Precast Concrete Specifications.doc

Guide Specification
This Guide Specification is intended to be used as a basis for the development of an office
master specification or in the preparation of specifications for a particular project. In either case
this Guide Specification must be edited to fit the conditions of use. Particular attention
should be given to the deletion of inapplicable provisions or inclusion of appropriate
requirements. Coordinate the specifications with the information shown on the contract
drawings to avoid duplication or conflicts.
Boxed portions are Notes to the Specification Writer.
SECTION 034100
STRUCTURAL PRECAST CONCRETE
This Section uses the term “Architect.” Change this term to match that used to identify the
design professional as defined in the General and Supplementary Conditions of the contract.
Verify that Section titles referenced in this Section are correct for this Project’s Specifications;
Section titles may have changed.
PART 1 – GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. This Section includes the performance criteria, materials, design, production, and
erection of structural precast and precast, prestressed concrete for the entire project.
The work performed under this Section includes all labor, material, equipment, related
services, and supervision required for the manufacture and erection of the structural
precast and precast, prestressed concrete work shown on the Contract Drawings.
Adjust list below to suit Project. Delete paragraph below if not listing type of members.
B. This Section includes the following:
1. Hollow-core slab units.
2. Beams, columns, double tees.
3. Walls, spandrels.
4. Insulated, precast concrete units.
5. <Insert other applicable members>

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C. Related Sections include the following:
List below only products and construction that the reader might expect to find in this Section but
are specified elsewhere. Other sections of the specifications not referenced below, shall also
apply to the extent required for proper performance of this work. Some items such as precast,
prestressed wall panels could be included in either this section or the section “Architectural
Precast Concrete,” depending on the desired finish and tolerance expectation.
1. Section 03300 “Cast-in-Place Concrete” for installing connection anchors and
reinforcing steel in concrete and structural topping.
2. Section 03416 “Precast Post-Tensioned Concrete” for connecting precast units.
3. Section 03450 “Architectural Precast Concrete.”
4. Section 03500 “Cementitious Floor Underlayment” for floor and roof deck fill.
5. Section 04810 “Unit Masonry Assemblies” for inserts or anchorages required for
slab connections.
6. Section 05120 “Structural Steel” for furnishing and installing connections attached
to structural-steel framing.
7. Section 05500 “Metal Fabrications” for furnishing and installing loose hardware
items.
8. Section 07190 “Water Repellents” for water-repellent finish treatments.
9. Section 07220 “Roof and Deck Insulation” for insulation to meet energy code.
10. Section 07620 “Sheet Metal Flashing and Trim” for flashing receivers and reglets.
11. Section 07841 “Through-Penetration Firestop Systems” for joint filler materials for
fire-resistance-rated construction.
12. Section 07920 “Joint Sealants” for elastomeric joint sealants and sealant backings
between slab edges at exposed underside of floor and roof members and/or
perimeter of members.
13. Section 09680 “Carpet and Carpet Cushion” for covering on flooring members.
14. Section 09910 “Exterior Paints.”
1.3 PERFORMANCE REQUIREMENTS
Retain this Article if delegating design responsibility for structural precast concrete members to
contractor. AIA Document A201 requires Owner or Architect to specify performance and design
criteria.
A. Structural Performance: Provide structural precast concrete members and connections
capable of withstanding design loads indicated within limits and under conditions
indicated on Drawings.
Retain paragraph above if design loads are shown on Drawings; retain paragraph and applicable
subparagraphs below if including design loads here. Revise requirements below to suit Project,
and add other performance and design criteria, if applicable.

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B. Structural Performance: Provide structural precast concrete members and connections
capable of withstanding the following design loads within limits and under conditions
indicated:
For members that are to receive concrete topping, state whether all superimposed dead and live
loads on precast, prestressed members do or do not include the weight of the concrete topping. It
is best to list the live load, superimposed dead load, topping weight, and weight of the member,
all as separate loads. Where there are two different live loads (e.g., roof level of a parking
structure) indicate how they are to be combined. Show hanging utility support loads in addition
to loads indicated on drawings.
Most precast, prestressed concrete is cast in continuous steel forms. Therefore, connection
devices on the formed surfaces must be contained within the member since penetration of the
form is impractical.
Camber will generally occur in prestressed concrete members having eccentricity of the stressing
force. If camber considerations are important, check with local prestressed concrete fabricator to
secure estimates of the amount of camber and of camber movement with time and temperature
change. Design details must recognize the existence of camber and camber movement in
connection with:
1. Closures to interior non-load bearing partitions.
2. Closures parallel to prestressed concrete members (whether masonry, windows, curtain
walls or others) must be properly detailed for camber.
3. Floor slabs receiving cast-in-place topping. The elevation of top of floor and amount of
concrete topping must allow for camber of prestressed concrete members. Designing for
cambers less than obtained under normal design practices is possible, but this usually
requires the addition of tendons or non-prestressed steel reinforcement and practice should
be checked with the local manufacturer.
1. Dead Loads: <Insert dead loads.>
2. Live Loads: <Insert live loads.>
3. Roof Loads: <Insert roof loads>
4. Basic Ground Snow Load: <Insert snow loads.>
5. Rain Loads: <Insert rain loads.>
6. Concrete Topping Thickness: <Insert thickness.>
7. Wind Loads: <Insert wind loads or wind-loading criteria, positive and negative
for various parts of the building as required by applicable building code or
ASCE/SEI 7, including basic wind speed, importance factor, exposure
category, and pressure coefficient.>
8. Seismic Loads: <Insert seismic design data including seismic performance
category, importance factor, use group, seismic design category, seismic zone,
site classification, site coefficient and drift criteria.>
Precast concrete specific load may include blast loads.

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9. Project Specific Loads: <Insert applicable loads.>
Indicate locations here or on Drawings if different movements are anticipated for different
building elements. If deflection limits stricter than ACI 318 (ACI 318M) are required, the limits
must be specified.
10. Design structural precast concrete 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. Maintain structural precast concrete
deflections within limits of ACI 318 (ACI 318M).
Differential values in first subparagraph below are applicable to members exposed to the sun on
one face. Insert the temperature range to suit local conditions. Temperature data is available
from National Oceanic and Atmospheric Administration at www.ncdc.noaa.gov.
11. Thermal Movements: Provide for thermal movements noted.
a. The precast system design shall consider the maximum seasonal climatic
temperature change.
b. In plane thermal movements of individual members directly exposed to the sun
shall consider a temperature range of <Insert temperature range>.
c. Member connection design shall consider through thickness thermal gradients as
appropriate.
Retain subparagraph below if fire resistance rating is required. Fire ratings depend on occupancy
and building construction type, and are generally a building code requirement. When required,
fire-rated products should be clearly identified on the design drawings.
12. Fire Resistance Rating: Provide components to meet the following fire ratings:
a. Roof: <Insert rating>
b. Floors: <Insert rating>
c. Columns: <Insert rating>
d. Exterior Walls: <Insert rating>
e. <Insert additional elements or special occupancy separations>
Retain subparagraph below if precast concrete members are used in parking structure to resist
impact load. Local codes may have requirements that vary from those listed. SUVs and other
similar vehicles may dictate greater loads applied slightly higher above the floor or ramp surface.
13. Vehicular Impact Loads: Design spandrel beams acting as vehicular barriers for
passenger cars to resist a single load of (6,000 lb [26.7 kN]) <Insert load> service
load applied horizontally in any direction to the spandrel beam, with anchorages or

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attachments capable of transferring this load to the structure. Design spandrel
beams, assuming the load to act at a height of 18 in (457 mm) and 27 in (686 mm)
above the floor or ramp surface on an area not to exceed 1 ft2
(0.093 m2
).
1.4 ACTION SUBMITTALS
A. Product Data: For each type of product indicated. Retain quality control records and
certificates of compliance for 5 years after completion of structure.
B. LEED Submittals
Retain subparagraph below if recycled content is required for LEED-NC Credits MR 4.1 and
MR 4.2. An alternative method of complying with Credit MR 4.1 and MR 4.2 requirements is to
retain requirement in Division 01 SECTION “Sustainable Design Requirements” that gives
Contractor the option and responsibility for determining how Credit MR 4.1 and MR 4.2
requirements will be met.
1. Product Data for Credit MR 4.1 [and Credit MR 4.2]: For products having
recycled content, documentation indicating percentages by weight of postconsumer
and preconsumer (post-industrial) recycled content per unit of product.
a. Indicate recycled content; indicate percentage of pre-consumer and post-
consumer recycled content per unit of product.
b. Indicate relative dollar value of recycled content product to total dollar value of
product included in project.
c. If recycled content product is part of an assembly, indicate the percentage of
recycled content product in the assembly by weight.
d. If recycled content product is part of an assembly, indicate relative dollar value
of recycled content product to total dollar value of assembly.
2. Product Data for Credit MR 5.1 [and Credit MR 5.2] For local and regional
material extracted/harvested and manufactured within a 500 mile radius from the
project site.
a. Indicate location of extraction, harvesting, and recovery; indicate distance
between extraction, harvesting, and recovery and the project site.
b. Indicate location of manufacturing facility; indicate distance between
manufacturing facility and the project site.
c. Indicate dollar value of product containing local/regional materials; include
materials cost only.
d. Where product components are sourced or manufactured in separate locations,
provide location information for each component. Indicate the percentage by
weight of each component per unit of product.

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Retain subparagraph below if environmental data is required in accordance with Table 1 of
ASTM E 2129. Concrete is relatively inert once cured. Admixtures, form release agents, and
sealers may emit VOCs, especially during the curing process; however, virtually all emissions
are eliminated before enclosing the building.
3. Include MSDS product information showing that materials meet any environmental
performance goals such as biobased content.
4. For projects using FSC certified formwork, include chain-of-custody
documentation with certification numbers for all certified wood products.
5. For projects using reusable formwork, include data showing how formwork is
reused.
C. Design Mixtures: For each precast concrete mixture. Include compressive strength.
D. Shop (Erection) Drawings:
1. Detail fabrication and installation of structural precast concrete units including
connections at member ends and to each adjoining member.
2. Indicate locations, plan views, elevations, dimensions, shapes, and cross sections of
each unit, openings, support conditions and types of reinforcement, including
special reinforcement.
3. Indicate aesthetic intent including joints, rustications or reveals, and extent and
location of each surface finish.
Retain subparagraphs below applicable to Project.
1. Indicate welded connections by AWS standard symbols. Show size, length, and
type of each weld.
2. Detail loose and cast-in hardware, lifting and erection inserts, connections, and
joints.
3. Indicate locations, tolerances and details of anchorage devices to be embedded in or
attached to structure or other construction.
4. Include and locate openings larger than 10 in (250 mm). Where additional
structural support is required for openings include header design.
5. Coordinate and indicate openings and inserts required by other trades.
6. Indicate location of each structural precast concrete member by same identification
mark placed on unit.
7. Indicate relationship of structural precast concrete members to adjacent materials.
8. Indicate locations and details of joint treatment.
9. Indicate areas receiving toppings and magnitude of topping thickness.
10. Indicate estimated cambers for floor slabs receiving cast-in-place topping.
11. Indicate multiple wythe connection devices.
12. Indicate shim sizes and grouting sequence.

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13. Design Modifications: If design modifications are proposed to meet performance
requirements and field conditions, notify the Architect and submit design
calculations and Shop Drawings. Do not affect the appearance, durability or
strength of members when modifying details or materials. Maintain the general
design concept when altering size of members and alignment.
E. Provide handling procedures, erection sequences, and for special conditions provide
temporary bracing and shoring plan.
Retain paragraph below if retaining “Performance Requirements” Article. Delete or modify if
Architect/Engineer of Record assumes or is required by law to assume design responsibility.
F. Comprehensive engineering design (signed and sealed) by a qualified professional
engineer responsible for its preparation licensed in <insert the jurisdiction in which
the project is located.>
1.5 INFORMATIONAL SUBMITTALS
A. Qualification Data: For [installer] [fabricator] [testing agency] and persons specified
in "Quality Assurance" Article to demonstrate their capabilities and experience.
Include list of completed projects with project names and addresses, names and
addresses of architects and owners, and other information specified.
Retain paragraph below if procedures for welder certification are retained in "Quality Assurance"
Article.
B. Welding Certificates: Copies of certificates for welding procedure specifications
(WPS) and personnel certification.
Retain test reports paragraph below if submittal is required.
C. Material Test Reports for aggregates: From an accredited testing agency, indicating
and interpreting test results for compliance with requirements indicated.
Retain paragraph below to require submittal of material certificates from manufacturers.
D. Material Certificates: Signed by manufacturers certifying that each of the following
items complies with requirements.
Edit to suit Project.
1. Cementitious materials.
2. Reinforcing materials and prestressing tendons.
3. Admixtures.

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4. Bearing pads.
5. Structural-steel shapes and hollow structural sections.
6. Insulation.
7. Other components specified in Contract Documents with applicable standards.
Retain paragraph below if Contractor is responsible for field quality-control testing. Retain
option if Contractor is responsible for special inspections.
E. Field quality-control test [and special inspections] reports.
1.6 QUALITY ASSURANCE
Erector should have a minimum of 2 years of experience in structural precast concrete work
comparable to that shown and specified in not less than three projects of similar scope with the
Owner or Architect determining the suitability of the experience. The inclusion of erection in the
precast concrete contract should be governed by local practices. See the PCI website at
www.pci.org for current listing of PCI-Qualified and Certified Erectors. Retain one of two
“Erector Qualifications” paragraphs below if qualifying erectors.
A. Erector Qualifications: A precast concrete erector Qualified by the Precast/Prestressed
Concrete Institute (PCI) prior to beginning work at the jobsite. Submit a current
Certificate of Compliance furnished by PCI designating qualification in [Category S1
(Simple Structural Systems) for horizontal decking members and single-lift wall
panels] [Category S2 (Complex Structural Systems) for load-bearing members].
B. Erector Certification: A precast concrete erector with erecting organization and all
erecting crews Certified and designated, prior to beginning work at project site, by
PCI’s Certificate of Compliance to erect [Category S1 (Simple Structural Systems)
for horizontal decking members and single-lift wall panels] (Category S2)
[Complex Structural Systems] for load-bearing members).
Retain paragraph below if PCI-Qualified or Certified Erector is not available in Project location.
Basis of the audit is PCI MNL 127, “PCI Erector’s Manual – Standards and Guidelines for the
Erection of Precast Concrete Products,” and PCI MNL-132 Erection Safety-For Precast and
Prestressed Concrete.
C. Erector Qualifications: A precast concrete erector who has retained a PCI Certified
Field Auditor, at erector’s expense, to conduct a field audit of a project in the same
category as this Project prior to start of erection. Submits Erectors’ Post Audit
Declaration.
D. Fabricator Qualifications: A firm that complies with the following requirements and is
experienced in producing structural precast concrete units similar to those indicated for
this Project and with a record of successful in-service performance.

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1. Assumes responsibility for engineering structural precast concrete units to comply
with performance requirements. This responsibility includes preparation of Shop
Drawings and comprehensive engineering analysis by a qualified professional
engineer.
Retain subparagraph above and below if fabricator is required to engage the services of a
qualified professional engineer and if submission of a comprehensive engineering analysis is not
retained in “Submittals” Article.
2. Professional Engineer Qualifications: A professional engineer licensed in
jurisdiction where Project is located and who is experienced in providing
engineering services of the kind indicated. Engineering services are defined as
those performed for installations of structural precast concrete that are similar to
those indicated for this Project in material, design, and extent.
Select the product group and category. Structural precast members must meet the requirements
of PCI Manual, MNL-116. These members should not be expected to meet the requirements of
MNL-117 for architectural precast concrete products. However, the structural members may
have the application of architectural finishes included in the provisions of MNL-116. Fabricators
that have certified architectural qualifications to apply these finishes have the suffix A added to
their certification listing.
3. Participates in PCI’s Plant Certification program [at the time of bidding] and is
designated a PCI-certified plant for Group C, Category [C1 – Precast Concrete
Products (no prestressed reinforcement)] [C2 – Prestressed Hollow-Core and
Repetitive Products] [C3 – Prestressed Straight-Strand Structural Members]
[C4 - Prestressed Deflected-Strand Structural Members].
4. Has sufficient production capacity to produce required members without delaying
the Work.
5. Certification shall be maintained throughout the production of the precast concrete
units. Production shall immediately stop if at any time the fabricator’s certification
is revoked, regardless of the status of completion of contracted work. Production
will not be allowed to re-start until the necessary corrections are made and
certification has been re-established. In the event certification(s) can not be re-
established in a timely manner, causing project delays, the fabricator, at no
additional cost, will contract out the remainder of the units to be manufactured at a
PCI certified plant.
Retain subparagraph below if fabricators are required to be registered with and approved by
authorities having jurisdiction. List approved fabricators in Part 2 if required.
6. Is registered with and approved by authorities having jurisdiction.

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Retain first paragraph below if quality assurance testing in addition to that provided by the PCI
Certification Program is required. Testing agency, if required, is normally engaged by Owner.
E. Testing Agency Qualifications: An independent accredited testing agency, [acceptable
to Authorities having jurisdiction] qualified according to ASTM C 1077 and ASTM
E 329 to conduct the testing indicated.
F. Design Standards: Comply with ACI 318 (ACI 318M) and the design
recommendations of PCI MNL 120, “PCI Design Handbook – Precast and Prestressed
Concrete,” applicable to types of structural precast concrete members indicated.
G. Quality-Control Standard: For manufacturing procedures and testing requirements and
quality control recommendations for types of members required, comply with PCI
MNL 116, “Manual for Quality Control for Plants and Production of Structural
Concrete Products.”
1. Comply with camber and dimensional tolerances of PCI MNL 135, “Tolerance
Manual for Precast and Prestressed Concrete Construction.”
Retain paragraph below to allow drawing details based on one fabricator’s product to establish
requirements. Exact cross section of precast, prestressed concrete members may vary from
producer to producer, permissible deviations in member shape from that shown on the contract
drawings might allow more competition. Revise below to identify specific proprietary system or
indicate on Drawings. Correlate with Division 1 requirements.
H. Product Options: Drawings indicate size, profiles and dimensional requirements of
precast concrete members and are based on the specific types of members indicated.
Other fabricators’ precast concrete members complying with requirements may be
considered. Refer to Division 1 Section “Substitutions.”
Retain paragraph below if shop or field welding is required. If retaining, also retain “Welding
Certificates” paragraph in “Submittals” Article. AWS states that welding qualifications remain
in effect indefinitely unless welding personnel have not welded for more than six months or there
is a specific reason to question their ability.
I. Welding: Qualify procedures and personnel according to AWS D1.1/D1.1M,
“Structural Welding Code – Steel”; AWS D1.4/D1.4M, “Structural Welding Code –
Reinforcing Steel”; and AWS D1.6/D1.6M, “Structural Welding Code-Stainless”.
Retain paragraph below if fire-rated members or assemblies are required. Select either PCI
MNL 124 or ACI 216.1/TMS 0216.1 or retain both, if acceptable to authorities having
jurisdiction.
J. Fire Resistance: Where indicated, provide structural precast concrete members whose
fire resistance satisfy the fire resistance ratings of the Contract Documents and meets
the prescriptive requirements of the governing code or has been calculated according to

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[PCI MNL 124, “Design for Fire Resistance of Precast Prestressed Concrete,”]
[ACI 216.1/TMS 0216.1, “Standard Method for Determining Fire Resistance of
Concrete and Masonry Construction Assemblies,”] and is acceptable to authorities
having jurisdiction.
Delete below if Work of this Section is not extensive or complex enough to justify a
preinstallation conference. If retaining, coordinate with Division 01.
K. Preinstallation Conference: Conduct conference at [Project site] <Insert location>to
comply with requirements in Section 01310 “Project Management and Coordination.”
1.7 DELIVERY, STORAGE, AND HANDLING
A. Deliver all structural precast concrete members in such quantities and at such times to
assure compliance with the agreed upon project schedule and setting sequence to
ensure continuity of installation.
B. Handle and transport members in a manner to avoid excessive stresses that could cause
cracking or other damage.
C. Store units with adequate dunnage and bracing, and protect units to prevent contact
with soil, staining, and to control cracking, distortion, warping or other physical
damage.
D. Unless otherwise specified or shown on Shop Drawings, store members with dunnage
across full width of each bearing point.
E. Place stored members so identification marks are clearly visible, and units can be
inspected.
F. Place dunnage of even thickness between each member.
G. Lift and support members only at designated points indicated on the Shop Drawings.
1.8 SEQUENCING
Coordination and responsibility for supply of items to be placed on or in the structure to allow
placement of precast concrete members depends on type of structure and varies with local
practice. Clearly specify responsibility for supply and installation of hardware. If not supplied
by precast concrete fabricator, supplier should be listed and requirements included in related
trade sections. Ensure that type and quantity of hardware items to be cast into precast concrete
members for use by other trades are specified or detailed in Contract Drawings and furnished to
fabricator, with instructions, in a timely manner in order not to delay the Work.

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A. Furnish loose connection hardware and anchorage items to be embedded in or attached
to other construction without delaying the Work. Provide locations, setting diagrams,
templates, instructions, and directions, as required, for installation.
PART 2 – PRODUCTS
2.1 FABRICATORS
Retain this Article if naming fabricators. See PCI’s Web site www.pci.org for current PCI-
certified plant listings.
A. Fabricators: Subject to compliance with requirements, [provide products by the
following] [provide products by one of the following] [fabricators offering
products that may be incorporated into the Work include, but are not limited to,
the following]:
Retain above for nonproprietary or below for semiproprietary specification. If above is retained,
include procedure for approval of other fabricators in Instructions to Bidders. Refer to Division
01 Section “Product Requirements.”
B. Fabricators: Subject to compliance with requirements, provide products by one of the
following:
1. [Insert in separate subparagraphs, fabricators: names and product
designations for acceptable manufacturers.>
2.2 FORM MATERIALS
A. Forms: Rigid, dimensionally stable, nonabsorptive material, warp and buckle free, that
will provide precast concrete surfaces within fabrication tolerances indicated;
nonreactive with concrete and suitable for producing required surface finishes.
1. Form-Release Agent: Commercially produced form-release agent that will not
bond with, stain or affect hardening of precast concrete surfaces and will not impair
subsequent surface or joint treatments of precast concrete.
2.3 REINFORCING MATERIALS
Retain first paragraph below if recycled content is required for LEED-NC or LEED C1 Credits
MR 4.1 and MR 4.2. USGBC allows a default value of 25 percent to be used for steel, without
documentation; higher percentages can be claimed if they are supported by appropriate
documentation. Reinforcing bars made by the electric arc furnace process contain a total of 100
percent recovered steel of which 67 percent is post-consumer.

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A. Recycled Content of Steel Products: Provide products with an average recycled content
of steel products so postconsumer recycled content plus one-half of preconsumer
recycled content is not less than [25] [60] <Insert number> percent.
Select one or more paragraphs in this Article to suit steel reinforcement requirements. Indicate
locations of each type of reinforcement here or on Drawings. If retaining Part 1 “Performance
Requirements” Article, consider reviewing selections with fabricators.
B. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed.
Retain paragraph below for reinforcement that is welded or if added ductility is sought.
C. Low-Alloy-Steel Reinforcing Bars: ASTM A 706/A 706M, deformed.
Retain galvanized reinforcement in paragraph below where corrosive environment or severe
exposure conditions justify extra cost. The presence of chromate film on the surface of the
galvanized coating is usually visible as a light yellow tint on the surface. ASTM B 201 describes
a test method for determining the presence of chromate coatings.
D. Galvanized Reinforcing Bars: [ASTM A 615/A 615M, Grade 60 (Grade 420)]
[ASTM A 706/A 706M], deformed bars, ASTM A 767/A 767M, Class II zinc coated,
hot-dip galvanized and chromate wash treated after fabrication and bending.
Consider using epoxy coated reinforcement where corrosive environment or severe exposure
conditions justify extra cost. In first paragraph below, retain ASTM A 775/A 775M for a
bendable epoxy coating; retain ASTM A 934/A 934M for a non-bendable epoxy coating.
E. Epoxy-Coated Reinforcing Bars: [ASTM A 615/A 615M, Grade 60 (Grade 420)]
[ASTM A 706/A 706M], deformed bars, [ASTM A 775/A 775M] or [ASTM A 934/A
934M] epoxy coated.
F. Steel Bar Mats: ASTM A 184/A 184M, fabricated from [ASTM A 615/A 615M,
Grade 60 (Grade 420)] [ASTM A 706/A 706M], deformed bars, assembled with
clips.
Select one or more of the paragraphs below to suit steel reinforcement requirements. If retaining
Part 1 “Performance Requirements” Article, consider reviewing selections with fabricators.
G. Plain-Steel Welded Wire Reinforcement: ASTM A 185/A 185M, or ASTM A 1064/A
1064M, fabricated from [as-drawn] [galvanized and chromate wash treated] steel
wire into flat sheets.
H. Deformed-Steel Welded Wire Reinforcement: ASTM A 497/A 497M, or ASTM A
1064/A 1064M, flat sheet.

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I. Epoxy-Coated-Steel Welded Wire Reinforcement: ASTM A 884/A 884M, Class A
coated, [plain] [deformed], flat sheet, Type (1 bendable coating) (2 non-bendable
coating).
J. Supports: Use bolsters, chairs, spacers, and other devices for spacing, supporting, and
fastening reinforcing bars and welded wire reinforcement in place according to PCI
MNL 116.
2.4 PRESTRESSING TENDONS
Retain this Article if precast concrete members will be prestressed, either pretensioned or post-
tensioned. ASTM A 416/A 416M establishes low-relaxation strand as the standard.
A. Prestressing Strand: ASTM A 416/A 416M, Grade 250 (Grade 1720) or Grade 270
(Grade 1860), uncoated, 7-wire, low-relaxation strand or ASTM A 886/A 886M, Grade
270 (Grade 1860), indented, 7-wire, low-relaxation strand (including supplement).
B. Unbonded Post-Tensioning Strand: ASTM A 416/A 416M, Grade 270 (Grade 1860),
7-wire, low-relaxation strand with corrosion inhibitor conforming to ACI 423.7, with
polypropylene tendon sheathing. Include anchorage devices.
C. Prestressing Strand: ASTM A 910/A 910M, Grade 270 (Grade 1860), uncoated,
weldless, 2-and 3-wire, low relaxation strand.
D. Post-Tensioning Bars: ASTM A 722/A 722M, uncoated high strength steel bar.
2.5 CONCRETE MATERIALS
Retain materials in this article that are required. Revise to suit Project.
A. Portland Cement: ASTM C 150, Type I or III.
1. For surfaces exposed to view in finished structure, use same type, brand, and mill
source throughout the precast concrete production.
B. Supplementary Cementitious Materials
Prior to selecting mineral or cementitious materials from four subparagraphs below consult local
fabricators. These materials may affect concrete appearance, set times and cost.
1. Fly Ash: ASTM C 618, Class C or F with maximum loss on ignition of 3%.
2. Metakaolin: ASTM C 618, Class N.
3. Silica Fume: ASTM C 1240 with optional chemical and physical requirements.
4. Ground Granulated Blast-Furnace Slag: ASTM C 989, Grade 100 or 120.

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Revise class of aggregate in paragraph below to suit Project. ASTM C 33 limits deleterious
substances in coarse aggregate depending on climate severity and in-service location of concrete.
Severe (S) weathering classifications range from Class 1S for protected substructure, beam, and
column elements, and floor slabs to be given coverings, to Class 5S for exposed architectural
concrete. Moderate (M) weathering classifications similarly range from Classes 1M to 5M.
There are two negligible (N) weathering classifications. Class 1N is for slabs subject to
abrasion, bridge decks, floors, sidewalks, and pavements; Class 2N is for other concrete.
C. Normalweight Aggregates: Except as modified by PCI MNL 116, ASTM C 33, with
coarse, non-reactive aggregates complying with Class [4S] [4M]. Stockpile fine and
coarse aggregates for each type of exposed finish from a single source (pit or quarry)
for Project.
Lightweight aggregates are not recommended in cold or humid climates (if exposed to the
weather) unless their performance has been verified by tests or records of previous satisfactory
usage in similar environments.
D. Lightweight Aggregates: Except as modified by PCI MNL 116, ASTM C 330 with
absorption less than 11 percent.
Retain first paragraph below if coloring admixture is required. Add color selection if known.
E. Coloring Admixture: ASTM C 979, synthetic or natural mineral-oxide pigments or
liquid coloring admixtures, temperature stable and nonfading.
F. Water: Potable; free from deleterious material that may affect color stability, setting,
or strength of concrete and complying with chemical limits of PCI MNL 116.
Retain paragraph below if air entrainment is required. Air entrainment should be required to
increase resistance to freezing and thawing where environmental conditions dictate.
G. Air Entraining Admixture: ASTM C 260, certified by manufacturer to be compatible
with other required admixtures.
H. Chemical Admixtures: Certified by manufacturer to be compatible with other
admixtures and to not contain calcium chloride, or more than 0.15 percent chloride ions
or other salts by weight of admixture.
Select one or more chemical admixtures with low levels of volatile organic compounds (VOC)
from seven subparagraphs below if chemical admixtures are permitted; limit chemical admixture
types if required. Water-reducing admixtures, Types A, E, and D, or a high-range water reducer,
Type F, predominate.
1. Water-Reducing Admixture: ASTM C 494/C 494M, Type A.
2. Retarding Admixture: ASTM C 494/C 494M, Type B.

16
3. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D.
4. Water-Reducing and Accelerating Admixture ASTM C494/C 494M, Type E.
5. High Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F.
6. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494/C 494M,
Type G.
7. Plasticizing Admixture for Flowable Concrete: ASTM C 1017/C 1017M.
8. Corrosion Inhibiting Admixture: ASTM C 1582/C 1582M
2.6 STEEL CONNECTION MATERIALS
Edit this Article to suit Project. Add other materials as required. Select steel with high
percentage of post-consumer recycled content.
A. Carbon-Steel Shapes and Plates: ASTM A 36/A 36M
B. Carbon-Steel Headed Studs: ASTM A 108, Grades 1010 through 1020, cold finished,
AWS D1.1/D1.1M, Type A or B, with arc shields and with the minimum mechanical
properties of PCI MNL 116, Table 3.2.3.
C. Carbon-Steel Plate: ASTM A 283/A 283M, Grade C.
D. Malleable Iron Castings: ASTM A 47/A 47M. Grade 32510 or 35028.
E. Carbon-Steel Castings: ASTM A 27/A 27M, Grade 60-30 (Grade 415-205).
F. High-Strength, Low-Alloy Structural Steel: ASTM A 572/A 572M
G. Carbon-Steel Structural Tubing: ASTM A 500/A 500M, Grade B or C.
H. Wrought Carbon-Steel Bars: ASTM A 675/A 675M, Grade 65 (Grade 450).
I. Deformed-Steel Wire or Bar Anchors: ASTM A 496 or ASTM A 706/A 706M.
ASTM A 307 defines the term “studs” to include stud stock and threaded rods.
J. Carbon-Steel Bolts and Studs: ASTM A 307, Grade A or C (ASTM F 568M, Property
Class 4.6) carbon-steel, hex-head bolts and studs; carbon-steel nuts (ASTM A 563/A
563M, Grade A); and flat, unhardened steel washers (ASTM F 844).
High-strength bolts are used for friction-type connections between steel members and are not
recommended between steel and concrete because concrete creep and crushing of concrete
during bolt tightening reduce effectiveness. ASTM A 490/A 490M bolts should not be
galvanized.

17
K. High-Strength Bolts and Nuts: ASTM A193/A193M, Grade B5 or B7, ASTM A 325/
A 325M, or ASTM A 490/ A 490M, Type 1, heavy hex steel structural bolts, heavy
hex carbon-steel nuts, (ASTM A 563/A 563M) and hardened carbon-steel washers
(ASTM F 436/F 436M).
Structural plate and shape steel connection hardware enclosed in wall cavities is provided
uncoated in non corrosive environments. Protection is required by painting or galvanizing on
steel connection hardware when the corrosive environment is high or when connections are
exposed to exterior weather conditions. Retain paragraph below if shop-primed finish is
required. Indicate locations of priming, if required. MPI 79 in first option below provides some
corrosion protection while SSPC-Paint 25, without top-coating, provides minimal corrosion
protection. The need for protection from corrosion will depend on the actual conditions to which
the connections will be exposed to in service. Indicate locations of each finish. Select coatings
that do not contain toxic chemicals and with less than 250 g/l VOCs.
L. Shop-Primed Finish: Prepare surfaces of nongalvanized steel items, except those
surfaces to be embedded in concrete, according to requirements in SSPC-SP 3 and
shop-apply [lead- and chromate-free, rust –inhibitive primer, complying with
performance requirements in MPI 79] [SSPC-Paint 25] according to SSPC-PA 1.
Retain paragraph and subparagraph below if galvanized finish is required. Indicate locations of
galvanized items if required. Field welding should generally not be permitted on galvanized
elements, unless the galvanizing is removed or acceptable welding procedures are submitted.
Hot-dip galvanized finish provides greater corrosion resistance than electrodeposited zinc
coating. Electrodeposition is usually limited to threaded fasteners.
M. Zinc-Coated Finish: For exterior steel items and items indicated for galvanizing, apply
zinc coating by [hot-dip process according to ASTM A 123/A 123M, after
fabrication, ASTM A 153/A 153M, or ASTM F 2329 as applicable]
[electrodeposition according to ASTM B 633, SC 3, Type 1 or 2 and for bolts F
1941 and F 1941M].
1. For steel shapes, plates, and tubing to be galvanized, limit silicon content of steel to
less than 0.03 percent or to between 0.15 and 0.25 percent or limit sum of silicon
content and 2.5 times phosphorous content to 0.09 percent.
2. Galvanizing Repair Paint: Zinc paint with dry film containing not less than 94
percent zinc dust by weight, and complying with DOD-P-21035B or SSPC-Paint
20.
Retain paragraph below when more protection than a paint finish is required, but galvanizing is
not required.
N. Galvanizing Paint: Zinc paint with dry film containing not less than 94 percent zinc
dust by weight, and complying with DOD-P-21035B or SSPC-Paint 20. Comply with
manufacturer’s requirements for surface preparation.

18
2.7 STAINLESS-STEEL CONNECTION MATERIALS
Retain this Article if required. Use when corrosion resistance merits extra cost in parking
structures or other high moisture or corrosive environments.
A. Stainless-Steel Plate: ASTM A 666, Type 304, Type 316, or Type 201, of grade
suitable for application.
B. Stainless-Steel Bolts and Studs: ASTM F 593, alloy 304 or 316, hex-head bolts and
studs; stainless-steel nuts; and flat, stainless-steel washers.
1. Lubricate threaded parts of stainless steel bolts with an anti-seize thread lubricant
during assembly.
C. Stainless-Steel Headed Studs: ASTM A 276, with minimum mechanical properties for
studs as indicated under MNL 116, Table 3.2.3.
2.8 BEARING PADS AND OTHER ACCESSORIES
Retain this Article if applicable. Choice of bearing pad can usually be left to fabricator;
coordinate selection with structural engineer if required for bearing loads and rotation
requirements.
A. Provide one of the following bearing pads for structural precast concrete members [as
recommended by precast fabricator for application]:
1. Elastomeric Pads: AASHTO M 251, plain, vulcanized, 100 percent
polychloroprene (neoprene) elastomer, molded to size or cut from a molded sheet,
50 to 70 Shore A durometer according to ASTM D 2240, minimum tensile strength
2250 psi (15.5 MPa) per ASTM D 412.
2. Random-Oriented, Fiber-Reinforced Elastomeric Pads: Preformed, randomly
oriented synthetic fibers set in elastomer. Surface hardness of 70 to 90 Shore A
durometer according to ASTM D2240. Capable of supporting a compressive stress
of 3000 psi (20.7 Mpa) with no cracking, splitting or delaminating in the internal
portions of the pad.
3. Cotton-Duck-Fabric-Reinforced Elastomeric Pads: Preformed, horizontally layered
cotton-duck fabric bonded to an elastomer. Surface hardness of 80 to 100 Shore A
durometer according to ASTM D 2240. Conforming to Division II, Section
18.10.2 of AASHTO LRFD Bridge Design Specifications or Military Specification,
MIL-C-882E.
4. Frictionless Pads: Polytetrafluoroethylene (PTFE), glass-fiber reinforced, bonded
to stainless or mild-steel plates, or random-oriented, fiber-reinforced elastomeric
pads, of type required for in-service stress.

19
Plastic pads are widely used with hollow-core slabs. Compression stress in use is not normally
over a few hundred psi and proof testing is not considered necessary. No standard guide
specifications are available.
5. High-Density Plastic: Multimonomer, nonleaching, plastic strip capable of
supporting loads with no visible overall expansion.
Limit use of tempered hardboard pads to dry, low-stress applications, such as interior hollow-
core slabs. High-density plastic pads can also be used.
6. Hardboard: AHA A135.4, Class 1, tempered hardboard strips, smooth on both
sides.
Select material from options in paragraph below or add another material to suit Project.
Coordinate with counterflashing materials and details. It is preferable to use surface mounted
reglets to avoid misalignment of reglets from unit to unit.
B. Reglets: [PVC extrusions.] [Stainless steel, Type 304] [Copper] [Reglets and
flashing are specified in Section 07620 “Sheet Metal Flashing and Trim.”] felt or
fiber filled face opening of slots covered.
C. Erection Accessories: Provide clips, hangers, high density plastic or steel shims, and
other accessories required to install structural precast concrete members.
D. Welding Electrodes: Comply with AWS standards for steel type and/or alloy being
welded.
2.9 GROUT MATERIALS
Add other proprietary grout systems to suit Project. Show locations of each grout here or on
Drawings if retaining more than one type. Sand-cement grout in paragraph below is commonly
used in keyed joints between hollow-core floor and roof members. Indicate required strengths
on Contract Drawings.
A. Sand-Cement Grout: Portland cement, ASTM C 150, Type I, and clean, natural sand,
ASTM C 144, or ASTM C 404. Mix at ratio of 1 part cement to 2 ½ to 3 parts sand, by
volume, with minimum water required for placement and hydration. Water-soluble
chloride ion content of grout less than 0.06 percent chloride ion by weight of cement
when tested in accordance with ASTM C 1218/C 1218M.
Retain first paragraph below if nonshrink grout is required or if cement-grout shrinkage could
cause structural deficiency. For critical installations, field installation procedures should be
developed and the manufacturer’s instructions should be followed. Non-ferrous grouts with a
gypsum base should not be exposed to moisture. Ferrous grouts should not be used where
possible staining would be undesirable or where the grout is not confined. Non-shrink grouts are

20
normally not used or required in the keyed joints between hollow-core floor and roof members.
B. Nonshrink Grout: Premixed, prepackaged ferrous and non-ferrous aggregate shrink-
resistant grout containing selected silica sands, portland cement, shrinkage-
compensating agents, plasticizing and water-reducing agents, complying with ASTM C
1107, Grade A for drypack and Grades B and C for flowable grout and of consistency
suitable for application with a 30-minute working time. Water-soluable chloride ion
content of grout less than 0.06 percent chloride ion by weight of cement when tested in
accordance with ATM C1218/C1218M.
C. Epoxy-resin grout: Two-component mineral-filled epoxy-resin: ASTM C 881/C 881M
of type, grade, and class to suit requirements.
2.10 INSULATED PANEL ACCESSORIES
If insulated structural precast concrete members are required, retain one or more of the following
insulation paragraphs. Specify the required thickness for each insulation type allowed to achieve
the desired aged R-value. CFCs, HCFCs and other ozone-depleting substances should not be
used or released during manufacture of insulation.
A. Expanded-Polystyrene Board Insulation: ASTM C 578, Type [XI, 0.70
lb/ft3(12kg/m3)], [I, 0.90 lb/ft3 (15kg/m3)][VIII, 1.15 lb/ft3(18kg/m3)][II, 1.35
lb/ft3(22kg/m3)][IX, 1.80 lb/ft3(29 kg/m3)]; [square][ship-lap] edges; with thickness
of <Insert dimension>.
B. Extruded-Polystyrene Board Insulation: ASTM C 578, Type [X, 1.30
lb/ft3(21kg/m3)][IV, 1.55 lb/ft3(25 kg/m3)][VI, 1.80 lb/ft3(29 kg/m3)][VII, 2.20
lb/ft3(35 kg/m3)][V, 3.00 lb/ft3(48 kg/m3)]; [square][ship-lap] edges; with thickness
of <Insert dimension>.
C. Polyisocyanurate Board Insulation: Rigid, cellular polyisocyanurate thermal insulation
complying with ASTM C 591; Grade 1, or ASTM C 1289 Type [I, 1.8
lb/ft3(29kg/m3)][II, 2.5 lb/ft3 (40kg/m3)][(III, 3.0 lb/ft3(48kg/m3)]; square edged;
unfaced; with thickness of <Insert dimension>.
Select wythe connectors from paragraph below.
D. Wythe Connectors: [Glass-fiber in vinyl-ester polymer], [Polypropylene pin],
[Stainless-steel pin], [Bent galvanized reinforcing bars] [Galvanized welded wire
trusses], [Galvanized bent wire connectors] [Epoxy coated carbon fiber grid],
[Fiberglass truss] manufactured to connect wythes of precast concrete panels.
1. Provide holes in insulation for connector placement at least 4 in. (100 mm) and no
more than 12 in. (0.30m) from edges of member or openings.

21
2.11 CONCRETE MIXTURES
A. Prepare design mixtures for each type of precast concrete required.
Delete subparagraph below if fly ash, blast furnace slag, or silica fume are not permitted. Revise
percentage to suit Project.
1. Limit use of fly ash to 35 percent replacement of portland cement by weight;
granulated blast-furnace slag to 50 percent of portland cement by weight; and
metakaolin and silica fume to 10 percent of portland cement by weight.
B. Design mixtures may be prepared by a qualified independent testing agency or by
qualified precast plant personnel at structural precast concrete fabricator’s option.
C. Limit water-soluble chloride ions to maximum percentage by weight of cement
permitted by ACI 318 (ACI 318M) or PCI MNL 116 when tested in accordance with
ASTM C 1218/C 1218M.
D. Normalweight Concrete Mixtures: Proportion mixtures by either laboratory trial batch
or field test data methods according to ACI 211.1, with materials to be used on Project,
to provide normalweight concrete with the following properties:
Retain subparagraph below or revise to suit Project. Higher-strength mixes may be available;
verify availability with fabricators.
1. Compressive Strength (28 Days): 5000 psi (34.5 Mpa) minimum.
2. Release Strength: as required by design.
A maximum water-cementitious materials ratio of 0.40 to 0.45 is usual for structural precast
concrete. Lower ratios may be possible with use of high-range water reducing admixtures.
Revise ratio as required to suit Project.
3. Maximum Water-Cementitious Materials Ratio: 0.45.
E. Lightweight Concrete Mixtures: Proportion mixtures by either laboratory trial batch or
field test data methods according to ACI 211.2, with materials to be used on Project, to
provide lightweight concrete with the following properties:
Retain subparagraph below or revise to suit Project. Higher-strength mixtures may be available;
verify with fabricators.
1. Compressive Strength (28 Days): 5000 psi (34.5 Mpa) minimum.
2. Release Strength: as required by design.

22
Increase or decrease unit weight in subparagraph below to suit Project. Coordinate with
lightweight-aggregate supplier and structural precast concrete fabricator. Lightweight concretes
with combinations of lightweight and normalweight aggregate in mixture will usually be heavier
than unit weight below.
3. Density (Unit Weight): Calculated equilibrium density of 115 lb/ft.3
(1842 kg/m3
),
plus or minus 5 lb/ft.3
(80 kg/m3
) adjusted to plus or minus 3 lb./ft.3
(48 kg/ m3
),
when tested in accordance with ASTM C 567.
F. Add air-entraining admixture at manufacturer’s prescribed rate to result in concrete at
point of placement having an air content complying with PCI MNL 116.
G. When included in design mixtures, add other admixtures to concrete mixtures
according to manufacturer’s written instructions.
H. Concrete Mixture Adjustments: Concrete mixture design adjustments may be
proposed if characteristics of materials, Project conditions, weather, test results, or
other circumstances warrant.
2.12 FORM FABRICATION
A. Form: Accurately construct forms, mortar tight, of sufficient strength to withstand
pressures due to concrete placement and vibration operations and temperature changes,
and for prestressing and detensioning operations. Coat contact surfaces of forms with
release agent before reinforcement is placed. Avoid contamination of reinforcement
and prestressing tendons by release agent.
B. Maintain forms to provide completed structural precast concrete members of shapes,
lines, and dimensions indicated in Contract Documents, within fabrication tolerances
specified.
Select one option from subparagraph below; show details on Drawings or revise description to
add dimensions. Sharp edges or corners of precast concrete members are vulnerable to chipping.
1. Edge and Corner Treatment: Uniformly [chamfered] [radiused] or as built-in on
standard forms.
2.13 FABRICATION
When required for anchorage or lateral bracing to structural steel members, some methods of
manufacturing hollow-core slabs preclude the use of anchors and inserts; Coordinate with other
trades for installation of cast-in items.

23
A. 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 during precasting operations. Locate anchorage hardware where it does not
affect position of main reinforcement or concrete placement. Do not relocate bearing
plates in members unless approved by Architect.
1. Weld headed studs and deformed bar anchors used for anchorage according to
AWS D1.1/D1.1M and AWS C5.4, “Recommended Practices for Stud Welding.”
Coordinate paragraph below with Section 05500 “Metal Fabrications” for furnishing and
installing loose hardware items.
B. Furnish loose hardware items including steel plates, clip angles, seat angles, anchors,
dowels, hangers, and other hardware shapes for securing precast concrete members to
supporting and adjacent construction.
C. Cast-in reglets, slots, and other accessories in structural precast concrete members as
indicated on Contract Drawings.
Retain first paragraph below if applicable or if all openings are clearly detailed. Coordinate
with other Specification Sections.
D. Cast-in openings larger than 10 inches (250 mm) in any dimension. Do not drill or cut
openings or prestressing strand without Engineer’s approval.
E. Reinforcement: Comply with recommendations in PCI MNL 116 for fabricating,
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 A 775/A 775M, 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. Locate and support
reinforcement by plastic tipped or corrosion resistant metal or plastic chairs,
runners, bolsters, spacers, hangers, and other devices for spacing, supporting, and
fastening reinforcing bars and welded wire reinforcement in place according to PCI
MNL 116.
3. Place reinforcing steel and prestressing tendons to maintain at least ¾ in. (19 mm)
minimum concrete cover. Provide cover requirements in accordance with ACI 318
(ACI 318M) when units are exposed to corrosive environment or severe 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.

24
4. Install welded wire reinforcement in lengths as long as practicable. Lap adjoining
pieces in accordance with ACI 318 (ACI 318M) and wire tie laps, where required
by design. Offset laps of adjoining widths to prevent continuous laps in either
direction.
F. Reinforce structural precast concrete members to resist handling, transportation, and
erection stresses, and specified in-place loads, whichever governs.
Retain paragraph and subparagraph below if precast prestressed concrete members are required.
Option to prestress may be left to fabricator if objective is to aid handling and to control cracking
of units during installation.
G. Prestress tendons for structural precast concrete members by either pretensioning or
post-tensioning methods. Comply with PCI MNL 116.
Revise release or post-tensioning strength in subparagraph below to an actual compressive
strength, if required. Concrete strength in the range of 2500 psi (17.2 MPa) to 4000 psi (27.6
MPa) at release does not appreciably affect bond transfer length.
1. Delay detensioning or post-tensioning of precast prestressed concrete members
until concrete has reached its indicated minimum design release compressive
strength as established by test cylinders cured under the same conditions as
concrete member.
2. Detension pretensioned tendons either by gradually releasing tensioning jacks or by
heat-cutting tendons, using a sequence and pattern to prevent shock or unbalanced
loading.
3. If concrete has been heat cured, detension while concrete is still warm and moist to
avoid dimensional changes that may cause cracking or undesirable stresses.
Retain the following subparagraph only when appearance of member ends is critical.
4. Recess strand ends and anchorages exposed to view a minimum of 1 inch (25 mm),
fill with non-metallic, non-shrink mortar and sack rub surface. Coat or spray the
inside pocket surfaces with a bonding agent before installing mortar.
Retain the following subparagraph only when not exposed to severe environment or view.
5. Protect strand ends and anchorage not exposed to view with bitumastic, zinc-rich or
epoxy paint.
H. Comply with requirements in PCI MNL 116 and in this Section for measuring, mixing,
transporting, and placing concrete. After concrete batching, no additional water may
be added.
I. Place concrete in a continuous operation to prevent cold joints or planes of weakness
from forming in precast concrete members.

25
1. Place backup concrete to ensure bond with face-mixture concrete.
J. Thoroughly consolidate placed concrete by vibration without dislocating or damaging
reinforcement and built-in items, and minimize pour lines, honeycombing or entrapped
air voids on surfaces. Use equipment and procedures complying with PCI MNL 116.
1. Place self-consolidating concrete without vibration in accordance with PCI TR-6
“Interim Guidelines for the Use of Self-Consolidating Concrete.” If face and
backup concrete is used, ensure adequate bond between concrete mixtures.
K. Comply with PCI MNL 116 procedures for hot and cold-weather concrete placement.
L. Identify pickup points of precast concrete members and orientation in structure with
permanent markings, complying with markings indicated on Shop Drawings. Imprint
or permanently mark casting date on each precast concrete member on a surface that
will not show in finished structure.
M. Cure concrete, according to requirements in PCI MNL 116, by moisture retention
without heat or by accelerated heat curing using live steam or radiant heat and
moisture. Cure members until compressive strength is high enough to ensure that
stripping does not have an effect on the performance or appearance of final product.
2.14 INSULATED PANEL CASTING
Retain this Article if integrally insulated members are required.
A. Cast, screed and consolidate bottom concrete wythe supported by form.
B. Place insulation boards, abutting edges and ends of adjacent boards. Stagger end joints
between rows to minimize cold joints. Stagger joints of insulation layers one-half
board apart. Insert wythe connectors through insulation, and consolidate concrete
around connectors according to connector manufacturer’s written instructions.
C. Cast and screed top wythe and apply required finish.
D. Maintain temperature below 150 deg. F (65 deg. C) in bottom cast concrete wythe.
2.15 FABRICATION TOLERANCES
Usually retain paragraph below unless tolerances for Project deviate from PCI recommendations.
PCI MNL 135 product tolerances are standardized throughout the industry. Revise product
tolerances if additional costs of more exacting tolerances are justified.

26
A. Fabricate structural precast concrete members of shapes, lines and dimensions
indicated, so each finished member complies with PCI MNL 135 product tolerances as
well as position tolerances for cast-in items.
2.16 FINISHES
A. Commercial (Structural) Finishes
Select finish from one of four subparagraphs below. If more than one finish is required, create a
finish schedule or describe locations in each precast concrete member article. Finishes below are
in ascending order of finish quality and cost. Insert other specific finish requirements to suit
Project. Specify the minimum finish grade consistent with a product’s application and the
intended use of the structure. Consult fabricators regarding the finishes appropriate for various
products and cost effectiveness. Coordinate precast concrete finishes with required floor,
ceiling, roof, and deck finishes or toppings.
Specify Commercial Grade when the product will not be visible in the completed structure, or
when the function of the structure does not require an enhanced surface. This is essentially an
“as cast” finish.
1. Commercial Grade: Remove fins and protrusions larger than 1/8 inch (3 mm) and
fill holes with a diameter larger than ½ inch (13 mm). Rub or grind ragged edges.
Faces shall be true, well-defined surfaces. Air holes, water marks, and color
variations are acceptable. Allowable form joint offsets are limited to 3/16 in.
(5mm).
Specify Standard Grade where products are exposed to view but the function of the structure
does not require a special finish. The surface is suitable for an applied textured coating but not
necessarily suitable for painting. This is the typical finish grade for all structural members.
2. Standard Grade: Normal plant-run finish produced in forms that impart a smooth
finish to concrete. Surface holes smaller than 1/2 inch (13mm) caused by air
bubbles, normal color variations, form joint marks, and minor chips and spalls are
acceptable. Fill air holes greater than 1/4 inch (6 mm) in width that occur in high
concentration (more than one per 2 in.² [1300 mm²]). Major or unsightly
imperfections, honeycombs, or structural defects are not permitted. Allowable joint
offset limited to 1/8 inch (3 mm).
Specify Grade B Finish on visually exposed structural members such as columns or walls. Grade
B Finish definition is primarily for surface finish. Color variations are acceptable.
3. Grade B Finish: Fill air pockets and holes larger than 1/4 inch (6 mm) in diameter
with sand-cement paste matching color of adjacent surfaces. Fill air holes greater
than 1/8 inch (3 mm) in width that occur in high concentration (more than one per 2
in.² [1300 mm²]). Grind smooth form offsets or fins larger than 1/8 inch (3 mm).

27
Repair surface blemishes due to dents in forms. Discoloration is permitted at form
joints.
Specify Grade A Finish where surface will be painted (especially with a textured or “sand”
paint); however, some surface blemishes will be visible. If a surface with fewer imperfections
than allowed for “Grade A” is needed, specify the requirements as a “special finish.” Specify a
sample panel for a Grade A Finish. Requirements for Grade A Finish are not applicable to
extruded products using zero-slump concrete in their process.
4. Grade A Finish: Repair all surface blemishes and fill all air holes with the
exception of air holes 1/16 inch (2 mm) in width or smaller and form marks where
the surface deviation is less than 1/16 inch (2 mm). Float-apply a neat cement-
paste coating to exposed surfaces. Rub dried paste coat with burlap to remove
loose particles. Discoloration is permitted at form joints. Grind smooth all form
joints.
Specify the extent to which float or trowel marks, variations of texture, or other surface
blemishes will be permitted. Require samples to establish acceptance criteria for any exposed
finish. Revise finish below to light-broom or as-cast finish if float finish is unnecessary, or
upgrade to smooth, steel-trowel finish.
B. Screed or float finish unformed surfaces. Strike off and consolidate concrete with
vibrating screeds to a uniform finish, float finish, if required. Hand screed at
projections. Normal color variations, minor indentations, minor chips, and spalls are
permitted. No major imperfections, honeycombing, or defects are permitted.
Retain paragraph above or below. Screed or float finish above is standard; smooth steel-trowel
finish below may also be achieved.
C. Smooth steel-trowel finish unformed surfaces. Consolidate concrete, bring to proper
level with straightedge, float and trowel to a smooth, uniform finish.
If composite topping is required, retain subparagraph below.
D. Apply roughened surface finish in accordance with ACI 318 (ACI 318M) to precast
concrete members that will receive concrete topping after installation.
2.17 SOURCE QUALITY CONTROL
Always retain paragraph below because it establishes the minimum standard of plant testing and
inspecting. PCI MNL 116 mandates source testing requirements and a plant “Quality Systems
Manual.” PCI certification also ensures periodic auditing of plants for compliance with
requirements in PCI MNL 116.

28
A. Quality-Control Testing: Test and inspect precast concrete according to PCI MNL 116
requirements. If using self-consolidating concrete also test and inspect according to
PCI TR-6 “Interim Guidelines for the Use of Self-Consolidating Concrete” and ASTM
C 1611/C 1611M, ASTM C 1712, ASTM 1610/1610M, and ASTM C 1621/C 1621M.
Retain first paragraph and subparagraph below if required. PCI certification may be acceptable
to authorities having jurisdiction without further monitoring of plant quality-control and testing
program by Owner.
B. In addition to PCI Certification, Owner will employ an accredited independent testing
agency to evaluate structural precast concrete fabricator’s quality-control and testing
methods.
1. Allow Owner’s testing agency access to material storage areas, concrete production
equipment, concrete placement, and curing facilities. Cooperate with Owner’s
testing agency and provide samples of materials and concrete mixtures as may be
requested for additional testing and evaluation.
C. Strength of precast concrete members will be considered deficient if units fail to
comply with ACI 318 (ACI 318M) concrete strength requirements.
Review testing and acceptance criteria with structural engineer. In first paragraph and
subparagraph below, add criteria for load tests if required.
D. Testing: If there is evidence that strength of precast concrete members may be
deficient or may not comply with ACI 318 (ACI 318M) requirements, fabricator shall
employ an independent testing agency to obtain, prepare, and test cores drilled from
hardened concrete to determine compressive strength according to ASTM C 42/C 42M
and ACI 318/ACI 318M.
1. Test results shall be reported in writing on the same day that tests are performed,
with copies to Architect, Contractor, and precast concrete fabricator. Test reports
shall include the following:
a. Project identification name and number.
b. Date when tests were performed.
c. Name of precast concrete fabricator.
d. Name of concrete testing agency.
e. Identification letter, name, and type of precast concrete member(s) represented
by core tests; design compressive strength; type of failure; actual compressive
strength at breaks, corrected for length-diameter ratio; and direction of applied
load to core in relation to horizontal plane of concrete as placed.
E. Patching: If core test results are satisfactory and precast concrete members comply
with requirements, clean and dampen core holes and solidly fill with precast concrete

29
mixture that has no coarse aggregate, and finish to match adjacent precast concrete
surfaces.
F. Acceptability. Structural precast concrete members that do not comply with
acceptability requirements in PCI MNL 116, including concrete strength, and
manufacturing tolerances, are unacceptable. Chipped, spalled or cracked members may
be repaired. Replace unacceptable units with precast concrete members that comply
with requirements.
PART 3 – EXECUTION
3.1 PREPARATION
A. Furnish loose connection hardware and anchorage devices for precast concrete
members to be embedded in or attached to the building structural frame or foundation
before starting that Work. Provide locations, setting diagrams, templates and
instructions 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, bearing surface tolerances, and other
conditions affecting precast concrete performance.
B. Proceed with precast concrete installation only after unsatisfactory conditions have
been corrected.
C. Contractor shall notify precast concrete erector that supporting cast-in-place concrete
foundation and building structural framing has attained minimum allowable design
compressive strength or supporting steel or other structure is structurally ready to
receive loads from precast concrete members prior to proceeding with installation.
3.3 ERECTION
A. Install loose clips, hangers, bearing pads, and other accessories required for connecting
structural precast concrete members to supporting members and backup materials.
B. Erect structural precast concrete level, plumb and square within the specified allowable
erection tolerances. Provide temporary structural framing, shoring and bracing as
required to maintain position, stability, and alignment of members until permanent
connections are completed.
1. Install temporary steel or plastic spacing shims or bearing pads as precast concrete
members are being erected. Surface weld steel shims to each other to prevent
shims from separating.

30
2. Maintain horizontal and vertical joint alignment and uniform joint width as erection
progresses.
3. Remove projecting lifting devices and use plastic patchcaps or 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 indicated provide uniform joint widths of ¾ in. (19 mm).
Retain subparagraph below if voids of hollow-core slabs are used for electrical raceways or
mechanical ducts.
5. For hollow-core slab voids used as electrical raceways or mechanical ducts, align
voids between units and tape butt joint at end of slabs.
6. Provide and install headers of structural-steel shapes for openings larger than one
slab width according to hollow-core slab fabricator’s written recommendations.
C. Connect structural precast concrete members in position by bolting, welding, grouting,
or as otherwise indicated on approved Shop (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.
D. Welding: Comply with applicable AWS D1.1/D1.1M, AWS D1.4/D1.4M and AWS
D1.6/D1.6M requirements for welding, welding electrodes, appearance of welds,
quality of welds, and methods used in correcting welding work.
1. Protect structural precast concrete members and bearing pads from damage during
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 D1.1/D1.1M, D1.4/D1.4M or D1.6/D1.6M.
3. Clean-weld-affected metal surfaces with chipping hammer followed by brushing or
power tool cleaning and then reprime damaged painted surfaces in accordance with
manufacturer’s recommendations.
Retain last subparagraph above or first subparagraph below.
4. For galvanized metal, clean weld affected metal surfaces with chipping hammer
followed by brushing or power tool cleaning, and apply a minimum 0.004 inch (4
mil) thick coat of galvanized repair paint to galvanized surfaces in conformance
with ASTM A 780/A 780M.
5. Visually inspect all welds critical to precast concrete connections. Visually check
all welds for completion and remove, reweld or repair all defective welds, if
services of AWS-certified welding inspector are not furnished by Owner.

31
E. At bolted connections, use upset threads, thread locking compound or other approved
means to prevent loosening of nuts after final adjustment.
1. Where slotted connections are used, verify bolt position and tightness at
installation. For sliding connections, properly secure bolt but allow bolt to move
within connection slot.
2. For slip critical connections, one of the following methods shall be used to assure
proper bolt pretension:
a. Turn-of-Nut – in accordance with AISC.
b. Calibrated Wrench – in accordance with AISC.
c. Twist-off Tension Control Bolt – meeting ASTM F 1852.
d. Direct-Tension Control Bolt – meeting ASTM F 1852.
3. For slip critical connections, the method to be used and the inspection procedure to
be used shall be approved by the Architect and coordinated with the inspection
agency.
In paragraph below revise locations and extent of grouting if required.
F. Grouting or Dry-Packing Connections and Joints: Indicate joints to be grouted and any
critical grouting sequences on Shop (Erection) Drawings. Grout open spaces at
keyways, connections and joints where required or indicated. Provide reinforcing steel
where indicated. Retain flowable grout in place until it gains sufficient strength to
support itself. Fill joints completely without seepage to other surfaces. Alternatively,
pack spaces with stiff dry pack grout material, tamping until voids are completely
filled. Place grout and finish smooth, level, and plumb with adjacent concrete surfaces.
Promptly remove grout material from exposed surfaces before it affects finishes or
hardens. Keep grouted joints damp for at least 24 hours after initial set.
1. Trowel top of grout joints on roofs smooth to prevent any unevenness that might
interfere with placing of, or cause damage, to insulation and roofing. Finish
transitions due to different surface levels not steeper than 1 to 12.
Retain subparagraph below when end grouting hollow-core slabs is required.
2. At Hollow-Core Slab Ends (where shown on Drawings): Provide suitable end cap
or dam in voids as required.
G. Field cutting of precast, prestressed concrete members is not permitted without
approval of the Engineer.
Paragraph below refers to fastening under the control of precast concrete erector. Coordinate
with and repeat warning in other Sections if additional construction will be fastened to precast,
prestressed concrete members.

32
H. Fasteners: Do not use drilled or power-actuated fasteners for attaching accessory items
to precast, prestressed concrete members unless approved by Precast Engineer and
Engineer of Record.
3.4 ERECTION TOLERANCES
Review tolerances in PCI MNL 135. Consult structural engineer and precast concrete fabricators
and erectors and revise paragraph below if other tolerances are needed.
A. Erect structural precast concrete members level, plumb, square, and in alignment
without exceeding the noncumulative erection tolerances of PCI MNL 135. Level out
variations between adjacent members by jacking, loading, or any other feasible method
as recommended by the fabricator and acceptable to the Architect.
3.5 FIELD QUALITY CONTROL
Retain first option in paragraph below if Owner engages a special inspector. If authorities
having jurisdiction permit Contractor to engage a special inspector, retain second option and
retain option for submitting special inspection reports in Part 1 “Submittals” Article.
A. Special Inspections: [Owner will engage][Contractor will engage] a qualified special
inspector to perform the following special inspections and prepare reports:
1. Erection of loadbearing precast concrete members.
2. <Insert special inspections>
Retain first paragraph below if field testing and inspecting are required, with or without
paragraph above, to identify who shall perform tests and inspections. If retaining second option,
retain requirement for field quality-control test reports in Part 1 “Submittals” Article.
B. Testing: Owner will engage accredited independent testing and inspecting agency to
perform field tests and inspections and prepare reports.
1. Field welds will be subject to visual inspections and dye penetrant or magnetic
particle testing in accordance with ASTM E 165 or ASTM E 1444. Testing agency
shall be qualified in accordance with ASTM E543.
2. Testing agency will report test results promptly and in writing to Contractor and
Architect.
C. Repair or remove and replace work where tests and inspections indicate that it does not
comply with specified requirements.
D. Additional testing and inspecting, at Erector’s expense, will be performed to determine
compliance of corrected work with specified requirements.

33
3.6 REPAIRS
Production chips, cracks, and spalls should have been corrected at fabricator’s plant. Defects
occurring after delivery are normally repaired before final joint sealing and cleaning as weather
permits.
A. Repairs will be permitted provided structural adequacy, serviceability and durability of
members and appearance are not impaired.
B. Prepare and repair damaged galvanized coatings with galvanizing repair paint
according to ASTM A 780/A 780M.
Retain paragraph above if using galvanized anchors, connections, and other items; retain first
paragraph below if items are prime painted.
C. Wire brush, clean, and paint damaged prime-painted components with same type of
shop primer.
D. Remove and replace damaged structural precast concrete members when repairs do not
comply with specified requirements.
3.7 CLEANING
Specify whether erector or precaster does cleaning under the responsibility of General
Contractor. Consider use of biodegradable, bio-based cleaning products.
A. Clean mortar, plaster, fireproofing, weld slag, and any other deleterious material from
concrete surfaces and adjacent materials immediately.
B. Clean exposed surfaces of precast concrete members 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. Protect adjacent work from staining or damage due
to cleaning operations.
2. Do not use cleaning materials or processes that could change the appearance of
exposed concrete finishes or damage adjacent materials.
END OF SECTION 034100

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