be cleaned before assembly. Necessary adjustments to
compensate for discrepancies in elevations and alignments shall be performed.
B. Individual members of the structure shall be leveled and plumbed within AISC
tolerances.
C. Required leveling and plumbing measurements shall be established on the mean
operating temperature of the structure.
3.11 MISFITS AT BOLTED CONNECTIONS
A. Where misfits in erection bolting are encountered, the ENGINEER shall be immediately
notified. The CONTRACTOR shall submit a method to remedy the misfit for review by
the ENGINEER. The ENGINEER will determine whether the remedy is acceptable or if
the member must be refabricated.
B. Incorrectly sized or misaligned holes in members shall not be enlarged by burning or by
the use of drift pins.
C. Correction of misfits is part of the WORK.
3.12 GAS CUTTING
A. Gas cutting torches shall not be used in the field for correcting fabrication errors in the
structural framing, except when approved by the ENGINEER. Gas-cut sections shall be
finished equal to a sheared appearance.
3.13 TOUCH-UP PAINTING
A. Immediately after erection, field welds, bolted connections, and abraded areas shall be
cleaned of the shop paint primer. Touch-up paint primer shall be applied by brush or
spray which is the same thickness and material as that used for the shop paint.
Galvanized surfaces which have been field welded or damaged shall be repaired in
accordance with Section 05500 — Miscellaneous Metalwork.
B. Finish painting of all structural steel shall be as indicated in Section 09800 — Protective
Coating.
- END OF SECTION -
MWH-04082005 STRUCTURAL STEEL FRAMING
1530575—DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05100-5
SECTION 05210 - OPEN WEB STEEL JOISTS
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall provide the open web steel joists, complete and in place, in
accordance with the Contract Documents.
B. Variation of Dimensions: The dimensions indicated for the joists, as well as depth of
members and thickness of chords, are for general design control purposes. Minor
variations from these dimensions, if required to accommodate manufacturing standards,
etc., will be allowed.
1.2 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. Shop Drawings
1. Design calculations, erection drawings, and shop drawings shall be designed by a
professional engineer registered in the State of Oregon.
2. Complete design calculations for the particular unit or system utilized, including
maximum stresses in individual members and other information pertinent to the
design.
3. Complete design calculations for the connections of any special forces between the
steel joists and the supporting elements of the walls, beams, and columns, where
such forces are specifically indicated.
4. Shop and erection drawings shall include at least the following items:
a. General layout plan with overall dimensions.
b. Fabrication and erection details.
c. Connections and anchoring details.
d. Bridging size, location and connection details.
e. Size and location of all openings.
f. Size and location of all mechanical and electrical equipment supported by the
roof system that may affect the design for fabrication.
g. Location, details, and capacity of all lift point attachments.
5. Mill certificates for all materials. Certificates shall be approved before fabrication
begins.
1.3 QUALITY CONTROL
A. Joists may be inspected by the ENGINEER before shipment to ensure compliance of
materials and workmanship with the requirements of these Specifications.
MWH -04082005 OPEN WEB STEEL JOISTS
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05210-1
PART 2 -- PRODUCTS
2.1 DESIGN CRITERIA
A. All open web steel joists and bridging shall be designed to meet the structural and fire
requirements of the latest edition of the applicable building code and governing fire
codes.
B. All open web steel joist members and their connections shall either be designed for the
uniform loads as indicated for the Steel Joist Institute designation or be designed to
adequately support all indicated loads as shown or as called for by applicable codes.
C. The Contractor shall coordinate the location of concentrated mechanical and electrical
equipment loads on the joists.
2.2 MATERIALS
A. General: Materials utilized in the WORK but not specifically mentioned in this Section
shall be governed by the latest applicable ASTM Standards.
B. Design: Design of steel joists and bridging shall be in accordance with the latest Steel
Joist Institute Specifications.
C. Steel: The steel used in the manufacture of chord and web sections shall conform to
the Steel Joist Institute Standard Specifications and applicable ASTM Standards.
D. Mechanical Properties: The yield strength used as basis for the design stress shall be
either 36,000 psi or 50,000 psi. Mill certificates shall be submitted for all materials for
review and approval before fabrication can begin.
E. Design Verification Test: The manufacturer shall, at the time of design review by the
ENGINEER, verify joist capacities in accordance with the Steel Joist Institute
requirements.
F. Welding: All welding shall conform to the latest Steel Joist Institute Specifications and
AWS D1.1.
G. Coating shall be in accordance with Section 09800 - Protective Coating. After erecting
and welding are complete, welds and scarred surfaces on the joists shall be given a
touch-up coat of the same paint as shop coat.
PART 3 -- EXECUTION
3.1 ERECTION REQUIREMENTS
A. Handling and Erection: Handling and erection shall be in accordance with the latest
Steel Joist Institute Specifications and the requirements below:
B. Care shall be exercised at all times to avoid damage through careless handling during
unloading, storing, and erecting.
1. Erection of all steel joists shall be performed by personnel experienced in this type
of work.
MWH -04082005 OPEN WEB STEEL JOISTS
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05210-2
2. Sequence of erection shall be thoroughly outlined prior to starting and any special
sequence outlined by the ENGINEER shall be strictly adhered to.
3. Base lines and elevations shall be established by the CONTRACTOR prior to the
start of erection.
4. Bearing surfaces shall be prepared to a true and level line.
5. Erect and place all joists safely. Each element shall be set in proper position as
shown on the reviewed erection drawings, carefully plumbed, and anchored
securely to the supporting structural elements.
6. As soon as joists are erected, bridging shall be completely installed and the joists
permanently fastened into place before the application of any loads.
7. Field welding shall not damage the joists. The total length of weld at any one point
on cold-formed members whose yield strength has been attained by cold working
and whose as-formed strength is used in the design shall not exceed 50 percent of
the overall developed width of the cold-formed section.
C. Completion: All units shall be in place, properly and completely anchored and
approved before any finishes are applied. Any damaged units, where in the opinion of
the ENGINEER, suitable and adequate repairs cannot be made, will be rejected,
whether or not delivered or erected; and whole, approved replacement units shall be
provided by the CONTRACTOR.
- END OF SECTION -
MWH -04082005 OPEN WEB STEEL JOISTS
1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05210-3
SECTION 05300 - METAL DECKING •
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall provide steel decking and accessory items, complete and in
place, in accordance with the Contract Documents.
1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Specifications and Commercial Standards
AISI Design of Cold - Formed Steel Structural Members.
SDI Design Manual for Composite Decks, Form Decks, and Roof Decks.
ASTM A 446 Steel Sheet, Zinc-Coated (Galvanized) by the Hot-Dip Process,
Structural (Physical) Quality.
ASTM A 653 General Requirements for Steel Sheet, Zinc-Coated (Galvanized) or
Zinc-Iron Alloy Coated (Galvanealed) by the Hot-Dip Process.
ASTM A 611 Steel, Sheet, Carbon, Cold-Rolled, Structural Quality
AWS D1.3 Structural Welding Code-Sheet Steel
B. ICBO/ES Research Reports for each type of metal decking used in the WORK.
1.3 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. Prior to the commencement of any WORK, the CONTRACTOR shall submit an affidavit
furnished by the deck manufacturer certifying to the yield strength. The CONTRACTOR
shall submit gauge and section properties of the metal deck. The CONTRACTOR shall
also furnish the diaphragm shear values for the deck using the welding pattern and/or
shear capacity indicated. Failure to conform to this requirement shall be justification for
rejection of the material.
C. Submit a layout drawing showing the location of deck sheets, end laps, side laps, types
and locations of welds and details of accessories.
D. Submit an ICBO Research Report for each type of metal decking used in the.WORK.
1.4 QUALITY ASSURANCE
A. No insulation, roofing materials, or other permanent coverings shall be placed over the
decking until the ENGINEER has inspected it for placement, welds, and accessories.
Stored materials and debris shall be removed to facilitate the inspection. Welds found to
be defective shall be replaced as a part of the WORK.
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1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05300 - 1
1.5 MATERIAL STORAGE
A. Decking stored at the Site before installation shall be stacked on the ground on platforms
1 or pallets and covered with tarpaulins or other weatherproof covering.
PART 2 -- PRODUCTS
2.1 STEEL DECK
A. Unless indicated otherwise, metal deck shall be manufactured from steel conforming to
ASTM A 611, Grades C, D, or E; or A 446, Grades A, B, C, D, E, or F, or equal, having a
minimum yield strength of 33,000 psi. The maximum design working stress in the deck
shall not exceed the product of 0.6 times the yield strength.
B. The metal deck structural properties shall be as indicated. The moment of inertia and
section modulus of the metal deck unit shall be computed in accordance with the Steel
Deck Institute specifications, and in accordance with the American Iron and Steel
Institute, "Specification for the Design of Cold-Formed Steel Structural Members."
C. Steel decking shall be galvanized and shall conform to ASTM A 653 and to the
applicable requirements of Section 05500 - Miscellaneous Metalwork. Steel deck shall
be free of oil, grease, and dirt before dipping. Steel decking receiving lightweight
concrete topping shall be vented. Steel decking for pitch roof shall be acoustical type.
D. Steel deck shall be finished in accordance with Section 09800 - Protective Coating.
Deck shall be free of oil, grease and dirt before coating application.
E. The metal deck shall have sheet length that covers 3 or more spans.
F. The metal deck sheets shall be formed at the longitudinal sides in such a manner that
they will overlap and/or interlock. Where the end of sheets overlap, they shall be
die-formed in such a manner that the sheet in the next row telescopes and snugly
overlaps the sheet laid previously.
G. Plates needed to connect decking to supports or to maintain deck continuity shall be 14
gauge galvanized sheet.
H. Structural steel shapes, including angles and inserts, shall be in accordance with Section
05100 - Structural Steel Framing and 05500 - Miscellaneous Metalwork.
2.2 MANUFACTURERS
A. The metal decking shall be manufactured by Verco Manufacturing Company, Phoenix,
Arizona; ASC Pacific Inc., Tacoma, Washington; Vulcraft Nucor Corporation Inc.; or
equal.
PART 3 -- EXECUTION
3.1 INSTALLATION REQUIREMENTS
A. The CONTRACTOR shall inspect supporting members for correct layout and alignment,
and shall not proceed with installation until defects are corrected and supporting
members are completely installed and secured.
MWH-04082005 METAL DECKING
1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05300 - 2
B. Metal deck sheets and accessories shall be placed in accordance with the
manufacturer's recommendations and the Shop Drawings. Roofs having a slope of 1/4-
inch per foot or more shall be installed starting at the low side, to ensure that end laps
are shingle fashion.
C. Metal deck sheets shall be positioned on supporting steel framework and adjusted to
final position with ends bearing a minimum of 2 inches on supporting members. Units
shall be placed end to end, with ribs aligned over the entire length of the run before
being permanently fastened.
D. Special care shall be exercised not to damage or overload the deck during installation.
The deck shall not be used for storage or as working platforms until permanently
secured in position. Construction loads shall not exceed the deck carrying capacity, as
recommended by the manufacturer.
E. Openings in the deck shall be cut and fitted neatly and shall be reinforced with structural
steel members to distribute the load.
F. Where concrete fill is required, deck shall be installed with closure plates and other
accessories as needed to prevent loss of water, cement, and fines during placing and
consolidation of the concrete.
G. Edges of any cut openings or any minor surface damage areas shall be repaired in
accordance with applicable requirements of the Sections 09800 — Protective Coating
and 05500 — Miscellaneous Metalwork.
H. After installation, surfaces shall be cleaned and left free of grime and dirt. The
CONTRACTOR shall remove unused materials, tools, scaffolding, and debris from the
premises and leave the area broom clean.
3.2 WELDING
A. Care shall be exercised in the selection of electrodes and amperage to provide positive
welds and to prevent high amperage blowholes. Welds shall be made from the top side
of the deck immediately after alignment.
B. The metal deck shall be welded to supporting members with 1/2-inch effective diameter
puddle welds spaced at 12 inches on center at members parallel to the ribs and at every
rib valley at members perpendicular to the ribs, unless otherwise indicated. Welding
washers shall be used when welding steel deck of less than 0.028-inch thickness.
Welding washers shall not be used when welding steel deck of 0.028-inches or greater.
C. Side laps shall be welded with 1-1/2 inch long top seam welds, spaced at 12 inches on
center unless indicated otherwise.
D. Welds shall be free of sharp points or edges. Welds shall be cleaned immediately by
chipping or wire brushing and shall be coated with zinc dust type primer paint.
E. Welding shall conform to the applicable requirements of AISC "Light Gauge Steel
Design." Welders shall be AWS certified.
- END OF SECTION -
MWH-04082005 METAL DECKING
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SECTION 05400 - COLD FORMED (LIGHT) METAL FRAMING
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall construct all light metal framing and appurtenant work,
complete, in accordance with the Contract Documents.
1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. Commercial Standards
ASTM A 1011 Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-
t
Strength Low-Alloy and High-Strength Low-Alloy with Improved
Formability
ASTM A 653 Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated
(Galvannealed) by the Hot Dip Process
ASTM C 645 Non Structural Steel Framing Members
1.3 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. Product Information: Manufacturer's literature, specifications, installation instructions,
technical data, and general recommendations.
C. Product Selection: Manufacturer's information for typical cross sectional properties and
connection details for members selected for construction.
D. Certifications: Manufacturer's certification that the proposed materials comply with this
Section.
E. LEED Product Data:
1. Credit MR 4: Submit invoices and documentation from manufacturer of the
percentage of post-consumer and post industrial content by weight for products with
recycled content.
2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting
manufacturing locations for products manufactured within a 500-mile radius of the
project site.
3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting
location of extraction, recovery or harvest for materials contained in products
addressed in item 2 above that originated within a 500-mile radius of the project.
PART 2 -- PRODUCTS
2.1 METAL STUDS
A. Non-Load Bearing:
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1530575 — DURHAM FACILITY PHASE 4 EXPANSION PAGE 05400-1
1. Metal studs shall be of the non-load-bearing channel type, roll-formed
electrogalvanized steel. Tracks and erection accessories shall be standard
products of an established metal stud manufacturer, unless otherwise indicated.
Metal studs shall be 25 gauge, 3-5/8-inch deep unless otherwise indicated.
a. Ceiling Framing: Minimum depth 6", 20 gauge, 16" o.c. spacing.
b. Wall Framing: Depth and spacing as noted on the drawings, 20 gauge.
c. Wall Framing at Ceramic Tile: Twenty-gauge or heavier studs, 16" o.c.
spacing, minimum depth of 3-5/8" shall be used at non-load bearing walls
having a ceramic tile wainscot condition.
B. Load Bearing: Metal studs of 16-gauge steel shall be used where indicated to be used.
They shall be standard 16-gauge, punched steel, galvanized studs formed from steel
meeting the requirements of ASTM A 1011 with 50,000 psi.
1. Studs designed for load bearing conditions and exterior use:
a. Use 16-gauge, 6-inch by 1-3/8 inch C stud at 16-inch spacing unless otherwise
noted.
2.2 MISCELLANEOUS MATERIALS
A. Hanger Wire: Hanger wire for suspended gypsum board ceilings shall be of soft-
temper, annealed and galvanized steel wire. Hanger wire size shall be not less than that
required by governing code.
B. Runner Channels: Runner channels shall be 1-1/2 inch cold-rolled channels and 3/4-
inch stiffener channels, galvanized or factory-coated with rust-inhibitive paint. Channels
shall have minimum weight of 475 and 300 Ibs/1000 L.F. respectively.
C. Furring Channels: Furring channels shall be designed for screw attachment of 5/8-inch
gypsum wallboard. They shall be roll-formed, galvanized Grade "A" steel conforming to
ASTM A 653, with a metal thickness of 0.022-inch minimum, 7/8-inch depth, and 1-3/8
inch web. Furring channels for styrene foam-board insulation shall be as indicated in
Section 07210 - Building Insulation.
D. Tie Wire: Tie wire shall be galvanized, 16-gauge, annealed steel wire.
E. Fasteners: Fasteners shall be stainless steel.
F. Welding Materials: Welding materials shall be as recommended in the published
standards of the structural stud manufacturer.
G. Power-Driven Pins: Power-driven pins to be installed in concrete or steel shall be of
heat-treated steel alloy. If the pins are not sufficiently corrosion-resistant for the
conditions to which they are to be exposed, they shall be protected in an acceptable
manner. Pins shall have capped or threaded heads capable of transmitting the loads the
shanks are required to support. Pins that are connected to steel shall have longitudinal
serrations around the circumference of the shank. Complete information describing pin
capacity, connections, and proposed area of use shall be submitted to the ENGINEER.
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1530575 - DURHAM FACILITY PHASE 4 EXPANSION PAGE 05400-2
2.3 LEEDTM REQUIREMENTS:
A. Metal studs shall contain a 20% minimum weighted average recycle content.
1
PART 3 -- EXECUTION
3.1 INSTALLATION REQUIREMENTS
A. WORK shall be installed in conformance with the manufacturer's recommendations, the
applicable requirements of the governing code, ANSI, and as indicated.
3.2 METAL STUDS, FURRING AND FRAMING (For Non-Bearing Walls)
A. Runner Track Attachment: Floor and ceiling runner tracks shall be securely fastened
to floor and overhead construction as indicated and as required.
B. Stud Attachment: Studs shall be securely fastened to tracks and spaced in
accordance with the stud schedule. Each stud shall be crimped into runner tracks at the
top, bottom, and both sides for friction fit with 1/4-inch deflection clearance on top.
C. Wall Stiffening: Walls shall be stiffened with 3/4-inch channels placed horizontally at
not more than 4-1/2 foot vertical spacing.
1. Provide bracing at walls to receive ceramic tile.
D. Furring Installation Requirements:
1. Fasten to concrete and concrete masonry with powder driven 0.145 inch diameter
stainless steel Dome head nail, 1-1/2 " min embed, X-DNI by Hilti or equal.
2. Fasten to metal with powder driven, 0.145 inch diameter galvanized dome head nail,
X-EDNI by Hilti or equal.
3. Max spacing 24 inch each way for all fasteners to furring channel.
E. Stud Installation Requirements:
1. Studs shall be located at all door frame jambs, at abutting construction, intersecting
walls, and corners. Each corner and intersection of walls and partitions shall be
formed with not less than 3 studs.
2. Double 20 gauge studs shall be secured to the jamb anchors of each door frame by
bolt or screw attachment. Studs at door openings shall extend to the structure.
3. Studs extending from door frame header to ceiling runner over door frames shall be
positioned at wall board joints. Stud walls which do not extend to structures above
the ceiling shall be braced to the structure at every 8 ft - 0 inches.
4. The CONTRACTOR shall install 20 gauge studs at wall-mounted fixtures and at a
maximum of 12 inches on centers behind walls to receive ceramic tile.
5. Stud walls shall be braced as necessary to provide rigid construction. Double row of
studs for chase walls shall be braced with cross ties of 1/2-inch or 5/8-inch thick
gypsum board, 12 inches wide, installed at quarter points of studs.
MWH-04082005 COLD FORMED (LIGHT) METAL FRAMING
1530575— DURHAM FACILITY PHASE 4 EXPANSION PAGE 05400-3
aA
6. Parapet walls and hung exterior walls and soffits shall be framed as indicated with
rA not less than 18 gauge studs.
F. Openings:
1. Channels shall be provided around openings for attachment of metal frames,
dampers, grilles, and ductwork in connection with metal studs and shall be securely
fastened to studs.
2. Headers, sills, and jack studs shall be provided as required at openings. Headers
shall overlap adjacent vertical studs and shall be securely screw-attached to
adjacent studs.
3. Where 25-gauge studs are used, a 1-1/2 inch channel stiffener shall be installed 6-
inches above the door openings. Stiffeners shall extend past the second single-stud
on each side of the opening, and shall be saddle-tied to the structure.
G. Lintels: Trussed or box-framed lintel members designed to resist applied loads without
excessive deflection shall be provided and shall be secured together by screws or other
approved means.
H. Support for Wall-Mounted Braced Items: Solid blocking, 1-1/2 inch channels,
horizontal studding or other members within walls shall be provided as required to
provide secure and adequate support for wall-mounted or wall-braced items.
Galvanized plates shall be provided as backing for handrail brackets, 16 gauge by 8-inch
by 16-inch. CONTRACTOR shall coordinate with OWNER for size and location of
OWNER supplied wall-mounted fixtures, toilet room accessories and equipment.
I. Horizontal Stiffeners: Ends of horizontal stiffeners shall be securely fastened to
abutting construction.
J. Furring Channels: Furring channels shall be spaced 16 inches on centers, maximum,
unless indicated otherwise. Spans shall not exceed manufacturer's published
recommendations and governing code requirements.
3.3 STRUCTURAL LOAD BEARING STEEL STUD WALLS
A. Prefabrication: Structural steel stud walls may be fabricated into panels or components
prior to erection.
B. Stud Spacing: Studs shall be spaced at 16-inch centers, unless noted otherwise on the
drawings.
C. Component Attachment:
1. Attachments of similar components shall be done by welding. Dissimilar stud
components shall be attached by welding, screw attaching, or bolting. Welds shall
be fillet, plug, butt, or seam welds.
2. Wire tying of framing components in structural applications will not be permitted and
will not be acceptable.
3. Splices in axial hooded studs shall not be used.
D. 'Butt Joints in Tracks: Butt welds or splices shall be used at all butt joints in the tracks.
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E. Stud Track Anchorage:
1. Bottom track for structural steel studs shall be anchored to concrete floor or
foundation slabs with 1/8-inch diameter shank power-driven fasteners at 6-inch on
center.
2. Wall top and bottom tracks for structural steel studs connected to structural steel
members shall be provided with a 3 inch long weld connection every 2 ft-6 in of run.
F. Connect studs to steel beams at each level of steel framing, or anchor to side wall at 48-
inch spacing.
3.4 WORKMANSHIP
A. Alignment: Metal studs shall be installed rigid, in line, level, and plumb and shall be
suitable for the application of the intended succeeding contiguous materials. The
maximum allowable deviation in any plane shall be 3/16-inch from an 8 foot straight line
and 1/2-inch maximum in a surface having a total length in excess of 8 feet.
B. Component Fit:
1. Framing components shall be cut squarely or on an angle, as in bracing, to fit
squarely against abutting members.
2. Tracks shall be securely anchored to the floor and overhead structure or other
members.
3. Studs shall be seated squarely in the track with the stud web and flanges abutting
the track web, shall be plumbed or aligned, and shall be securely attached to the
flanges or web of both the upper and lower tracks.
C. Temporary Bracing:
1. Framing shall be held firmly in position until properly fastened.
2. Prefabricated panels shall be square and braced against racking. Lifting of
prefabricated panels shall be done in a manner as to not cause local distortion in
any member.
D. Jack Studs: Jack studs shall be provided between all track and window sills; between
window and door headers and top track; at free-standing stair rails; and elsewhere to
provide structural support. Jack studs shall be securely attached to supporting
members.
- END OF SECTION -
MWH-04082005 COLD FORMED (LIGHT) METAL FRAMING
1530575-DURHAM FACILITY PHASE 4 EXPANSION PAGE 05400-5
SECTION 05500 - MISCELLANEOUS METALWORK
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall provide miscellaneous metalwork and appurtenances,
complete and in place, in accordance with the Contract Documents.
1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. Federal Specifications
MIL-G-18015 A(3) (Ships)Aluminum Planks. (6063-T6)
MIL-A-907E Antiseize Thread Compound, High Temperature
B. Commercial Standards
AA-M32C22A41 Aluminum Assn.
AASHTO HS-20 Truck Loading
AISC Manual of Steel Construction
AISI Design of Light Gauge, Cold-Formed Steel Structural Members
ASTM A 36 Carbon Structural Steel
ASTM A 48 Gray Iron Castings
ASTM A 53 Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and
Seamless
ASTM A 123 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
ASTM A 153 Zinc Coating (Hot-Dip) on Iron and Steel Hardware
ASTM A 193 Alloy Steel and Stainless Steel Bolting Materials for High
Temperature Service
ASTM A 194 Carbon and Alloy Steel Nuts for Bolts for High Pressure and High
Temperature Service
ASTM A 307 Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength
ASTM A 325 Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile
Strength
ASTM A 500 Cold-Formed Welded and Seamless Carbon Steel Structural
Tubing in Rounds and Shapes
ASTM A 992 Steel for Structural Shapes for Use in Building Framing
ANSI/AWS D1.1 Structural Welding Code - Steel
ANSI/AWS D1.2 Structural Welding Code - Aluminum
ANSI/AWS QC1 Qualification and Certification of Welding Inspectors
1.3 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
MWH - 04082005 MISCELLANEOUS METALWORK
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05500 - 1
B. Shop Drawings: Shop Drawings shall conform to AISC recommendations and
specifications and shall show holes, etc. required for other parts of the WORK. Drawings
shall include complete details of members and connections, anchor bolt layouts,
schedules for fabrication procedures, and diagrams for the sequence of erection.
1. Layout drawings for grating, showing the direction of span, type and depth of
grating, size and shape of grating panels, seat angle details, and details of grating
hold down fasteners. Load and deflection tables shall be submitted for each style
and depth of grating used.
2. An ICBO report listing the ultimate load capacity in tension and shear for each size
and type of concrete anchor. CONTRACTOR shall submit manufacturer's
recommended installation instructions and procedures for adhesive anchors. Upon
review by ENGINEER, these instructions shall be followed specifically.
3. No substitution for the indicated adhesive anchors will be considered unless
accompanied with ICBO report verifying strength and material equivalency,
including temperature at which load capacity is reduced to 90 percent of that
determined at 75 degrees F.
C. LEED Product Data:
1. Credit MR 4: Submit invoices and documentation from manufacturer of the
percentage of post-consumer and post industrial content by weight for products with
recycled content.
2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting
locations for products fabricated within a 500-mile radius of the project site.
1.4 QUALITY ASSURANCE
A. Weld procedures and welder qualifications shall be available in CONTRACTOR's field
office for review.
B. Welding shall be inspected in accordance with the requirements of Section 01450
Special Inspection and Structural Observations.
PART 2 -- PRODUCTS
2.1 GENERAL REQUIREMENTS
A. Steel
Wide Flange Shapes ASTM A 992
Shapes, Plates, Bars ASTM A 36
Pipe, Pipe Columns, Bollards ASTM A 53, Type E or S, Grade B standard
weight unless indicated otherwise
HSS ASTM A 500 Grade B
B. Corrosion Protection: Unless otherwise indicated, fabricated steel metalwork which will
be used in a corrosive environment and/or will be submerged in water/wastewater shall
be coated in accordance with Section 09800 - Protective Coating.
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05500 - 2
C. Stainless Steel: Unless otherwise indicated, stainless steel metalwork and bolts shall
be of Type 316 stainless steel.
D. Aluminum: Unless otherwise indicated, aluminum metalwork shall be of Alloy 6061-T6.
Aluminum in contact with concrete, masonry, wood, porous materials, or dissimilar
metals shall have contact surfaces coated in accordance with Section 09800.
E. Cast Iron: Unless otherwise indicated, iron castings shall conform to the requirements of
ASTM A 48, Class 50B or better.
2.2 METAL STAIRS
A. Metal Stairs: Metal stairs shall be composed of aluminum stringers and supports and
shall be fabricated in accordance with standard practice of the National Association of
Ornamental Metal Manufacturers.
2.3 GRATING STAIR TREADS
A. Grating stair treads shall be designed to support a live load of 100 psf or a concentrated
load at mid-span of 1000 pounds, whichever creates the higher stress. The maximum
deflection due to the uniform live load shall be as required for metal grating below.
Grating stair treads shall have an integral non-slip nosing.
2.4 SAFETY STAIR NOSINGS
A. Safety stair nosing shall be provided on concrete stairs and other locations as indicated.
The nosing shall be 3 inches wide extruded aluminum with cast-in abrasive strips and
integral extruded anchors. The color of the cast abrasive shall be as selected by the
ENGINEER from the manufacturer's standard colors. The nosing shall be Amstep
Products, Style "231-A", American Mason Safety Tread Company, Figure "31A," or
equal.
2.5 FABRICATED LADDERS
A. Ladders which may be partially or wholly submerged or which are located inside a
hydraulic structure, shall be entirely of Type 316 stainless steel. Other ladders shall be
of aluminum, or as indicated.
B. Ladder for roof and floor access hatch shall be equipped with a pop-up extension. Pop-
up extension device shall be manufactured of the same material and finish as the ladder
and have telescoping tubular section that locks automatically when fully extended.
Upward and downward improvement shall be controlled by stainless steel spring
balancing mechanisms. Units shall be completely assembled with fasteners for securing
to the ladder rungs in accordance with the manufacturer's instructions.
2.6 PREFABRICATED ROOF ACCESS LADDERS
A. Roof ladder A and Roof Ladder B for access to roofs of Valve Control and Hvac Room
shall be of aluminum and shall confirm to the design criteria below.
B. Acceptable Manufacturers:
1. Royalite Manufacturing, Inc; 1055 Terminal Way, San Carlos, CA 94070.
Tel: (650) 637-1440 or (800) 875-9548. Fax: (650) 637-9770. www.royalite-mfg.com.
2. O'Keefe's Inc., 75 Williams Avenue, San Francisco, CA 94124.
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05500 - 3
Tel: (405) 822-4222 or(800) 227-3305. Fax: (415) 822-3888.
C. Components:
1. Ladders: Provide assembled ladders that comply with OSHA, 2003 IBC and local
building codes, with all edges rounded, clean, smooth, and burr free; dimensions as
indicated on drawings.
2. Ladder Treads: Extruded aluminum, 6063-T5 alloy, with self-cleaning serrated top
surface and rounded front and back edges; fastened to handrails with concealed
stainless steel screws; capable of withstanding 300 pounds load per tread without
damage.
a. Cross Section for Vertical Ladders: Minimum 2 inches horizontal, nominal 1
inch (25 mm) vertical.
b. Width: 24 inches.
c. Spacing: 12 inches vertically.
D. Landing Platforms: Made up of tread members mounted side-by-side.
3. Vertical Ladder Rails Supporting Treads: Extruded aluminum, 6063-T5 alloy, with
rounded corners, approximately 4 inches deep; mounted so that centerline of tread
is minimum of 7 inches from face of wall.
a. Wall Brackets: Bent aluminum plate, 2 inches wide by 3/16 inch thick.
b. Base Brackets: Aluminum angle floor bracket, 2 by 2 by 2 by 1/8 inch thick.
c. Base Brackets: Wall bracket with additional angle brace; supporting foot of rail
at least 4 inches above floor or grade.
D. Extended Rails: 0.875 inch diameter aluminum tubing; formed with two parallel tubes
for each length of rail, with radiused corners, assembled by welding or with stainless
steel fasteners.
1. At Top of Ladders Leading to Roofs or Landings: Extending minimum of 42 inches
vertically above top of parapet or landing and extending minimum of 10 inches past
edge of roof or landing; with free walk-through onto roof/landing.
E. Anchor Bolts: Stainless steel bolts; diameter as specified by ladder manufacturer;
length as required to provide adequate anchorage into substrate.
2.7 METAL GRATING
A. General: Metal grating shall be of the design, sizes, and types indicated. Grating shall
be completely banded at edges and cutouts using material and cross-section equivalent
to the bearing bars. Such banding shall be welded to each cut bearing bar. Grating
shall be supported around an opening by support members. Where grating is supported
on concrete, embedded stainless steel support angles shall be used. Such angles shall
be mitered and welded at corners.
1. Pieces of grating shall be fastened in 2 locations to each support.
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1530575—DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05500 -4
2. Where grating forms the landing at the top of a stairway, the edge of the grating that
forms the top riser shall have an integral non-slip nosing, width equal to that of the
stairway.
3. Where grating depth is not given, grating shall be provided that will be within
allowable stress levels and which shall not exceed a deflection of 1/4-inch or the
span divided by 240, whichever is less. For standard duty plank and safety grating,
the loading to be used for determining stresses and deflections shall be the uniform
live load of the adjacent floor or 100 psf, whichever is greater or a concentrated load
of 1000 pounds. For heavy duty grating, the loading used for determining stresses
and deflections shall be AASHTO HS-20.
B. Material:
1. Except where indicated otherwise, bar grating shall be fabricated entirely of
aluminum as follows: Bearing and banding bars, alloy 6061-T6; cross bars, alloy
6063-T5.
•
2. Safety grating shall be fabricated of aluminum alloy 5052-H32.
3. Plank grating shall be fabricated of aluminum alloy 6063-T6.
4. Grating that may be partially or wholly submerged shall be fabricated entirely of
stainless steel, Type 316.
C. Standard-Duty Grating:
1. No single piece of grating shall weigh more than 80 pounds, unless indicated
otherwise. Standard duty grating shall be serrated bar grating.
2. Cross bars shall be welded or mechanically locked tightly into position so that there
is no movement allowed between bearing and cross bars.
D. Safety Grating:
1. Safety grating shall be made of sheet metal punched into an open serrated diamond
pattern and be formed into plank sections. The open diamond shapes shall be
approximately 1-7/8 inch by 11/16-inch in size. Safety grating shall be Grip Strut by
Metal Products Division, United States Gypsum Company; Deck Span by IKG
Industries, or equal.
E. Heavy-Duty Grating: Heavy-duty grating shall be welded steel, galvanized after
fabrication. Cross bars shall be welded in position.
F. Plank Grating:
1. Plank grating shall be extruded in 6-inch widths with a minimum of 6 integral 1-bar
type bearing bars per plank. The top surface shall be solid with raised ribs, unless
indicated otherwise. Where punched grating is required, the top surface shall be
provided with a pattern of 3-inch by 19/32-inch rectangular openings spaced at 4
inches on center. The planks shall have continuous tongue and groove type
interlock at each side; except that interlocking planks shall be arranged so that any
4-foot wide section may be removed independently from the other grating sections.
2. Plank grating shall be provided with a clear anodized finish, except that punched
grating may have standard mill finish.
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2.8 CHECKERED PLATE
A. Checkered plate shall have a pattern of raised lugs on one face and shall be smooth on
the opposite face. Lugs shall be a minimum of one-inch in length and raised a minimum
of 1/2-inch above the surface. The lugs shall be located in a pattern in which the lugs
are oriented at 90 degrees from the adjacent lugs in 2 orthogonal directions. The rows
of lugs shall be oriented at 45 degrees from the edges of the plates.
B. Where no plate material is indicated, aluminum shall be provided. Unless indicated
otherwise, the minimum plate thickness shall be as required to limit deflection resulting
from a live load of 100 psf to 1/4-inch or the span divided by 240, whichever is less.
2.9 HATCHES
A. Where access hatches are mounted on a floor slab (including top slabs that are not
covered with a roofing membrane) or on a concrete curb, the hatch shall be a flush type
as indicated.
B. Hatches shall be fabricated from aluminum 5086 H34, 6063-T5 or 6061-T6, unless
otherwise indicated. Hatch hardware shall be Type 316 stainless steel. Hatches shall
be gutter-type; Bilco Type "J" or "JD," Babcock-Davis Type B-FGA or equal.
C. Hatches for Wet Well Access Room and Influent Splitter Box shall be entirely fabricated
from stainless steel 316 and shall be air leak proof. Stainless steel railing type fall
through protection system shall be provided for all access hatches in the Wet Well
Access Room and Influent Splitter Box. Hatches shall be as manufactured by Syracuse
Casting Sales Corporation or equal.
D. The design live load shall be 300 psf, unless indicated otherwise.
E. Hatch opening sizes, number and swing direction of door leaves, and locations, shall be
as indicated. Sizes are for the clear opening. Where the number of leaves is not given,
openings larger than 42 inches in either direction shall have double-leaf doors. Unless
indicated otherwise, hinges shall be located on the longer dimension side. Unless
indicated otherwise, ladder hatches shall be a minimum of 30 inches wide by 36 inches
long, with the ladder centered on the shorter dimension, and the door hinge opposite the
ladder.
F. Door leaves shall be a minimum of 1/4-inch thick checkered pattern plate. Channel
frames shall be a minimum of 1/4-inch material with an anchor flange around the
perimeter. Hatches shall be provided with an automatic hold-open arm with release
handle. Hatches shall be designed for easy opening from both inside and outside.
G. Hatches shall be designed to be watertight and shall be equipped with a joint gutter and
moat-type edge drain. A minimum 1-1/2 inch diameter drain connection shall be
provided, located by the manufacturer. •
H. Unless indicated otherwise, hatch nets shall be installed on floor hatches. Hatch nets
shall conform to OSHA requirements and shall be Hatch Net 121, as manufactured by
Safe Approach, Inc, Auburn, ME, or equal. Hatch Net is not required for Stainless
Steel Floor Hatches in the Wet Well Access Room.
2.10 METAL DECKING
A. Metal decking shall be of the size and gauge indicated and shall meet the requirements
of the AISI specification for the "Design of Light Gauge, Cold-formed Steel Structural
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1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05500 - 6
Members." The steel shall be coated in accordance with the requirements of Section
09800 — Protective Coatings.
2.11 IRON CASTINGS
A. Iron castings shall be of uniform quality, free from blowholes, porosity, hard spots,
shrinkage, distortion, or other defects. They shall be smooth and well cleaned by
shotblasting.
B. Covers and grates shall fit together evenly, so that the cover fits flush with the
surrounding finished surface and so that the cover does not rock or rattle when loading
is applied. Round covers and frames shall have machined bearing surfaces.
C. Covers and grates with matching frames shall be designed to support the following
loadings:
1. Where located within a structure, the design loading shall match that required for the
adjacent floor area, or, if no floor loading is given, a minimum of 300 pounds per
square foot.
2. Exterior covers and grates shall be designed for AASHTO HS-20 loading unless
indicated otherwise.
2.12 MANHOLE RUNGS
A. See Section 02490 - Precast Concrete Manholes and Vaults.
2.13 FALL PREVENTION SYSTEM
A. The fall protection system at each ladder shall include a carrier rung, ladder ring clamps,
sleeves and full body harnesses, dismount section, and components as necessary for a
complete system. The carrier rail shall be the same material as the ladder, except for
fiberglass ladders, which shall have stainless steel carrier, rails, and shall be the length
recommended by the manufacturer for the ladder dimensions, including extensions.
• Include an extension for each ladder. The fall protection system shall be 2000 Climb
Rite by Sellstrom Manufacturing Company, Saf-T-Climb by North Safety Products
Ltd., or equal.
2.14 BOLTS AND ANCHORS
A. Standard Service (Non-Corrosive Application): Except bolts for structural steel
connections or unless otherwise indicated, bolts, rods, anchor bolts, washers, and nuts
shall be stainless steel type 316
1. Structural connections: Anchor Bolts: ASTM A 307, Grade A or B, or ASTM A 36,
hot-dip galvanized.
2. High strength bolts where indicated: ASTM A 325.
3. Pipe and equipment flange bolts: ASTM A 193, Grade B-7.
B. All indoor or outdoor service locations: Bolts, nuts, and washers shall be stainless
steel except for structural steel connections.
C. Stainless steel bolts, nuts, anchor bolts, and washers shall be of Type 316 stainless
steel, with bronze nuts, or cap screws (where screwed into stainless steel), of copper-
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05500 - 7
silicon alloy, conforming to ASTM B 98, alloy C 65100, designation H04, or alloy C
65500, designation H04. Wherever stainless steel bolts and nuts are indicated, it shall
refer to the above material combination, unless specifically excluded.
D. Bolt Requirements:
1. The bolt and nut material shall be free-cutting steel.
2. The nuts shall be capable of developing the full strength of the bolts. Threads shall
be Coarse Thread Series conforming to the requirements of the American Standard
for Screw Threads. Bolts and cap screws shall have hexagon heads and nuts shall
be Heavy Hexagon Series.
3. Bolts and nuts shall be installed with washers fabricated of material matching the
base material of bolts; except that hardened washers for high strength bolts shall
conform to the requirements of the AISC Specification. Lock washers fabricated of
material matching the bolts shall be installed where indicated.
4. The length of each bolt shall be such that the bolt extends at least 1/8-inch beyond
the outside face of the nut before tightening, except for anchor bolts, which shall be
flush with the face of the nut before tightening.
E. Adhesive Anchors: Unless otherwise indicated, drilled concrete or masonry anchors
shall be adhesive anchors. No substitutions will be considered unless accompanied with
ICBO report verifying strength and material equivalency.
1. Epoxy adhesive anchors are required for drilled anchors for indoor installations, in
submerged, wet, splash, overhead, and corrosive conditions, and for anchoring
handrails and reinforcing bars. Epoxy shall comply with Section 03315 - Grout. All
threaded rod shall be stainless steel Type 316. Epoxy anchors shall not be
permitted in areas where the concrete temperature is in excess of 100 degrees F or
higher than the limiting temperature recommended by the manufacturer, whichever
is lower. Epoxy anchors shall not be used where anchors are subject to vibration or
fire. Embedment depth shall be as the manufacturer recommends for the load to be
supported.
2. Unless otherwise indicated, glass capsule, polyester resin adhesive anchors will be
permitted in locations not included above and shall be Hilti HVA or Cobra Anchors.
Threaded rod shall be stainless steel.
F. Expanding-Type Anchors: Expanding-type anchors if indicated or permitted, shall be
stainless steel expansion type ITW Ramset/Redhead "Trubolt" anchors; McCullock
Industries "Kwick-Bolt;" or equal. Lead caulking anchors will not be permitted. Size
shall be as indicated. Embedment depth shall be as the manufacturer recommends for
the load to be supported. Expansion type anchors that are to be embedded in grout may
be steel. Non-embedded buried or submerged anchors shall be stainless steel.
G. Non-Shrink Grouted Anchors: Anchors, if indicated or permitted, shall be grouted with a
non-shrink cementitious grout in accordance with the manufacturer's recommendation.
Embedment depth shall be as the manufacturer recommends for the load to be
supported. Non-shrink grout material shall be Class B or C in accordance with Section
03315 - Grout.
H. Bolt Torque: Torque required to secure bolts shall be determined based on the
application as follows:
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1. General Purpose Joints: The turning effort required to secure bolt tensile stresses
shall be in accordance with the requirements of Table 1.1:
Table 1.1 —Turning effort to secure bolts for General Purpose Applications
Recommended Torque
Size Grade 5 Grade 8 18-8 SS
3/8 31 35 44 49 20 22
7/16 49 55 70 78 31 33
1/2 75 85 105 120 43 45
9/16 110 120 155 170 57 63
5/8 150 170 284 323 93 104
3/4 270 295 510 568 128 124
7/8 395 435 813 902 194 193
1 590 660 905 1030 287 289
2. Bolt for Structural Steel: Bolt installation for structural steel shall conform to the
requirements of Section 05100 - Structural Steel Framing.
3. Adhesive Anchors: expanding type anchors, and non-shrink grouted anchors:
Installation of adhesive anchors, expanding type anchors, and non-shrink grouted
anchors shall conform to the manufacturer's recommendations.
4. Piping Flanged Joints: The turning effort required to secure bolt tensile stresses of
30,000 and 60,000 psi with different size alloy-steel bolts threaded in accordance
with American Standard Screw Threads for High-strength Bolting B1.4 is given in
the following Table 1.2. This table is based on tests conducted by Crane Company
and represents results obtained with well-lubricated threads and bearing surfaces.
They showed an increase of almost 100 percent in the torque required to secure a
given bolt stress.
Table 1.2 —Turning Effort to Tighten 8-pitch Thread bolts
Nominal Number of Area at
diameter threads root of Stress
of bolt, per inch thread, 30,000 psi 60,000 psi
inches square Torque, Force per Torque, Force
inches ft-lbs bolt, ft-lbs per bolt,
pounds pounds
1/2 13 0.126 30 3,780 60 7,500
5/8 11 0.202 60 . .6,060 120 12,120
3/4 10 0.302 100 9,060 200 18,120
7/8 9 0.419 160 12,570 320 25,140
1 8 0.551 245 16,350 490 33,060
1-1/8 8 0.728 355 21,840 710 43,680
1-1/4 8 0.929 500 27,870 1000 55,740
1-3/8 8 1.155 680 34,650 1360 69,300
1-1/2 8 1.405 800 42,150 1600 84,300
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1-5/8 8 1.680 1100 50,400 2200 100,800
1-3/4 8 1.980 1500 59,400 3000 118,800
1-7/8 8 2.304 2000 69,120 4000 138,240
2 8 2.652 2200 79,560 4400 159,120
2-1/4 8 3.423 3180 102,690 6360 205,380
2-1/2 8 4.292 4400 128,760 8800 257,520
2-3/4 8 5.259 5920 157,770 11840 315,540
3 8 6.324 7720 189,720 15440 379,440
Note: The 8-pitch thread series refers to bolt diameters 1-inch and greater when 8
threads per inch are used. Basic thread dimensions throughout the 8-pitch series are
the same as for the 1-inch diameter of the coarse-thread series. Coarse thread series is
recommended for general purpose use; the 8-pitch thread series for high-strength
bolting.
5. Machinery and Equipment Joints: Torque required to secure bolts used as part of
manufactured machinery or equipment shall be in accordance with the equipment
manufacturer recommendations.
2.15 POWDER-DRIVEN PINS
A. Materials: Powder-driven pins for installation in concrete or steel shall be heat-treated
steel alloy. If the pins are not inherently sufficiently corrosion-resistant for the conditions
to which they will be exposed, they shall be protected in an acceptable manner. Pins
shall have capped or threaded heads capable of transmitting the loads the shanks are
required to support. Pins that are connected to steel shall have longitudinal serrations
around the circumference of the shank.
2.16 IMPACT ANCHORS
A. Impact anchors shall be an expansion type anchor in which a nail type pin is driven to
produce the expansive force. The pin shall have a zinc sleeve with a mushroom style
head and stainless steel nail pin. Anchors shall be Metal Hit Anchors, manufactured by
Hilti, Inc., Rawl Zamac Nailin, manufactured by the Rawlplug Company; or equal.
PART 3-- EXECUTION
3.1 FABRICATION AND INSTALLATION REQUIREMENTS
A. Fabrication and Erection: Except as otherwise indicated, the fabrication and erection
of structural steel shall conform to the requirements of the American Institute of Steel
Construction "Manual of Steel Construction."
B. Steel Railings: Field welding of steel pipe handrail joints will be permitted only if
approved by the ENGINEER, and then only in accordance with its instructions.
C. Floor Hatches: Unless otherwise indicated, the CONTRACTOR shall provide a 1/2-inch
drain line to the nearest floor drain for floor hatches.
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05500 - 10
D. Powder-Driven Pins: Powder-driven pins shall be installed by a craftsperson certified
by the manufacturer as being qualified to install the manufacturer's pins. Pins shall be
driven in one initial movement by an instantaneous force that has been carefully
selected to attain the required penetration. Driven pins shall conform to the following
requirements where "D" = pin's shank diameter:
Material Material Pin Shank Minimum Minimum
Penetrated Minimum Penetration in Space From Pin
by Pin Thickness Supporting Pin's CL to Spacing
Material Edge of
Penetrated
Material
Concrete 16D 6D minimum 14D 20D
Steel 1/4-inch Steel thickness 4D 7D
3.2 WELDING
A. Method: Welding shall be by the metal-arc method or gas-shielded arc method as
described in the American Welding Society's "Welding Handbook" as supplemented by
other pertinent standards of the AWS. Qualification of welders shall be in accordance
with the AWS Standards governing same.
B. Quality: In assembly and during welding, the component parts shall be adequately
clamped, supported, and restrained to minimize distortion and for control of dimensions.
Weld reinforcement shall be as indicated by the AWS Code. Upon completion of
welding, weld splatter, flux, slag, and burrs left by attachments shall be removed. Welds
shall be repaired to produce a workmanlike appearance, with uniform weld contours and
dimensions. Sharp corners of material that is to be painted or coated shall be ground to
a minimum of 1/32-inch on the flat.
3.3 GALVANIZING
A. Structural steel plates shapes, bars, and fabricated assemblies required to be
galvanized shall, after the steel has been thoroughly cleaned of rust and scale, be
galvanized in accordance with the requirements of ASTM A 123. Any galvanized part
that becomes warped during the galvanizing operation shall be straightened. Bolts,
anchor bolts, nuts, and similar threaded fasteners, after being properly cleaned, shall be
galvanized in accordance with the requirements of ASTM A 153.
B. Field repairs to damaged galvanizing shall be made by preparing the surface and
applying a coating.
1. Surface preparation shall consist of removing oil, grease, soil, and soluble material
by cleaning with water and detergent (SSPC SP1) followed by brush off blast
cleaning (SSPC SP7), over an area extending at least 4-inches into the undamaged
area.
2. Coating shall be applied to at least 3-mils dry film thickness. Use Zinc-Clad XI by
Sherwin-Williams, Galvax by Alvin Products, or Galvite by ZRC Worldwide.
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3.4 DRILLED ANCHORS
A. Drilled anchors and reinforcing bars shall be installed in strict accordance with the
manufacturer's instructions. Holes shall be roughened with a brush on a power drill,
cleaned and dry. Drilled anchors shall not be installed until the concrete has reached
the required 28-day compressive strength. Adhesive anchors shall not be loaded until
the adhesive has reached its indicated strength in accordance with the manufacturer's
instructions.
3.5 FALL PREVENTION SYSTEM
A. Fall prevention systems shall be provided on ladders used to ascend heights exceeding
20 feet.
- END OF SECTION -
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SECTION 05521 - ALUMINUM RAILINGS
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall provide aluminum railing work, complete and in place, in
accordance with the Contract Documents.
B. This Section does not include railings that are indicated under equipment specifications.
1.2 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. Shop Drawings: Include railing layouts, post locations, and spacings, gate locations,
removable railing sections, construction details, manufacturer's engineering data,
installation instructions, and product data.
C. Calculations: Engineering structural calculations for railings, handrail brackets,
brackets, support flanges, and fasteners or anchors.
D. Samples: Color samples.
PART 2 -- PRODUCTS
2.1 SYSTEM DESIGN AND STRUCTURAL PERFORMANCE OF RAILING COMPONENTS
A. General: All railings and installation shall be in accordance with the manufacturer's
published recommendations and specifications.
B. Code Requirements: Railings, guardrails, and handrails shall conform to the code
requirements for IBC - industrial-commercial, non-public use and the State-approved
OSHA. Railings, guardrails, and handrails, when part of a means of egress as defined
by the governing codes, shall conform to the requirements of the most stringent of the
codes or reference standards.
C. Loading Conditions: Railings and handrail brackets shall be designed in accordance
with the requirements of Section 1607.7 of the IBC 2003.
2.2 MATERIALS
A. Rail Section: Railings and handrails shall be round pipe design railing system unless
otherwise indicated.
B. Rail Material: Aluminum shall be U.S. Alloy 6061 or 6063, T-5 or T-6. Aluminum pipe
rail shall be not less than 1-1/2 inch diameter, Schedule 40 pipe.
C. Welding Rods: Aluminum welding rods shall be of type recommended by the aluminum
manufacturer for anodized finished products.
D. Isolation from Concrete: Electrolysis protective material shall be in accordance with
Section 09800 - Protective Coating.
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05521-1
E. Sleeves: Sleeves shall be formed with PVC. Sleeves for removable posts shall be of
steel, hot-dip galvanized after fabrication. Galvanizing of steel sleeves shall be done
after fabrication to prevent raw steel from being exposed to the elements.
F. Fasteners: Fasteners, screws, and bolts shall be concealed and shall be of stainless
steel or aluminum. Handrail bracket fasteners and fasteners over water basins shall be
of stainless steel.
G. Brackets: Handrail brackets shall be aluminum with a finish that matches the handrail
or railing of which they are a part.
H. Kickplates: Kickplates shall be extruded (match railing system) aluminum of not less
than 4 inches in height. Kickplates for picket railings shall be a special extrusion if a
snap-in-centered type kickplate is not standard with the railing manufacturer.
I. Grout: Non-shrink grout for handrail posts shall consist of an inorganic, non-metallic,
premixed grout in accordance with Section 03315 - Grout with a minimum 28-day
compressive strength of 4,000 psi.
2.3 FINISHES
A. Pipe Railing System: Pipe railing system including handrails, railings, tube caps, and
other miscellaneous parts of rails shall be provided with an Architectural Class I, 0.7-mil
clear anodized finish, AA-M12.
2.4 SUB-ASSEMBLIES
A. Height Requirements: Top of upper railing shall be 42 inches above the working
surface. Kickplates shall be installed not more than 1/4-inch off the working surface and
shall be provided where indicated and/or required by codes or Reference Standards.
B. Guardrails: Guardrails shall be a 3-rail system with equal open spaces between rails
(and kickplate when required) with no open space larger than 12 inches as required by
IBC.
2.5 MANUFACTURERS, OR EQUAL
A. Round Pipe Railings:
1. "C-V Pipe Rail" by CraneVeyor Corp.
2. "Wesrail" by Moultrie Manufacturing Co.
B. Rectangular Tube and Square Picket Railings:
1. "Balustrade" (or Picket) by ATR Technologies, Inc.
2. "Railtec 400" vertical bar railing by CraneVeyor Corp.
C. Round Tube and Round Picket Railings:
1. Oval-Tube Railing "1J" (with bottom fillers) by ATR Technologies, Inc.
2. "Baluster Railing", by CraneVeyor Corp.
MWH —04082005 ALUMINUM RAILINGS
1530575—DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05521-2
3. "Wesrail" by Moultrie Manufacturing Co.
PART 3 -- EXECUTION
3.1 PRODUCT DELIVERY, STORAGE, AND HANDLING
A. Delivery of Materials: Manufactured materials shall be delivered in original, unbroken
packages, containers, or bundles bearing the label of the manufacturer.
B. Storage: All materials shall be carefully stored in a manner that will prevent damage
and in an area that is protected from the elements.
3.2 COMPONENT SYSTEMS
A. Unless otherwise indicated, aluminum handrails and railings shall be component
systems, installed complete and ready for use with all anchors, attachments, balusters,
brackets, caps, fasteners, gates, posts, sleeves, trim, and all other related items required
or necessary for the complete installation.
3.3 CRAFTSMANSHIP
A. All work shall be performed by craftsmen experienced in the fabrication of architectural
metal work. Exposed surfaces shall be free from defects or other surface blemishes.
Dimensions and conditions shall be verified in the field in advance. Joints, junctions,
miters, and butting sections shall be precision-fitted, with no gaps occurring between
sections, and all surfaces shall be flush and aligned and without sharp edges.
3.4 ALIGNMENT
A. Extruded, case, molded, or bent work shall be straight with true edges. Railings and
handrails shall be provided with continuous top rails, without post projections or other
obstructions.
3.5 WELD FINISH
A. All exposed welds shall be ground smooth and flush and shall be polished and anodized.
Discoloration of exposed aluminum surfaces, whether or not due to welding, shall
constitute a basis for rejection of the entire assembly.
3.6 EXPANSION/CONTRACTION
A. Railings shall provide expansion joints in the railing at all expansion joints in the
structure. In addition exterior railing systems shall provide for 1/4-inch expansion and
contraction per 20-linear feet of railing, and interior railing systems shall provide for 1/4-
inch expansion or contraction per 20-linear feet of railing. Expansion joints shall be
carefully aligned and without sharp edges.
3.7 FASTENER FINISH
A. Stainless steel fasteners shall be mill finish.
3.8 RAILING CONTINUITY AND END TREATMENT
A. Handrails and railings shall be designed to form a continuous run system with elbow
turns and bends that do not have interferences with hand movement. Handrails shall be
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1530575—DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05521-3
continuous for the full length of the stairs and landings. The handrails shall extend not
less than 12-inches beyond the top and bottom risers. Whenever possible, the
extension shall be at least 18-inches for the possible use by handicapped people. The
ends of handrails shall be returned to wall or shall be terminated in newel posts or safety
terminals. Newel posts and safety terminals may be used only when approved by the
ENGINEER.
3.9 GATES AND REMOVABLE SECTIONS
A. Gates shall be provided with self-closing hinges and self-closing latch bolts. Removable
handrail sections shall be provided where indicated. The gate and removable railing
hardware's color shall match that of the railing system of which it is a part.
B. Aluminum items in contact with concrete or steel or embedded in concrete shall be
provided with an electrolysis protective material. The protective material shall be applied
to the aluminum surface that will be in contact with the dissimilar material.
C. Handrail posts installed into sleeves shall be provided with weep holes between 1/2-inch
and 1/4-inch above the finish deck for condensation drainage.
- END OF SECTION -
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1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05521-4
SECTION 07410— PREFORMED METAL WALL PANELS
4 PART 1 -- GENERAL
4
1.1 SUMMARY
A. The extent of the panel work is shown on the Drawings. Composite panels along with
perimeter extrusions, clips, fasteners, gaskets and sealants if required.
B. All engineering and manufacturing of the items listed below are to be supplied by a
single manufacturer. Installer to be certified by the manufacturer.
1. Aluminum face and liner, composite factory formed wall panel units with integral
reveals and integral joinery.
2. Extruded aluminum trim related to the wall system and its intersection with adjacent
materials.
3. Sealants and gaskets between panels, adjoining louvers, translucent sandwich
panel systems and their intersections.
C. Panel fabricator/installer shall assume undivided responsibility for all components of the
exterior panel system including, but no limited to attachment to sub-construction, panel
to panel joinery, panel to dissimilar material joinery and joint seal associated with the
panel system.
1.2 QUALITY ASSURANCE
A. Manufacturer and wall systems contractor shall have a minimum of ten years
experience in successfully fabricating and or installing composite panels for projects
using similar systems, applications and performance requirements.
B. Wall systems contractor must be an authorized fabricator of the specified composite
supplier and have a certification program acceptable to local code authorities.
C. Manufacturer and wall systems contractor shall provide a list of five similar completed
projects, in place for 10 years, with addresses of the location, architect and owner.
1.3 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. Codes
1. IBC 2003 International Building Code
B. Commercial Standards
1. ASTM D1781-93 Climbing Drum Peel Test for Adhesives
2. ASTM E84 Surface Burning Characteristics of Building Materials
. J
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1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07410- 1
3. ASTM E162 Surface Flammability of Materials Using a Radiant Heat
Energy Source
4. ASTM E330 Structural Performance of Exterior Windows, Curtain
Walls, and Doors Under the Influence of Wind Loads
5. ASTM E283 Rate of Leakage through Exterior Windows, Curtain Walls,
and Doors
6. ASTM D3363 Method for Film Hardness by Pencil Test
7. ASTM D2794 Resistance of Organic Coatings to the Effects of Rapid
Deformation (Impact)
8. ASTM D2247 Practice for Testing Water Resistance of Coatings in 100%
Relative Humidity
9. ASTM 8117 Method of Salt Spray (Fog) Testing
10. ASTM D822 Practice for Operating Light and Water Exposure
Apparatus (Carbon-Arc Type) for Testing Paint, Varnish,
Lacquer, and Related Products
11. ASTM D1308 Effect of Household Chemicals on Clear and Pigmented
Organic Finishes
12. ASCE 7-98 Minimum Design Loads for Buildings and Other Structures
13. ASTM C-297 Core Compressive Modulus
14. AAMA 2605 Paint Finish
1.4 SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
1. No substitutions are to be made without going through the approval process.
B. Two samples of each color or finish selected, to illustrate panel design, texture, color
and other features specified.
C. Product Data: Manufacturer's standard literature.
D. Structural calculations, prepared and sealed by a structural engineer registered in the
state of Oregon, showing the structural adequacy of the preformed metal wall panels
and all connections to the building structure.
1. Show governing panel types and connections and types of fasteners to the building
structure.
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E. Shop drawings to show all elevations along with fasteners, details, and location of all
joints, including interface of the panel system with adjoining construction.
1. Joint details shall provide a structurally sound panel system that allows no
uncontrolled water penetration on the inside face of the panel system, as
determined by ASTM E331.
F. LEED Product Data
1. Credit MR 4: Submit invoices and documentation from manufacturer of the
percentage of post-consumer and post industrial content by weight for products with
recycled content.
2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting
manufacturing locations for products manufactured within a 500-mile radius of the
project site.
3. MR Credit 5.2: Submit invoices and documentation from manufacturer highlighting
location of extraction, recovery or harvest for materials contained in products
addressed in item 2 above that originated within a 500-mile radius of the project.
G. Submit test reports and certifications to demonstrate compliance with performance
requirements and building code acceptance specified.
H. Fabricator shall furnish test reports by an accredited testing laboratory. If not previously
tested, fabricator must have system tested and furnish necessary reports before final
approval of shop drawings.
I. Submit erection procedures where required to clearly explain proper installation of
fasteners, trim, gaskets and sealants.
J. Evidence that the specified deflection limitations are met.
K. Manufacturer and installer quality assurance qualifications.
L. At Substantial Completion, submit certification of proper installation by Manufacturer.
1.5 PERFORMANCE REQUIREMENTS
A. Structural Performance: Panels shall be designed for component and cladding wind
loads determined in accordance with the more stringent of either the local building code,
IBC 2003 or ASCE 7-98 for the parameters specified. .
1. Wind Loads:
a. Basic Wind Speed: 100 MPH, 3 second gust
b. Wind Importance Factor (I,,): 1.15
c. Exposure Category: C
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2. Seismic Loads:
a. Seismic Use Group D
b. Spectral Response Coefficient (SS): 1.06g
c. Spectral Response Coefficient (Si): 0.37g
d. Site Class: D
e. Seismic Design Category: Ill
f. Seismic Importance Factor (le): 1.25
3. Design preformed metal wall panel system and connections to maintain clearances
at openings, to allow for fabrication and construction tolerances, to accommodate
live load deflection, shrinkage and creep of primary building structure, and other
building movements.
4. The wall system whall be designed to allow differential movement of the building
roof and floor structures and shall be capable of performing within the following
limitations:
a. Normal to the plane of the wall: the maximum allowable deflecton of the panel
perimeter shall be limited to L/175. The maximum allowable deflection of the
panel stiffeners and the aluminum composite panel material shall be limited to
L/60. Compliance to these deflection limitations shall be provided as part of the
submittals.
b. Provide allowances for vertical and horizontal movements due to thermal
expansion and contraction.
B. Panel material shall meet the following tests:
1. ASTM E84 Flame spread 0 smoke developed 0
2. ASTM E162
3. Factory Mutual Standard 4880 (1994) Room Fire Test.
4. Bond strength integrity. When tested in accordance with ASTM D-1781-93,
simulating resistance to delamination, material shall demonstrate a result of at least
115Nmm/mm minimum or 22.4Ibs/in mina No other test may be substituted for this
test.
C. Panel flatness criteria: Maximum of 1/32-inch in any 2'-0" direction (non-
accumulative).
D. Fire Performance Characteristics: Wall panel system shall comply with requirements
for finished panel performance as established by Section 1407 of the International
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Building Code (IBC) for use where non-load bearing, non-combustible wall construction
is required. Laboratory and full scale testing including, but not limited to the following
shall be available.
1. Finish panel system shall demonstrate compliance with the following criteria for
surface burning characteristics per ASTM E-84.
a. Flame spread — 0.
b. Smoke Developed — 0.
1.6 WARRANTY
A. The manufacturer shall warrant for a period of one year that the wall system materials
will be free from defects. The wall systems contractor shall warrant for a period of one
year that the installation workmanship will be free from defects.
B. Finish warranties shall be the paint manufacturer's standard for wall panels and finished
extrusions. For Kynar 500 or Hylar 5000 the warranty period is twenty (20) years
against chalk, fade and delamination.
PART 2 -- PRODUCTS
2.1 MANUFACTURER/ MATERIALS:
A. Alusuisse Composites: Alucabond composite material shall be constructed of two
sheets of .51 mm aluminum face sheets with a thermoplastic core formed in a
continuous process with no glues or adhesives between dissimilar materials. Total
thickness of composite shall be 6mm.
B. No or equal.
2.2 COMPOSITE WALL SYSTEM MATERIALS:
A. Integrated Panels: Horizontal joint to be factory formed and pressure equalized.
Vertical joint to have pre-formed returns as shown on the drawings with gasket and
aluminum extrusion receptors and seal plates.
B. Stiffeners: Structural sections shall be bonded to the rear face of the wall panels with
silicone. Size and location are the manufacturer's responsibility to maintain flatness
within the specified tolerances.
C. Gaskets to be black, fire retardant EPSM or neoprene.
D. Extrusion material: 6063, T-5 aluminum. Minimum thickness 1/16" for trim pieces and
3/32" for structural units.
E. Air Infiltration Barrier: Refer to Section 07195—Air Barriers for requirements.
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•
2.3 LEED REQUIREMENTS:
A. The aluminum face and liner shall be manufactured from minimum 80% recycled
aluminum.
B. The panel fabricator shall be located within a 500 mile radius of the job site.
2.4 TRIM:
A. The manufacturer shall furnish extruded trim. Installation shall be by the certified wall
systems contractor, except for those that require completion of work by other trades.
2.5 FINISHES:
A. Panel Finish: Exterior surfaces shall be coil coated Kynar 500 or Hylar 5000 PVDF
with 75% fluorine content, consisting of 0.2 mil primer with 08. Mil top coat. Megaflons,
lumiflons or bonflons not acceptable at exterior locations. Spray coated finishes
acceptable only on perimeter extrusions. Manufacturer's standard stocked color as
selected by the ENGINEER.
B. No or equal panel finishes are allowed.
C. Resin to be in conformance with the following tests;
1. ASTM D3363
2. ASTM D2794
3. ASTM D3359
4. ASTM D2247
5. ASTM 8117
2.6 PANEL FABRICATION
A. Fabrication shall be done under controlled shop conditions when possible. Field
fabrication only when necessary. Maximum deviation for panel flatness shall be 3mm in
2M, in any direction for assembled units.
B. Fabricator shall provide a dry, route and return rainscreen system that includes
complete perimeter extrusions along with guttered horizontal members. Design shall
provide drainage to the exterior face of wall at every horizontal panel joint for any
leakage of water occurring at the joints and/or condensation taking place within the
construction. System shall not depend on caulking for water tightness. No continuous
edge grip system is acceptable. System shall comply with the following tests;
1. Water Infiltration: There shall be no uncontrolled water penetration with ASTM
E331-83 at a differential static pressure of 12 lbs. after fifteen minutes of testing.
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2. Structural Performance: Shall be tested in accordance with ASTM E 330-84. At
150% of design pressure there shall be no permanent deformation exceeding
L/100,for frame and L/60 for material.
C. The wall panels shall be fabricated in accordance with the quality procedures
established for the specified UL classifications, FM and building code approvals.
D. Design Standard: KPS System "A" — P.E.R.
2.7 AUTHORIZED FABRICATORS:
A. Authorized fabricators for this section are listed as follows.
1. Keith Panel Systems Co. Ltd. (604) 987-4499.
2. No or equal.
PART 3 -- EXECUTION
3.1 EXAMINATION
A. INSPECTION:
1. Manufacturer and fabricator shall jointly verify that members to receive panels are
complete, accurately sized and located, in true plane, secure and otherwise
properly prepared.
2. Prior to starting work, notify CONTRACTOR AND ENGINEER about any defects
requiring correction
3. Do not start work until conditions are satisfactory.
4. All materials shall be inspected for damage and conformance to the specifications
and shop drawings prior to installation.
3.2 PREPARATION
A. FIELD MEASUREMENTS:
1. Verify prior to fabrication.
2. If field measurements differ from drawing dimensions, notify CONTRACTOR and
ENGINEER prior to fabrication.
B. PROTECTION:
1. Treat, or isolate with protective material, and contacting surfaces of dissimilar
materials to prevent electrolytic corrosion.
2. Protect Work of other Trades against damage and discoloration.
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3.3 INSTALLATION
A. PANELS:
1. Follow wall panel fabricator's installation directions.
2. Install wall system, fasteners, trim and related items in accordance with the
dimensions and procedures shown on the approved shop drawings.
3. Sealants and gaskets shall be installed where shown and in accordance with the
approved shop drawings to assure air and water infiltration performance specified.
4. Paint, bituminous coating, or sealant as recommended by the manufacturer shall
separate dissimilar materials.
5. Work shall be coordinated with other trades as required to insure proper flashing
and seals to intersecting construction.
B. ALLOWABLE ERECTION TOLERANCE:
1. Maximum Alignment Variation: 1/8 inch in 40 feet.
3.4 DAMAGED MATERIAL
A. Damage caused by the manufacturer or wall systems contractor shall be replaced or
repaired as to new construction.
3.5 CLEANING
A. Remove debris from project site upon work completion, or sooner, if directed.
B. Remove protective film from panels as soon as possible after installation. make sure
weep holes are unobstructed.
C. The CONTRACTOR shall be responsible for final cleaning of the wall system due to
conditions that occur after wall systems contractor has completed an area. Cleaning is
to be done in accordance with the manufacturer's instructions.
- END OF SECTION -
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SECTION 07412 — METAL ROOFING & SIDING
•
PART 1 -- GENERAL
1.1 SUMMARY
A. The CONTRACTOR shall provide preformed metal roofing, siding, soffits, trim, and
accessories, complete and in place, in accordance with the Contract Documents.
1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. All work specified herein shall conform to or exceed the requirements of the Building
Code.
B. Products and their installation shall be in accordance with the following standards, as
applicable.
1. Manufacturer's printed recommendations and specifications.
2. Sheet Metal and Air Conditioning Contractors National Association "Architectural
Sheet Metal Manual".
3. NAAMM, "Metal Finishes Handbook".
4. ASTM A792, "Steel Sheet, Aluminum-Zinc Alloy-Coated by the Hot-Dip Process".
5. Standards, publications and reports of the American Society for Testing and
Materials (ASTM).
6. Underwriters Laboratories (UL).
1.3 METAL ROOFING & SIDING DESIGN CRITERIA
A. The manufacturer shall provide an attachment schedule for the roof, siding and soffit
panels with supporting calculations to resist the following loads:
1. Wind uplift loads as calculated using the 2003 Edition of the IBC.
a. Basic Wind Speed: 100 MPH, 3 second gust
b. Wind Importance Factor (1w): 1.15
c. Exposure Category: C
2. Drag Loading: The manufacturer shall provide an attachment schedule for the roof
panels with supporting calculations to resist drag loads induced by a snow load of
25 psf.
B. The manufacturer shall provide an attachment schedule for the roof panels with
supporting calculations to resist the following loads:
1. Snow Loads:
a. Ground Snow Load: 25 PSF
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b. Snow Exposure Factor(Ce): 1.0
c. Snow Importance Factor (Is): 1.0
d. Thermal Factor (Ct): 1.1
1.4 PERFORMANCE REQUIREMENTS
A. Testing and Certification — Roof Panels:
1. Wind uplift: UL 580 test, 24 gauge panels rated Class 90 when installed over
minimum 14 gauge steel purlins spaced 5'0" on center maximum. The roof panel
manufacturer must also subscribe to Underwriters Laboratories' "Follow Up Service"
assuring continuing product compliance with UL requirements.
2. Air infiltration: Panel (without insulation) to meet the following standard when tested
in accordance with ASTM E1680-95:
a. With sidelap sealant - .003 CFM/sp. ft. at 2.86 PSF.
3. Water penetration: Panel to meet the following standard when tested in accordance
with ASTM E331-70(75):
a. With sidelap sealant - no leakage at 20 PSF.
1.5 SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. Product Data: Submit manufacturer's technical product data, installation instructions
and recommendations for each type of roofing and siding required. Include data
substantiating that materials comply with requirements. Submit ICBO report for
underlayment.
C. Structural calculations, prepared and sealed by a structural engineer registered in the
state of Oregon, showing the structural adequacy of the preformed metal roofing and
siding panels and all connections to the building structure.
1. Show governing panel types and connections and types of fasteners to the building
structure.
D. Quality Assurance Information: Documentation of installer and manufacturer
qualifications.
E. Samples: Prior to ordering products, submit Manufacturer's standard color samples for
ENGINEER's selections Prior to starting work, submit (three ) 12" long panel samples
of each panel shape and a representative color chip for ENGINEER's acceptance.
F. LEED Product Data:
1. Credit SS 7.2: Documentation from manufacturer for roofing materials indicating
Energy Star compliance and indicating emmissivity of 0.9 when tested in
accordance with ASTM 408.
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2. Credit MR 4: Submit invoices and documentation from manufacturer of the
percentage of post-consumer and post industrial content by weight for products with
recycled content.
3. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting
manufacturing locations for products manufactured within a 500-mile radius of the
project site.
4. MR Credit 5.2: Submit invoices and documentation from manufacturer highlighting
location of extraction, recovery or harvest for materials contained in products
addressed in item 3 above that originated within a 500-mile radius of the project.
G. Shop Drawings:
1. Submit complete shop drawings detailing all perimeter flashings and joints in
accordance with the Manufacturer's standard recommendations.
2. Show panel layout, trim installation, and panel attachment to the building structure.
3. Describe all proposed details that deviate from what is shown on the plans.
4. Details must allow for expansion and contraction of panels.
H. Attachment Schedule: Submit roof, siding and soffit attachment schedules and
calculations.
I. Warranty: Furnish duplicate signed copies of the specified roof and siding warranties.
J. Affidavit: After installing the roofing, CONTRACTOR shall furnish a signed affidavit that
the roof complies with the requirements of this Specification and the manufacturer's
recommendations for the class and type of roof indicated.
K. Factory Mutual Acceptance of Roofing: After installing the roofing, CONTRACTOR
shall furnish a completed Factory Mutual Application for Acceptance of the Roofing
System.
1.6 QUALITY ASSURANCE
A. INSTALLER'S QUALIFICATIONS:
1. Installer must be approved by the roofing and siding manufacturer in writing prior to
work commencing.
2. Installer shall meet the following:
a. Successfully applied five metal roofs and siding of comparable size and
complexity which reflects a quality weathertight installation.
b. Have been in business for a minimum period of five years in the region where
the work will be performed.
B. MANUFACTURER'S QUALIFICATIONS:
1. Manufacturer shall have a minimum of 10 years experience supplying metal roofing
and siding to the region where the work is to be done.
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2. Comply with current independent testing and certification as specified.
3. Manufacturer shall provide proof of$2,000,000 liability insurance for their metal roof
system and comply with current independent testing and certification as specified.
4. The roof panel manufacturer shall subscribe to Underwriters Laboratories' "Follow
Up Service" assuring continuing product compliance with UL requirements.
Shipment packaging of panels and attachment clips must bear UL classification
markings.
5. Panel Manufacturers without full supporting literature; Flashings & Details Guides,
Guide Specifications and Technical Support, shall not be considered equal to the
specified product.
C. REGULATORY AGENCY REQUIREMENTS:
1. Comply with IBC and local Building Code requirements if more restrictive than those
specified herein.
1.7 PRODUCT DELIVERY, STORAGE, AND HANDLING
A. Protect against damage and discoloration
B. Handle panels with non-marring slings.
C. Do not bend panels.
D. Store panels above ground, with one end elevated for drainage.
E. Protect panels against standing water and condensation between adjacent surfaces.
F. If panels become wet, immediately separate sheets, wipe dry with clean cloth, and allow
to air dry.
G. Painted panels shall be shipped with a protective plastic sheeting or a strippable film
coating between all panels. Remove any strippable film coating prior to installation and
in any case, do not allow the strippable film coating to remain on the panels in extreme
heat, cold, or direct sunlight or other UV source.
1.8 PROJECT CONDITIONS
A. Examine the conditions and substrates in which metal roofing work is to be installed.
Substrate shall be installed level, flat and true to avoid panel stresses and distortion.
B. Field measurements shall be taken prior to fabrication of panels.
C. Proceed with roofing installation only after satisfactory conditions are met.
1.9 WARRANTY
A. MANUFACTURER'S PRODUCT WARRANTY:
1. Manufacturer's standard coating performance warranty, as available for specified
installation and environmental conditions.
a. 20 year warranty for DuraTech® 5000 coated steel panels.
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•
a.i
B. CONTRACTOR'S WARRANTY:
1. Warrant panels, flashings, sealants, fasteners and accessories against defective
materials and/or workmanship, to remain watertight and weatherproof with normal
usage for two (2) years following Substantial Completion.
PART 2 -- PRODUCTS
2.1 ACCEPTABLE MANUFACTURER
•
A. ASC Profiles Inc., Tacoma: 2141 Milwaukee Way, Tacoma, Washington 98421,
telephone: 253-383-4955.
B. No or equal.
2.2 ROOF PANEL DESIGNATION
A. Design Span®- 17" panel width. Provide at typical sloped roof locations.
B. Select Seam® Narrow Batten Curved — 16" panel width. Provide at curved roof
location.
2.3 SIDING & SOFFIT PANEL DESIGNATION
A. NU-WAVE ® CORRUGATED — Net coverage 34-2/3" (wall), rib depth 7/8" @ 2-2/3" o.c.
for use at typical metal siding locations.
B. Provide Factory Curved NU-WAVE ®CORRUGATED panels at soffit of curved roof.
2.4 LEEDT"" REQUIREMENTS
A. Metal roofing and siding supplied for this project must be manufactured in 500 mile
radius of the project site.
B. Metal roofing and siding panels must contain a 20% minimum weighted average recycle
content.
C. Metal roofing must be ENERGY STAR® compliant (highly reflective) AND have
emissivity of at least 0.9 when tested in accordance with ASTM 408.
D. Metal roof panel initial IR reflectivity: 25% or higher.
E. Metal roof panel IR reflectivity after 3 year exposure: 15% or higher.
2.5 MATERIALS
A. PANELS:
1. Base Metal:
a. Material: Steel conforming to:
1) ASTM A792 minimum yield 40,000 psi, thickness 24 gauge.
b. Protective Coatings:
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1) Conform to ASTM A792, AZ50 (Zincalume®).
2. Exterior Finish:
a. DuraTech® 5000 (polyvihylidine Fluoride), full 70% Kynar® 500/Hylar 5000®
consisting of a baked-on 0.2 mil corrosion resistant primer and a baked-on 0.8
mil finish coat for a total of 1.0 mil dry film thickness, with a specular gloss of
10-15% when tested in accordance with ASTM D-523-89 at 60°.
3. Interior Finish:
a. Primer Coat Material: Corrosion-resistant primer; primer coat dry film thickness:
0.15 mils; finish coat material: polyester paint, finish coat dry film thickness:
0.35 mils.
• b. Total Interior Dry Film Thickness: 0.50 mils.
c. Roof Panel Color: Off-White.
d. Wall Panel Color: Light Gray.
4. Exterior Panel Color:
a. Design Span® Roof Panels: Color as selected by ENGINEER from
manufacturer's premium color palette with special additive to qualify as an
energy saving roof color. Design standard: AEP Span "Cool Jade Green".
b. Select Seam® Roof Panels: Color as selected by ENGINEER from
manufacturer's standard color palette.
c. Siding and Soffit Panels: Color as selected by ENGINEER from manufacturer's
standard color palette.
5. Factory-Applied Seam Sealant:
a. Cold-applied, non-skinning, ACRYL-R®.
6. Panel Configuration:
a. Design Span® Roof Panels: Integral self-locking standing seams spaced 17" on
center.
b. Select Seam® Roof Panels: Snap-on batten clip (24" o.c.) with continuous
snap-on batten caps 3/8" W x 1"H.
c. Provide factory panel striations to conceal oil canning for-Select Seam® and •
Design Span® Roof Panels.
d. NU-WAVE ® CORRUGATED Roof, Siding & Soffit Panels: Thru fastener wall
panel with 7/8" deep corrugations.
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B. ACCESSORIES:
1. Fastener Clip:
a. Design Span®: L 90 assembly rated 18 gauge G-90 Galvanized steel, 40 ksi
yield strength, 3-1/2" long triple fastener type.
b. Select Seam®: UL 90 assembly rated clip: 24 gauge coated with minimum AZ-
50 Zinc-Aluminum coating per ASTM A792.
2. Fasteners:
a. Per manufacturer's recommendation including attachment schedule.
b. Self-sealing screws at NU-WAVE ® CORRUGATED panels.
3. Sealant:
a. Gunnable Grade Caulking: Single component polyurethane caulk.
b. Tape sealant: Butyl
4. Bearing Plate:
a. 22 gauge 4"x6"Zincalume® coated steel bearing plate.
5. Ridge and hip covers: Formed sheet metal in longest possible lengths.
6. Rain gutters: Formed sheet metal to configuration shown. Provide expansion joints
at locations shown on the Drawings.
7. Profile Closures: Use neoprene or polyethylene foam, die cut or formed to panel
configuration.
8. All accessories shall match panel color.
9. Use manufacturer's standard trim pieces at all panel types.
10. Bird screen for soffit ventilation.
C. FLASHING:
1. Material, gauge and finish to match panels. Do not use lead or copper. Remove any
strippable film prior to installation.
D. UNDERLAYMENT:
1. Design Span®: 30# building felt, as specified in Section 07600.
2. Select Seam® roofing and NU-WAVE ® CORRUGATED siding: Peel and stick ice
and water shield.
a. Install in accordance with manufacturer's instructions.
b. Self-adhered rubberized asphalt sheet waterproofing underlayment,
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c. Minimum thickness: 40 mil
d. Minimum Membrane Elongation: 250% by ASTM D412.
e. Acceptable Underlayments:
1) Grace Ice &Water Shield® manufactured by W.R. Grace & Co.
2) No or equal.
E. VAPOR RETARDER:
1. Refer to Section 07210 - Building Insulation for vapor retarder requirements.
F. PANEL FABRICATION:
1. Unless otherwise shown on drawings or specified herein, fabricate panels in
continuous one-piece lengths and fabricate flashings and accessories in longest
practical lengths.
2. Panels shall be factory formed. Field formed panels are not acceptable.
3. Panels shall be factory correctively-leveled.
4. Select Seam® roofing panels and/or battens shall be field curved, as required, to
dimensions shown on drawings and verified in the field.
5. NU-WAVE ® CORRUGATED panels shall be factory curved, as required, to
dimensions shown on drawings and verified in the field.
PART 3 -- EXECUTION
3.1 EXAMINATION
A. EXISTING CONDITIONS:
1. Verify that members to receive panels are complete, accurately sized and located,
in true plane, secure and otherwise properly prepared.
2. Inspect installed work of other trades and verify that such work is complete to a
point where this work may continue.
3. Verify that installation may be made in accordance with approved shop drawings
and manufacturer's instructions.
4. Prior to starting work, notify General Contractor about any defects requiring
correction.
5. Do not start work until conditions are satisfactory.
3.2 PREPARATION
A. FIELD MEASUREMENTS:
1. Verify prior to fabrication and installation.
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2. If field measurements differ from drawing dimensions, notify ENGINEER prior to
fabrication.
B. PROTECTION:
( 1. Treat, or isolate with protective material, and contacting surfaces of dissimilar
materials to prevent electrolytic corrosion.
2. Require workmen who will be walking on roofing panels to wear clean, soft-soled
work shoes that will not pick up stones or other abrasive material which could cause
damage or discoloration.
3. Protect Work of other trades against damage and discoloration.
C. SURFACE PREPARATION:
1. Clean and dry surfaces prior to applying sealant.
3.3 INSTALLATION
A. UNDERLAYMENT:
1. Provide underlayment beneath all roof panels, unless indicated otherwise.
B. PANELS:
1. Install per approved submittal drawings only.
2. Follow roof panel manufacturer's directions.
3. Install panel seams vertically.
4. Lap panels away from prevailing wind direction.
5. Do not stretch or compress panel side-lap interlocks.
6. Secure panels without warp or deflection.
7. Fully engage interlocking seams and battens.
8. Remove strippable protective film, if used, immediately preceding panel installation.
C. ALLOWABLE ERECTION TOLERANCE:
1. Maximum Alignment Variation: 1/4 inch in 40 feet.
D. FLASHING:
1. Follow Manufacturer's directions and ENGINEER'S approved Shop Drawings.
2. Install fleshings to allow for thermal movement.
3. Remove strippable protective film, if used, immediately preceding flashing
4. Provide flashing at all pipes and penetrations through roof.
MWH-04082005 METAL ROOFING AND SIDING
1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07412-9
5. Provide flashing at vertical surfaces adjoining the roof.
6. Where flashing is not detailed, do work equal to that shown in the SMACNA
Architectural Sheet Metal manual to obtain a weathertight and watertight installation.
7. Overlap flashing at least 6 inches.
E. CUTTING AND FITTING:
1. Neat, square and true. Torch cutting is prohibited.
2. Openings 6 inches and larger in any direction: Shop fabricate and reinforce to
maintain original load capacity.
3. Openings less than 6 inches in largest dimension: Field cut as required.
4. Debur cut edge where necessary to saw-cut panels.
3.4 CLEAN UP AND CLOSE OUT
A. PANEL DAMAGE AND FINISH SCRATCHES:
1. Do not apply touch-up paint to damaged paint areas that involve minor scratches.
2. Panels or flashings that have severe paint and/or substrate damage shall be
replaced as directed by the ENGINEER.
B. CLEANING AND REPAIRING:
1. At completion of each day's work and at work completion, sweep Panels, Flashings
and Gutters clean. Do not allow fasteners, cuttings, filings or scraps to accumulate.
2. Remove debris from project site upon work completion or sooner, if directed.
3. Recycle panel debris.
- END OF SECTION -
MWH-04082005 METAL ROOFING AND SIDING
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' SECTION 08110 - STEEL DOORS AND FRAMES
PART 1 -- GENERAL
1.1 THE REQUIREMENT
A. The CONTRACTOR shall provide steel doors, frames, and related items, complete and
operable, in accordance with the Contract Documents.
1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. Commercial Standards
ASTM A 366 Steel, Carbon, Cold-Rolled Sheet, Commercial Quality
ASTM A 653 Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated
(Galvannealed) by the Hot-Dip Process
ASTM B 117 Standard Practice for Operating Salt Spray (Fog) Apparatus
ASTM D 1735 Standard Practice for Testing Water Resistance of Coatings Using
Water Fog Apparatus
ASTM E 90 Standard Test Method for Laboratory Measurement of Airborne
Sound Transmission Loss of Building Partitions and Elements
ANSI A115 Series Door and Frame Preparation
NFPA 80 National Fire Protection Association Standard for Fire Doors and
Windows
UL Underwriters' Laboratories, Inc.
B. Trade Standards
1. National Association of Architectural Metal Manufacturers (NAAMM).
a. Hollow Metal Manufacturer's Association (HMMA).
2. Steel Door Institute (SDI)
b. All SDI publications.
C. Manufacturers' Standards: In addition to the standards listed above, steel doors and
frames and installation shall be in accordance with the manufacturer's published
recommendations and specifications.
1.3 QUALITY ASSURANCE
A. Manufacturer Qualifications: Manufacturer must be current member of SDI and
NAAMM (HMMA).
MWH-04082005 STEEL DOORS AND FRAMES
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110-1
1.4 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. Product technical data:
1. Acknowledgement that products submitted meet requirements of standards
referenced.
2. Manufacturer's installation instructions.
C. Shop Drawings:
1. Show details of the products and systems and connections to adjoining materials.
2. Schedule of doors and frames, using same reference numbers as used on
drawings, showing sizes, types, and locations of door louvers and glass and
manufacturer's installation instructions.
3. SDI certification.
4. UL certification.
D. Structural calculations, prepared and sealed by a structural engineer registered in the
state of Oregon, showing the structural adequacy of the frame anchors and all
connections to the building structure.
E. Sound Doors and Frames: Shop Drawings, manufacturer's literature, installation
recommendations, and certification of Sound Transmission Class (STC) rating shall be
submitted for sound door and frame assemblies.
F. LEED Product Data:
1. Credit MR 4: Submit invoices and documentation from manufacturer of the
percentage of post-consumer and post industrial content by weight for products with
recycled content.
2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting
manufacturing locations for products manufactured within a 500-mile radius of the
project site.
3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting
location of extraction, recovery or harvest for materials contained in products
addressed in item 2 above that originated within a 500-mile radius of the project.
1.5 PERFORMANCE REQUIREMENTS
A. Structural Performance: Frame anchors shall be designed for loads determined in
accordance with the more stringent of either the local building code or IBC 2003
1. Wind Loads:
a. Basic Wind Speed: 100 MPH, 3 second gust
b. Wind Importance Factor (l w): 1.15
MWH-04082005 STEEL DOORS AND FRAMES
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110-2
c. Exposure Category: C
2. Seismic Loads:
a. Seismic Use Group D
b. Spectral Response Coefficient (Sc): 1.06g
c. Spectral Response Coefficient (S1): 0.37g
d. Site Class: D
e. Seismic Design Category: Ill
f. Seismic Importance Factor (le): 1.25
3. Design frame anchors and connections to maintain clearances at openings, to allow
for fabrication and construction tolerances, to accommodate live load deflection,
shrinkage and creep of primary building structure, and other building movements.
PART 2 -- PRODUCTS
2.1 MANUFACTURERS, or equal
A. Subject to compliance with the Contract Documents, the following manufacturers are
acceptable.
1. Benson Industries
2. Krieger Specialty Products Company
3. Curries Company
B. Other manufacturers may submit for approval of doors and frames which comply with
LEED requirements.
2.2 LEEDTM REQUIREMENTS:
A. Steel frames supplied for this project must be manufactured in 500 mile radius of the
project site.
B. Doors and frames must contain a 20% minimum weighted average recycle content.
2.3 MATERIALS AND FABRICATION - GENERAL
A. General:
1. Fabricate rigid, neat in appearance and free from defects.
2. Form to sizes and profiles indicated on drawings.
3. Shop Fabrication and Assembly: Steel doors and frames shall be shop fabricated
and shop assembled, where possible. Temporary stiffeners, spacers, and other
accessories necessary to facilitate handling and accurate erection shall be provided.
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1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110-3
After fabrication, tool marks and other surface imperfections shall be filled and
ground smooth.
4. Weld all joints continuously, dress exposed joints smooth and flush.
• 5. Fabricate doors and frames to tolerance requirements of SDI-117.
6. Fit doors to SDI and NFPA 80 clearances.
B. Materials for Doors and Frames:
1. Exterior doors and frames:
a. Fabricated entirely of steel galvanized to G60 in ASTM A 653.
b. SDI Grade III, Model 4, seamless, insulated minimum R10.
2. Other doors and frames, unless otherwise indicated:
a. Fabricated from prime quality, commercial grade, cold-rolled steel conforming
to ASTM A 366, Type II or III.
C. Clean off mill scale and foreign materials, repair damaged galvanized surfaces per
ASTM A780.
D. Cleaning and Priming: Doors, frames, and seal retainers shall be thoroughly cleaned,
phosphatized, and factory primed with rust-inhibitive primer. The primer shall be
compatible with the finish coating in Section 09800 - Protective Coating or Section
09900 - Architectural Paint Finishes, as applicable. Prime coat shall be capable of
passing a 120-hour salt spray test in accordance with ASTM B 117 and a 250-hour
humidity test in accordance with ASTM D 1735.
E. Finish Hardware: Doors and frames shall be reinforced and drilled or tapped for fully
templated mortised hardware; and shall be reinforced with plates for surface-mounted
hardware, meeting ANSI A115 Series requirements. Locate hardware in accordance
with SDI. Hardware shall be as indicated in Section 08710 - Finish Hardware and as
indicated.
F. Grout: As specified in Section 03315 - Grout.
2.4 HOLLOW METAL FRAMES
A. Frames for doors, windows, and other openings shall be minimum 16-gage galvanized
steel boxes welded to frame at back of all hardware cutouts. Steel plate reinforcement
welded to frame for hinge, strikes, closers and surface mounted hardware reinforcing.
Special frames, oversized frames, and frames with transom shall be provided where
indicated. All plate reinforcement shall meet size and thickness requirements of SDI.
Split type frames not acceptable. Conceal all fasteners.
B. Frame Jamb Depths, Trim Profile, Stops, and Backbends: Frame jamb depths, trim
profile, stops, and backbends shall be as indicated.
C. Windows: Window frames shall be provided complete with anchors and metal stops for
glazing. Stops shall be miter-cut and dipped for countersunk flathead fasteners.
MWH-04082005 STEEL DOORS AND FRAMES
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110-4
2.5 FRAME ANCHORS
A. Floor Anchors: Floor anchors shall be welded inside each frame jamb head, and holes
•
shall be provided for floor anchorage. Minimum thickness of floor anchors shall be 14-
gage.
B. Anchors for Masonry/Concrete Installations: Frames for installation in masonry and
concrete walls shall be provided with adjustable jamb anchors of the T-strap, stirrups
and strap, or wire type. The number of anchors provided per frame jamb and head shall
be as follows:
1. Frames up to 7 feet 6 inches in height: 3 anchors.
2. Frames over 7 feet 6 inches to 8 feet 0 inches in height: 4 anchors.
3. Frames over 8 feet 0 inches in height: One anchor for each 2 feet 0 inches or
fraction in height.
4. Frame head anchors shall be not less than those required by the Reference
Standards.
C. Anchors for Stud Wall Installation: Frames for installation in stud partitions shall be
provided with steel anchors of suitable design for job conditions. They shall be not less
than 18-gage thickness; and shall be securely welded inside each jamb and head as
follows:
1. Frames up to 7 feet 6 inches in height: 3 anchors.
2. Frames over 7 feet 6 inches to 8 feet 0 inches in height: 5 anchors.
3. Frames over 8 feet 0 inches in height: 5 anchors plus one additional for each 2 feet
0 inches or fraction over 8 feet 0 inches.
4. Frame head anchors shall be not less than those required by the Reference
Standards.
2.6 DUST COVER BOXES AND MORTAR GUARDS
A. Dust cover boxes or mortar guards of not less than 24-gage steel shall be provided at all
hardware mortises on frames to be set in masonry, concrete, or plaster walls.
2.7 SILENCER HOLES
A. Appropriate holes for silencers shall be provided in the door frames which are not
designated to receive weatherstripping, seals, or sound seals.
2.8 STEEL DOORS
A. Design and Construction: Steel doors shall be of hollow metal construction and shall
be full flush design with no visible seams.
1. Face sheets shall be not less than cold-rolled, stretcher-leveled, 16-gage steel.
Doors shall have flush seamless face sheets with continuously and fully welded
seam edges. Doors shall be rigid and neat in appearance, and shall be free from
warpage or buckle. Corner bends shall be true and straight and shall be of not less
MWH-04082005 STEEL DOORS AND FRAMES
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110-5
than the minimum radius for the gage of metal used. The door top and bottom shall
be internally reinforced by steel members welded in place. Tops of exterior doors
shall be provided with flush, water- and weather-tight top enclosures.
} 2. 1-3/4 inch thick.
B. Door Cores: Door cores shall be water-resistant urethane with minimum R of 10.
C. Double Doors: Double doors shall be provided with a "T" type steel astragal unless
otherwise indicated in Section 08710 - Finish Hardware.
2.9 ACOUSTICAL DOOR ASSEMBLIES
A. Door and Frame Assemblies: Acoustical doors and frames shall be complete, factory-
built, and laboratory-tested assemblies, complete with perimeter compression sound
seals, cam lift hinges, threshold and automatic, door-bottom seals.
B. STC Rating: Sound door assemblies shall have a minimum STC rating of 52 dB. The
CONTRACTOR shall provide a written certification by the door manufacturer stating that
the STC rating is in accordance with ASTM E 90 as conducted by a qualified acoustical
products testing laboratory.
C. Door Construction: Doors shall be formed of 16-gage steel face sheets jointed by
welding along the vertical edges. Door tops and bottoms shall be reinforced and
completely closed with die-formed, 16-gage steel channels welded in place. The core
shall be an incombustible, noncoupling filler.
D. Frame Construction: Frames shall be fabricated from 14-gage steel with the corners
mitered, welded, and ground smooth. Strike, hinge, and other hardware reinforcement
shall be of not less than 3/16-inch thick steel. The frame shall be provided with welded
floor anchors at each jamb, and with a minimum of 3 wall anchors per jamb.
E. Perimeter Seals: Perimeter seals shall be made of sturdy vinyl with a magnetic tape
insert. The hinge side shall be constructed so as to avoid pinching or other distortion of
the seal from opening and closing of the door.
F. Automatic Door Bottoms: Automatic door bottoms shall close the entire gap between
the door and the floor. The seal shall be 50-60 durometer neoprene, and the actuating
mechanism shall compress or retract the seal properly when the outer face of the door is
within 2-inches of the strike jamb.
G. View Window Kit: View windows shall be double-glazed with 2 panes of 1/4-inch clear,
laminated glass unless indicated otherwise.
PART 3-- EXECUTION
3.1 DELIVERY, STORAGE, AND HANDLING
A. Doors and frames shall be shipped and stored with temporary stiffeners and spacers in
place to prevent distortion.
B. Doors and frames shall be delivered in original, unbroken packages, containers, or
bundles bearing the name of the manufacturer.
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1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110-6
C. Doors and frames shall be carefully stored on wood blocking in an area that is protected
from the elements, in accordance with manufacturer's recommendations. Storage shall
be in a manner that will prevent damage or marring of finish.
3.2 CONSTRUCTION
A. General: WORK shall be in accordance with manufacturer's published
recommendations and specifications.
B. WORK shall be coordinated with appropriate related subcontractors work to assure a
proper installation. Field conditions and dimensions shall be verified prior to fabrication.
C. Install doors and frames in accordance with SDI and manufacturer's instructions.
3.3 FRAME INSTALLATION
A. Frames shall be set plumb and square in a true plane, and be securely anchored to the
adjoining construction. Steel shims shall be provided, set tight and rigidly attached
between frame anchors and structure. Finished metal frames shall be strong and rigid;
neat in appearance; and square, true, and free from defects, warp, or buckle.
B. Molded members, trims, and stops, shall be clean cut, straight, and shall be of a uniform
profile throughout their lengths.
C. Corner joints shall have contact edges tightly closed with all trim faces mitered, welded,
and finished smooth. The use of gussets will not be permitted.
D. Grout fill all door frames.
E. For floor anchors, provide two adjustable 3 inch wide flanged floor clips punched for
anchoring.
F. Number and location of anchors shall be in accordance with frame manufacturer's
recommendation, with minimum of three anchors per jamb.
3.4 DOOR INSTALLATION
A. Doors shall be installed plumb, square, and level. Doors shall operate freely, but not
loosely. They shall be free from rattling while in a closed position.
B. Door clearances shall be plus 3/32-inch or minus 1/32-inch and shall not exceed the
limits in the manufacturer's printed recommendations.
C. Any door that becomes warped more than 3/16-inch out-of-plane shall be replaced by
the CONTRACTOR.
D. Doors and finish hardware shall be removed and rehung prior to painting.
E. Hollow metal doors projecting beyond frame when door is closed will be rejected.
3.5 FINISH HARDWARE
A. Finish hardware shall be installed in accordance with hardware manufacturer's standard
} templates and printed instructions. Operable parts shall be adjusted for correct function
and operation.
MWH-04082005 STEEL DOORS AND FRAMES
1530575-DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110-7
3.6 PROTECTION
ti
.0 A. Protect doors and frames during construction.
- END OF SECTION
f
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SECTION 08950 — TRANSLUCENT SANDWICH PANEL SYSTEMS
PART 1 -- GENERAL
1.1 SUMMARY
A. Work of this section includes all labor and materials required to install the translucent
insulated sandwich panel systems, aluminum framing and fleshings, coatings of the
aluminum components, and the structural and watertight design of the assembly.
B. Provide translucent removable skylight units and translucent windows as shown in the
Drawings.
1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. Commercial Standards
1. ICBO International Conference of Building Officials
2. UL 723 Flame Spread and Smoke Developed
3. UL 972 Impact Strength
4. ASTM C-297 Bond Tensile Strength (after aging by ASTM D1037)
5. ASTM D-635 Burn Extent
6. ASTM D-1002 Bond Shear Strength
7. ASTM D-2244 Color Difference
8. ASTM D-4060 Abrasion/Erosion Resistance
9. ASTM E-72 Beam Bending Strength
10. NFRC 100 Insulation "U" Factor
B. Trade Standards
1. NFRC System Certification
C. Manufacturers' Standards: In addition to the standards listed above, the panels,
caulking materials, and their installation, shall be in accordance with the manufacturer's
published recommendations and specifications.
1.3 QUALITY ASSURANCE
A. Translucent panel system must be listed by International Conference of Building Officials
as a sandwich panel construction.
B. Quality control inspections and testing conducted at least once each year are to include
manufacturing facilities, sandwich panel components and production sandwich panels
for conformance with "Acceptance Criteria for Sandwich Panels" as regulated by the
International Building Code.
MWH -04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS
1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 - 1
C. Provide materials and products manufactured by a company continuously and regularly
employed in the manufacture of translucent panel systems for a period of at least fifteen
(15) consecutive years and which can show evidence of the specified materials being
`' satisfactorily used on at least six (6) projects of similar size and scope. At least three (3)
of the projects must have been in successful use for ten (10) years or longer.
D. Erection is to be performed by an installer who has been in the business of erecting
insulated translucent sandwich panel systems for at least five (5) years installing this
manufacturer's product, and who can show evidence of satisfactory completion of 3
projects of similar size and scope.
E. Interior face sheets to be listed by Underwriters Laboratory (UL).
1.4 SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. Submit structural calculations, sealed by a structural engineer registered in the state of
Oregon, showing the structural adequacy of the translucent panel system and all
connections to the building structure.
C. Submit shop drawings showing in detail all system components, connections to the
building, interface with other materials and methods of construction. Shop drawings
must be prepared under the supervision of and be sealed by the engineer who provides
the calculations.
D. Submit certified test reports made by an independent testing organization for each type
and class of panel system. Reports are to verify that the material will meet all
• performance requirements of this specification. Previously completed test reports will be
acceptable if current and indicative of products used on this project.
L
1. Flame Spread and Smoke Developed (UL 723)— Submit UL card
2. Burn Extent (ASTM D-635)
3. Color Difference (ASTM D-2244)
4. Abrasion/Erosion Resistance (ASTM D-4060)
5. Impact Strength (UL 972)
6. Bond Tensile Strength (ASTM C-297 after aging by ASTM D1037)
7. Bond Shear Strength (ASTM D-1002)
8. Beam Bending Strength (ASTM E-72)
9. Insulation "U" Factor (NFRC 100)
10. NFRC System Certification
E. Submit ICBO Listing as a Sandwich Panel: certified proof of regular, independent quality
ll control monitoring under a building code review and listing program.
F. Submit maintenance manuals for the panel systems with a sequence of items, materials
and methods used for proper cleaning and maintenance.
MWH - 04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS
1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 -2
G. LEED Product Requirements:
1. SS Credit 8: Documentation from manufacturer of the light pollution reduction
;.# obtained by use of translucent fiberglass panels.
2. MR Credit 4.2: Submit invoices and documentation from manufacturer of the
percentage of post-consumer and post industrial content by weight for products with
recycled content.
3. MR Credit 5.1: Submit invoices and documentation from manufacturer highlighting
locations for products fabricated within a 500-mile radius of the project site.
1.5 PERFORMANCE REQUIREMENTS
A. Structural Performance: Provide translucent panels and connections capable or
withstanding the following design loads within limits and conditions indicated.
1. Wind Loads:
a. Basic Wind Speed: 100 MPH, 3 second gust
b. Wind Importance Factor (IW): 1.15
c. Exposure Category: C
2. Snow Loads:
a. Ground Snow Load: 25 PSF
b. Snow Exposure Factor (Ce): 1.0
c. Snow Importance Factor (la): 1.0
d. Thermal Factor (Ct): 1.1
3. Seismic Loads:
a. Seismic Use Group D
b. Spectral Response Coefficient (Se): 1.06g
c. Spectral Response Coefficient (Si): 0.37g
d. Site Class: D
e. Seismic Design Category: Ill
f. Seismic Importance Factor (le): 1.25
4. Attachment of translucent panels to the building structure shall be designed for
wind, seismic and snow loads determined in accordance with the more stringent of
either the local building code or IBC 2003.
5. Design framing system and connections to maintain clearances at openings, to
allow for fabrication and construction tolerances, to accommodate live load
MWH - 04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS
1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 - 3
deflection, shrinkage and creep of primary building structure, and other building
movements.
1.6 PRODUCT DELIVERY, STORAGE, AND HANDLING
A. Delivery of Materials: Manufactured products shall be delivered in original, unbroken,
packages, containers, or bundles bearing the manufacturer's label.
B. Storage: Products shall be carefully stored on wood blocking in an area that is
protected from the elements in a manner recommended by the product manufacturer.
1. Storage shall be in a manner that will prevent damage to the material or marring of
its finish.
2. Store translucent panels on the long edge, several inches above the ground,
blocked and tied off and under cover to prevent warping.
3. Allow air to circulate freely around and under the material to prevent excessive
condensation in the panels.
4. Combustion type heaters must be properly vented to the exterior to prevent possible
staining of the panels.
PART 2 -- PRODUCTS
2.1 APPROVED MANUFACTURERS
A. Kalwall Corporation.
2.2 LEED Requirements
A. Translucent fiberglass panels shall be manufactured with a minimum of 29% post-
consumer and post industrial content by weight.
B. Translucent fiberglass panels shall be fabricated within a 500-mile radius of the project
site.
2.3 MATERIALS
A. Translucent Face Sheets:
1. Provide translucent fiberglass face sheets that have been manufactured by the
translucent panel manufacturer with glass fiber reinforced thermoset resins
designed for architectural use.
2. Flammability of Interior Face Sheet
a. Flame spread maximum of 50 and smoke developed maximum 250 as
determined by ASTM E-84.
b. Burn extent must be 1" or less as determined by ASTM D-635.
c. Faces must not deform, deflect or drip when subjected to fire or flame.
1
d. Interior face sheets to be UL listed.
MWH - 04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS
1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 -4
3. Weather ability of Exterior Face Sheet
a. Manufacture the exterior face sheet with a full-thickness colorfast resin that
does not rely on a coating or film for long-term color stability.
1) ASTM D-224 Delta E (Color Difference): Less than 3.0 units when
exposed to 5 years of outdoor weathering in south Florida sloping at 7
degrees facing south. Color difference determined by the average of 3
samples without a protective film or coating to ensure long term color
stability. Color stability shall be unaffected by abrasion or scratching.
2) Manufacture the exterior face with a permanent glass erosion barrier
embedded beneath the surface to provide maximum long-term resistance
to reinforcing fiber. Exterior face surface loss shall not exceed .7 mils and
40 mgs when tested in accordance with ASTM D-4060 employing CS17
abrasive wheels at a head load of 500 grams for 1000 cycles. Films or
coatings are not considered permanent and are not acceptable.
3) Provide self-cleaning thermoset 1.2 mils thick acrylic urethane surface
molecularly bonded under factory-controlled conditions to the exterior
face sheet. This surface finish must be fully field restorable if worn or
damaged.
4. Appearance
a. Provide face sheets that are uniform in color to prevent splotchy appearance,
completely free of ridges and wrinkles, which prevent proper surface contact in
bonding to the aluminum grid core.
1) Exterior face sheets: 070" thick, smooth, color as selected from
manufacturer's standard line of tinted face sheets.
2) Interior face sheets: .045" thick, smooth, white color. Provide UL listing.
b. Clusters of air bubbles or pinholes, which collect moisture and dirt, are not
acceptable.
5. Strength: Provide an exterior face sheet tested to repel an impact equal to 70 ft. lbs.
without fracture or tear in accordance with UL 972.
B. Structural Grid Core:
1. Provide aluminum I-beams of an engineered alloy and temper with provisions for
mechanical interlocking of muntin-mullion and perimeter to prevent high and low
intersections that inhibit full surface bonding with the face material. I-beam to be a
minimum of 7/16" wide, and flange surfaces must be machined to tolerances of not
greater than + .002" for flat panels.
C. Adhesive:
1. Laminate adhesive: heat and pressure type engineered for structural sandwich
panels.
2. Adhesive that passes the testing requirements specified by International Conference
of Building Officials "Acceptance Criteria for Sandwich Panel Adhesive".
MWH - 04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS
1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 - 5
IF
Ir
a. Tensile strength, ASTM C-297: minimum 750 PSI (517 kPa) after 2 exposures
to 6 cycles each of the aging conditions prescribed by ASTM D-1037.
b. Shear strength, ASTM D-1002: after exposure to five (5) separate conditions:
1) 540 PSI (372 kPa) after 50% relative humidity at 73° F (22.8° C)
2) 100 PSI (68.95 kPa) after exposure to 182° F (83.3° C)
3) 800 PSI (551.58 kPa) after Accelerated Aging at room temperature
(ASTM D-1037)
4) 250 PSI (172.37 kPa) after Accelerated Aging at 182° F (83.3° C) (ASTM
D-1037)
5) 1400 PSI (965.27 kPa) after 500 hour Oxygen Bomb (ASTM D-572)
D. Panel Construction
1. Provide a true structural sandwich panel of flat fiberglass sheets bonded with tested
adhesives to a grid core of mechanically interlocking aluminum I-beams under a
controlled process of heat and pressure. Limit deflection so as not to exceed 1.9
inches at 30 pounds per square foot over 10 feet by ASTM E-72.
2. Adhesive bonding line is to be straight, cover the entire width of the I-beam and
• have a neat, sharp edge.
3. Panel thickness: 2-3/4 inches.
4. Panel U-Value: 0.29 insulated
5. Grid pattern: as shown on the drawings.
6. Provide pre-engineered, removable skylight units: Kalwall, low profile "Double
Pitch" units.
a. Fabricate to sizes indicated on the Drawings.
b. Provide lifting eyes at each end of ridge.
c. Pitch angle: 20 degrees.
d. Class A Roof Burning Brand Test: ASTM E-108.
E. Battens and Perimeter Closure System
1. Perimeter Closure System: Extruded 6063-T5 or 6063-T6 aluminum clamp-tite
screw type.
2. Pre-apply flexible sealing tape to closure system under factory controlled conditions.
MWH - 04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS
1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 - 6
in
F. Fleshings
1. 5052 alloy aluminum, minimum 0.040 inches thick.
G. Fasteners
1. Fasteners exposed to weather are to be 300 series stainless steel, mill finish.
2. Anchor bolts to the building are to be stainless steel as engineered.
H. Finish
1. General: Comply with NAAMM "Metal Finishes Manual" for finish designations and
application recommendations, except as otherwise indicated. Apply finishes in
factory. Protect finishes on exposed surfaces prior to shipment. Remove scratches
and blemishes from exposed surfaces that will be visible after completing finishing
process.
2. Color: Provide custom color as selected by the ENGINEER.
3. Two Coat Flourocarbon Coating:
a. Aluminum to be finished a minimum 1.0 mil thick full strength 70% resin, 2 coat
Flouropolymer system.
b. All aluminum shall be thoroughly cleaned, etched and given a chromated
conversion pre-treatment before application of the MICA II coating. The coating
shall consist of a primer and a pearlescent-pigmented PFV2 topcoat. It shall
receive a bake cycle of 17 minutes at 450°F. All finishing procedures shall be
one continuous operation in the plant of the manufacturer.
c. Manufacturer to furnish an extended 20-year limited warranty for the
Kynar/Hylar coating. This limited warranty shall begin on the date of material
shipment.
PART 3 -- EXECUTION
3.1 ACCEPTABLE INSTALLERS
A. Only qualified experienced craftsmen may be employed to install the work of this
section.
B. Installer must conform to the qualifications specified.
3.2 EXAMINATION
A. Inspect the installed work of other trades and verify that it is satisfactorily completed for
the proper installation of the panel systems. Do not proceed with installation until any
discrepancies have been corrected.
3.3 PREPARATION
A. Isolate dissimilar materials from the aluminum system, which may cause damage by
electrolysis, with concealed black 10-mil vinyl all-weather corrosion protection tape.
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B. Protect surrounding work and secure staging with protection as required to prevent
damage to adjacent materials.
3.4 INSTALLATION
A. Install the translucent systems in strict accordance with approved engineered shop
drawings. Seal the system as recommended by the manufacturer.
B. Install the translucent systems level, plumb and properly aligned with uniform joints and
reveals. Remove and replace any components that may be defective or are damaged
during installation.
C. After other trades have completed work on adjacent material, carefully inspect the
• translucent panel installation and make adjustments necessary to insure proper weather-
tight performance.
D. Leave the interior and exterior surfaces of the translucent panel systems free of all
protective material, identification labels and excess sealant.
E. Clean the translucent panel systems within one week of final acceptance in accordance
with manufacturer's recommended methods.
- END OF SECTION -
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SECTION 10850 - CANOPIES
PART 1 -- GENERAL
1.1 SUMMARY
A. The CONTRACTOR shall provide pre-manufactured steel canopies, complete and in
place, in accordance with the Contract Documents.
B. Metal roofing and soffit panels at steel canopies are supplied by others, as specified in
Section 07412— Metal Roofing and Siding.
1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. Codes:
2003 International Building Code (IBC)
State of Oregon 2004 Structural Specialty Code
B. Commercial Standards:
AISC Manual of Steel Construction
AISI Design of Light Gauge, Cold-Formed Steel Structural Members
ASTM A 36 Carbon Structural Steel
ASTM A 123 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
ASTM A 153 Zinc Coating (Hot-Dip) on Iron and Steel Hardware
ASTM A 193 Alloy Steel and Stainless Steel Bolting Materials for High
Temperature Service
ASTM A 194 Carbon and Alloy Steel Nuts for Bolts for High Pressure and High
Temperature Service
ASTM A 307 Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength
ASTM A 325 Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile
Strength
ASTM A 500 Cold-Formed Welded and Seamless Carbon Steel Structural
Tubing in Rounds and Shapes
ASTM A 653 Steel sheet zinc coated by the hot dip process: Structural quality
ASTM A 924 General Requirements for Steel Sheet, metallic coated by the hot
dip process
ASTM A 992 Steel for Structural Shapes for Use in Building Framing
ANSI/AWS D1.1 Structural Welding Code - Steel
ANSI/AWS QC1 Qualification and Certification of Welding Inspectors
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1.3 DESIGN CRITERIA
A. Wind Uplift: The canopy manufacturer shall provide design calculations showing the
structure can resist the following uplift load design criteria:
1. Uplift loads as calculated using the 2003 Edition of the IBC.
a. Basic Wind Speed: 100 MPH, 3 second gust
b. Wind Importance Factor (Iw): 1.15
c. Exposure Category: C
B. Drag Loading: The canopy manufacturer shall provide design calculations showing the
structure can resist drag loads induced by the following snow load design criteria:
a. Ground Snow Load: 25 PSF
b. Snow Exposure Factor (Ce): 1.0
c. Snow Importance Factor(Is): 1.0
d. Thermal Factor(Ct): 1.1
C. Seismic Loads: The canopy manufacturer shall provide design calculations showing the
structure can resist the following seismic load design criteria:
a. Seismic Use Group D
b. Spectral Response Coefficient (Ss): 1.06g
c. Spectral Response Coefficient (Si): 0.37g
d. Site Class: D
e. Seismic Design Category: Ill
f. Seismic Importance Factor (le): 1.25
1.4 CONTRACTOR SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Contractor Submittals.
B. Fabricator Information: Submit data substantiating that materials comply with
requirements.
C. Quality Assurance Information: Documentation of installer and manufacturer
qualifications.
D. Submit structural calculations, sealed by a structural engineer registered in the state of
Oregon, showing the structural adequacy of the canopy and all connections to the
building structure.
E. Submit shop drawings showing in detail all canopy components, connections to the
building, interface with other materials and methods of construction. Shop drawings
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1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 10850-2
must be prepared under the supervision of and be sealed by the engineer who provides
the calculations.
F. LEED Product Data:
1. Credit MR 4: Submit invoices and documentation from manufacturer of the
percentage of post-consumer and post industrial content by weight for products with
recycled content.
2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting
manufacturing locations for products manufactured within a 500 mile radius of the
project site.
3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting
location of extraction, recovery or harvest for materials contained in products
addressed in item 2 above that originated within a 500 mile radius of the project.
1.5 QUALITY ASSURANCE
A. INSTALLER'S QUALIFICATIONS
1. Erection is to be performed by an installer who can show evidence of satisfactory
completion of 3 projects of similar size and scope.
2. Installer shall have a minimum of 5 years experience installing pre-engineered steel
canopies.
B. FABRICATOR'S QUALIFICATIONS
1. Fabricator shall have a minimum of 10 years experience in the manufacture and
supplying of steel canopies to the region where the work is to be done.
PART 2 -- PRODUCTS
2.1 GENERAL
A. Canopies shall be factory-built units of the sizes indicated. Canopies shall be fabricated
of steel.
2.2 LEEDTM REQUIREMENTS:
A. Pre-manufactured steel canopies supplied for this project shall be fabricated within a 500
mile radius of the project site.
2.3 MATERIALS
A. Structural roof deck and trim shall be pre-painted, hot-dip galvanized steel meeting
ASTM Specification A-653.
1. Grade 50.
2. 50,000 psi yield strength.
3. Galvanizing shall meet ASTM A-924, G-90 Class.
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4. Finish: Kynar 500 Flouropolymer Coating:
a. Minimum 1.0 mil thick full strength 70% resin, 2 coat Kynar 500
Flouropolymer coating system.
b. Custom color as selected by the ENGINEER.
B. Structural beams, columns and other members shall comply with requirements of
Section 05100— Structural Steel Framing.
C. Stainless Steel: Unless otherwise indicated, stainless steel metalwork, anchors, bolts
and other hardware shall be of Type 316 stainless steel
PART 3 -- EXECUTION
3.1 FABRICATION
A. Fabrication and Erection: Except as otherwise indicated, the fabrication and erection
of structural steel shall conform to the requirements of the American Institute of Steel
Construction "Manual of Steel Construction."
3.2 WELDING
A. Method: Welding shall be by the metal-arc method or gas-shielded arc method as
described in the American Welding Society's "Welding Handbook" as supplemented by
other pertinent standards of the AWS. Qualification of welders shall be in accordance
with the AWS Standards governing same.
B. Quality: In assembly and during welding, the component parts shall be adequately
clamped, supported, and restrained to minimize distortion and for control of dimensions.
Weld reinforcement shall be as indicated by the AWS Code. Upon completion of
welding, weld splatter, flux, slag, and burrs left by attachments shall be removed. Welds
shall be repaired to produce a workmanlike appearance, with uniform weld contours and
dimensions. Sharp corners of material that is to be painted or coated shall be ground to
a minimum of 1/32-inch on the flat.
C. Weld Finish: All exposed welds shall be ground smooth and flush and shall be polished
and anodized. Discoloration of exposed steel surfaces, whether or not due to welding,
shall constitute a basis for rejection of the entire assembly.
3.3 GALVANIZING
A. Structural steel plates shapes, bars, and fabricated assemblies required to be
galvanized shall, after the steel has been thoroughly cleaned of rust and scale, be
galvanized in accordance with the requirements of ASTM A 123. Any galvanized part
that becomes warped during the galvanizing operation shall be straightened.
B. Preparing the surface and applying a coating shall make Field repairs to damaged
galvanizing.
1. Surface preparation shall consist of removing oil, grease, soil, and soluble material
by cleaning with water and detergent (SSPC SP1) followed by brush off blast
cleaning (SSPC SP7), over an area extending at least 4-inches into the undamaged
area.
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2. Coating shall be applied to at least 3-mils dry film thickness. Use Zinc-Clad XI by
Sherwin-Williams, Galvax by Alvin Products, or Galvite by ZRC Worldwide.
. 3.4 STORAGE
•
A. Storage: Products shall be carefully stored on wood blocking in an area that is protected
from the elements in a manner recommended by the product manufacturer.
1. Storage shall be in a manner that will prevent damage to the material or marring of
its finish.
3.5 EXAMINATION
A. Inspect the installed work of other trades and verify that it is satisfactorily completed for
the proper installation of the canopies. Do not proceed with installation until any
discrepancies have been corrected.
B. Field verify dimensions prior to fabrication.
3.6 PREPARATION
A. Work and secure staging with protection as required to prevent damage to adjacent
materials.
3.7 INSTALLATION
A. Install the canopies in strict accordance with approved engineered shop drawings.
Ask) B. Install the canopies level, plumb and properly aligned with uniform joints and reveals.
Remove and replace any components that may be defective or are damaged during
installation.
- END OF SECTION -
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