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TEMPORARY COMPRESSOR
INSTALLATION du I l L LUvN l r
BUILDING DEPARTMENV
-APPROVED
Building Permit Documents
Specifications
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Prepared for
Wild Goose Storage Inc. (WGSI)
Wild Goose Storage Project
By
Raytheon Engineers & Constructors, Inc. (Raytheon)
Project No. 77052.001
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Wild Goose Storage Project
77052001
Table of Contents
Temoorary Compressor Installation
Raytheon Engineers &
Constructors
Building Permit Documents - Specifications
605.00T: Specification For Concrete Construction, Rev. 0 .....................Section 1
C05.01 T: Specification For Supply and Fabrication of
Structural And Miscellaneous Steel, Rev. 0.............................................Section 2
C05.03T: Specification For Erection of Structural and
Miscellaneous Steelk Rev 0.................................:...................................Section 3
605.04T: Grouting Specification For
Equipment and Structural Support, Rev 0................................................Section'4
1308.01T: Specification For
Sampling, Testing and. Construction Control of
Concrete, Earthwork and Structural Steel, Rev 0 ....................................Section 5
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Raylbeon Engineers &
Constructors
CLIENT: Wild Goose Storage
JOB/INQUIRY NO.: 77052.001
FACILITY: Wild Goose Gas Storage
SPEC NO.: B05.00T
LOCATION: Butte County, California
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SPECIFICATION
For
CONCRETE CONSTRUCTION
This title page is a record of all revisions of the specification. Each time
the specification is changed, only the new
or revised pages are issued. For convenience, the nature of each revision is briefly noted below.
REV. NO.
DATE
BY
CHECKED
APPROVAL
PAGES
NATURE OF REVISIONS
A
10/10/97
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Approved for Construction
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RaVlheen Engineers.&: 21 SPECIFICATION Project No.: 77052.001
Gon tructorS FOR Spec. No, 605.00T
Constructors CONCRETE CONSTRUCTION Page i_
TABLE OF CONTENTS
SECTION PAGE
1 SCOPE :..:........................... ........................ ................ :........................................ 1
2 ENVIRONMENTAL CONDITIONS ........................................................................... 1
3 REFERENCES AND STANDARDS
4 MATERIALS ... .......................................... 5
5 DESIGN OF. CONCRETE MIX AND CONCRETE. SUPPLY ........`.......: ................... 11
6 INSTALLATION . ..................................................:................................. 16
7 TESTING AND INSPECTION ...........: 40 .
8 HANDLING AND STORAGE.............................................................................. 43
9 DOCUMENTATION .................
. .... 44
B05-OOT.DOC
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Raytheon Engineers &
Constructors FOR
Project No. 77052.001
FOR Spec. No. B05 -00T
CONCRETE CONSTRUCTION Page 1 of 40.
1 SCOPE
1.1.. The Contractor shall supply all materials, equipment, labor, tools and facilities to construct
the concrete work in accordance with the scope of the Contract and the contract
Drawings. This, specification covers the technical requirements for the concrete materials
and mix design, forming materials, reinforcing, embedded items, and curing materials as
well as the technical requirements for mixing, transporting, forming, placement, curing and
finishing of concrete and the technical requirements for the installation of reinforcing steel
and embedded items.
1.2. The Contractor shall be responsible for making all arrangements for and furnishing, his own
concrete, and shall be responsible for the concrete meeting thenecessary requirements,
including but not limited to: strength; durability; water -cement ratio; workability;
pumpability (where required); cement type and quality; aggregate size, gradation and
quality; slump; admixtures; and entrained air content.
2. ENVIRONMENTAL CONDITIONS
2.1. The site of the work is located in Butte County, CA, California Building Code, 1995,
Seismic Zone 3,
2.2. The nominal elevation of the plant site is 67 +/- feet above mean sea level.
2.3. The maximum temperature extremes for design purposes are from 20 degrees F. to 115
degrees F.
3. _ REFERENCES AND STANDARDS
3.1. The latest editions of the following codes, specifications, standards and publications, with
applicable supplements and revisions thereto in effect on May 1,) 997, form a part of. this
Specification by reference as'if published in full content.
3.1.1. American Society for Testing Materials (ASTM)
A 36' Specification for Structural, Steel.
A 82 Specification for Steel Wire, Plain, for Concrete Reinforcement.
A 108 Specification for Steel Bars, Carbon, Cold -Finished, Standard, Quality.
A123 Specification for Zinc (Hot -Galvanized) Coatings on Iron and Steel.
Products.
A 153 Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware.
A 185 Specification for Steel Welded Wire Fabric, Plain, for Concrete
Reinforcement.
A 307 Carbon Steel Externally Threaded Standard Fasteners.-
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SPECIFICATION
FOR
CONCRETE CONSTRUCTION
52
Project No.: 77052 0Q1"'
Spec. No. B05.06T��-
Page 2 Of.45
A 185 Specification for Steel Welded Wire Fabric, Plain, for Concrete
Reinforcement.
A 307 Carbon Steel Externally Threaded Standard Fasteners.
A 525 Specification for General Requirements for Steel Sheet, Zinc -
Coated (Galvanized) by the Hot -Dip Process.
A 563 Specification for Carbon and Alloy Steel Nuts.
A 615 Specification for Deformed and Plain Billet -Steel Bars for Concrete
Reinforcement.
A 706 Specification for Low -Alloy Steel Deformed Bars for Concrete
Reinforcement.
A 775 Specification for Epoxy -Coated Reinforcing Steel Bars.
C 31 Making and Curing Concrete Test Specimens in the Field.
C 33 Specifications for Concrete Aggregates.
C 39 Test Method for Compressive Strength of Cylindrical Concrete
Specimens.
C 42 Method of Obtaining and Testing Drilled Cores and Sawed Beams
of Concrete.
C 94 Specification for Ready -Mixed Concrete
o
C 138 Method of Test for Unit Weight, Yield and Air Content
(Gravimetric) of Concrete.
C 143 Method of Test for Slump of Portland Cement Concrete.
C 150 Specification for Portland Cement.
C 171 Sheet Materials for Curing Concrete.
C 172- Method of Sampling Freshly Mixed Concrete.
C 192 Method of Making and Curing Concrete Test Specimens in the
Laboratory.
C 231 Method of Test for Air Content of Freshly Mixed Concrete. by the
Pressure Method.
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RayMteon Engineers &
Constructors
SPECIFICATION
FOR
CONCRETE CONSTRUCTION
Project No.: 77052.001
Spec. No. B05.00T
Page 3 Of 45
C 260 Specification for Air -Entraining Admixtures for Concrete.
C 309 " Liquid Membrane -Forming Compounds for Curing Concrete.
C 311 Test Methods for Sampling and Testing Fly Ash or Natural
Pozzolans for Use as a Mineral Admixture in Portland Cement
Concrete.
C 494 Specification for Chemical Admixtures for Concrete.
C 618 Specification for Fly Ash and Raw or Calcined Natural Pozzolan for
. Use as a Mineral Admixture in Portland Cement Concrete.
C 685 Specification for Concrete Made by Volumetric Batching and
Continuous Mixing.
C 920 Specification for Elastomeric Joint Sealants.
C 1017 Specification for Chemical Admixtures for Use in Producing
Flowing Concrete.
D 1190 Concrete Joint Sealer, Hot -Poured Elastic Type
D1751 Preformed Expansion Joint Fillers for Concrete Paying and
Structural Construction (Non -extruding and Resilient Bituminous
Types).
D 1752 Preformed Sponge Rubber and Cork Expansion Joint Fillers for
Concrete Paving and Structural Construction.
F 436 Specification for Hardened Steel Washers.
F 1554 Standard Specification for Anchor Bolts, Steel, 36, 55, and 105 -
ksi Yield Strength
3.1.2 American Concrete Institute (ACI)
117 Tolerances for Concrete Construction and Materials
301 Specifications for Structural Concrete for Buildings
305 Specification for Hot -Weather Concreting
306 Specification for Cold -Weather Concreting
315 Manual of Standard Practice for Detailing Reinforced Concrete
Structures
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ii1iiyihe o E4neers & SPECIFICATION Project No.: 77052.001
FOR Spec. No. B05.00T
Constructors CONCRETE CONSTRUCTION Page 4 Of 45
318 Building Code Requirements for Structural Concrete
347 Concrete Formwork"
3.1.3 American Institute of Steel Construction (AISC)
Specification for Structural Steel Buildings.
Code of Standard Practice for Steel Buildings and Bridges.
3.1.4 Concrete Reinforcing Steel Institute (CRSI)
Manual of Standard Practice for Reinforced Concrete Construction
3.1.5 American Welding Society (AWS)
D 1.4 Structural Welding Code -,Reinforcing Steel
D 1.1 Structural Welding Code - Steel
3.1.6 Occupational Safety and Health Administration (OSHA)
Title 29, Part 1910 and Part 1926
3.1.7 Steel Structures Painting Council
Steel Structures Painting Manual - Vol. 2
Systems and Specifications
3.2 The, latest revision of the following are recommended as guides to meet the
requirements of °this' Specification. Mandatory requirements .of these publications
are as"stated in this Specification.
.3.2.1 American Concrete Institute (ACI)
211.1 -Standard Practice for Selecting Proportions for Normal and
Heavyweight Concrete
302 Guide for Concrete Floor and Slab Construction "
304 Guide for Measuring, Mixing, Transporting and Placing Concrete
308 Standard Practice for Curing Concrete
309 Guide for Consolidation of Concrete
311 ACI Manual of Concrete Inspection
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b` FOR - Spec. No. B05.00T
Constructors CONCRETE CONSTRUCTION Page 5 bf 45
347 Guide to Formwork for Concrete
4 MATERIALS
4.1 Cement
4.1.1 Except as otherwise .specified, cement shall be Portland cement
conforming to ASTM C 150, Type .II, modified for low alkali.
4.1.2 Cement shall be stored to prevent caking, partial setting, deterioration or
contamination. Cement which has any deleterious characteristics shall not
be used in the mix.
4.2 Aggregates
4.2.1 Coarse aggregate shall conform to ASTM C 33. See Section 5.2. for
maximum size of coarse aggregate.
4.2.2 Fine aggregate shall be sand, clean and sharp. Fine aggregate shall
conform to ASTM C 33.
4.2.3 Aggregates shall be stored and handled so as to preserve the gradation and
cleanliness of the material. Segregation and/or contamination are cause
for rejection and the deficient material shall be removed and replaced.
4.3 Water
Water used in mixing concrete shall be clear, clean and potable, with no unusual
taste or odor.
4.4 Reinforcement
4.4.1 Materials
a. Reinforcing steel bars.shall conform to the requirements of ASTM
A 615, Grade 60 except for. bars that are indicated on the
Drawings to be welded shall be ASTM A 706. Steel bars shall be
deformed except for sizes less than 3/8 -inch and specified
dowels -or spirals.
b. Spiral reinforcing shall conform to the requirements of ASTM A
82 and smooth dowels shall be ASTM A 36 steel.
C. Welded wire fabric shall conform.to the requirements of ASTM A
185. Unless specified otherwise, the material shall be furnished
only in flat sheets.
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Ray1he08 EIlglIleerS & SPECIFICATION Project No.: 77052.001
D` FOR Spec. No. B05.00T
QnstrUctOrs CONCRETE CONSTRUCTION Page 6 Of 45
d. Fibrous concrete reinforcement shall be 100% virgin
polypropylene fibrillated fibers specifically manufactured for use
as concrete reinforcement, containing no reprocessed olefin
materials. Fibrous9 concrete reinforcement shall be as
manufactured by Fibermesh Company. The length of the fibers
shall be as recommended by the manufacturer of the fibrous
reinforcement for each mix design.
4.4.2 Detailing and Fabrication
a. "Reinforcing steel shall be detailed and fabricated in accordance
with, and to the tolerances of, ACI 31.5 unless otherwise noted
on the engineering design Drawings.
b. Reinforcing as delivered shall be free of loose mill scale, loose
rust, paint, grease, oil, dirt, mud or any `other foreign material
which will prevent.or reduce bonding.
C. Fabricated reinforcement shall be free of twists,. kinks or
unscheduled bends. Such defects shall be cause for rejection.
d. Reinforcing shall be bent cold without inducing fractures or
cracking in the steel.
4.5 Reinforcement Accessories
Bar supports, tie wire and accessories shall be supplied by the -Seller.
4.5.2 Bar supports of standard types and sizes shall conform to the Concrete
Reinforcing Steel Institute Specifications. Where concrete will not be
exposed to view, Class 3 bright basic bar supports may be used. Where
concrete will be exposed to view,. Class 1, plastic .protected supports shall
be used. Special support systems shall be designed by the Seller and
submitted to the Engineer for review. If the reinforcement is galvanized or
coated, the supports shall also be galvanized or coated.
4.5.3 Tie wire shall be black annealed wire, not less than No. 16 gauge, of
suitable quality for securing reinforcement in place. If reinforcement is
galvanized or coated, then.tie wire shall be galvanized, plastic coated or
epoxy coated wire as appropriate.
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RSPECIFICATION E4neers Project No.: 77052.001
FOR Spec: No. B05.00T
Constructors CONCRETE CONSTRUCTION . Page 7 Of 45
4.6 Expansion and Control Joint Material
4.6.1 Bituminous type expansion joint filler shall be preformed, non -extruding and
resilient conforming to ASTM D 17511.
4.6.2 Non -bituminous type expansion joint filler shall be preformed, non -extruding
and resilient conforming to ASTM D 1752.
4.6.3 Hot poured joint sealing compound shall conform to ASTM D 1190.
4.6.4 Cold applied joint sealing compound shall_ conform to ASTM C 920.
4.6.5 Caulking compounds may be "Sikaflex one -component polyurethane as
manufactured'by SIKA Corporation, or equal. Gun -grade shall be" used for
vertical joints. Primer shall be as recommended by sealant manufacturer.
4.6.6 Backing rod shall be round, preformed, resilient material such as
"Ethafoam" as" manufactured 'by Dow Chemical Company or equal. The
diameter shall not be less than one and one-half times the width of the
joint in which itis to be installed.
4.7 Void Form
Void form materials used to bridge footing .loads over underground pipes or
structures or for expansive soils shall be Denform "K -Void" as manufactured by
K.C. Construction Supply Company or equal.
4.8 Form Oil
Form release agent shall be a commercial product of proven performance that will
prevent adhesion of the concrete to the forms *and will not 'penetrate, stain or
adversely affect concrete surfaces. The material shall not impede wetting of
concrete surfaces to be damp cured nor impair subsequent surface treatments
which depend upon bond or adhesion.
4.9 Waterstoos
Waterstops shall be extruded polyvinyl -chloride of the size and shape specified on
the Drawings. Waterstops shall be as manufactured by Greenstreak Plastic
Products Co. or an approved equal.
4:10 Curing Materials
• 4.10.1 Waterproof paper, polyethylene sheeting, or polyethylene -coated burlap
shall conform to ASTM C 171.. Burke Security Blankets or equal is a
suggested material.
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FOR Spec. No. B05.00T
Constructors CONCRETE CONSTRUCTION Page 8 Of 45
4.10.2 Liquid membrane -forming curing compound shall conform to ASTM C 309,
Type 1-D, Class B. Wax base or wax -resin base curing compounds will
not be permitted.
4.10.3 Curing. compounds "which will stain or alter the natural concrete color shall
not be permitted.
4.11 Floor Hardener
Liquid -applied floor hardener shall be Sonneborn "Lapidolith" or an approved equal
fluosilicate type floor hardener.
4.12 For,mina
Form materials shall be as specified under Section 6 of this Specification.
4.13 Embedded Items
4.13.1 Anchor bolts shall be as shown on the Drawings, and shall conform to the
requirements of ASTM F 1554, Grade 36. Nuts shall be ASTM A 563,
Grade A, heavy hexa Washers shall conform to ASTM F 436. Plate
washers shall be ASTM A 36 material.
4.13.2 Structural steel embedments shall be as shown on the. Drawings, shall be
fabricated from ASTM A 36 plates, bars and shapes to the configuration
shown on the Drawings and shall conform to the requirements of the
American Institute of Steel Construction (RISC). Embedments shall be
blast cleaned- in accordance with SSPC-6 "Commercial Blast, `Cleaning." .
Surfaces of embedments which will not come in contact with the
concrete, except surfaces which will receive welding, shall be painted with
one shop coat of inorganic zinc paint. The paint system shall conform to
SSPC 12.1 and the paint shall conform to SSPC Paint Specification No.
20., Type 1-C. Surfaces which will come in contact with the concrete and
surfaces- which will receive welding shall be protected with a solvent
removable rust -proof coating.
a. Embedded trench and curb angles shall be provided complete
with floor plate or grating when shown on the Drawings.
4.13.3 Steel pipe embedments shall be standard Schedule 40 black pipe
fabricated to the configuration as shown on, the Drawings. Pipe
embedments shall receive surface treatment as in paragraph 4.13.2 above'
unless shown on drawings to be unpainted.
4.13.4 Weldable steel stud connectors shall be ASTM A 108 by Nelson Stud
Welding Company or Engineer approved equal and of the
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SPECIFICATION Project No:: 77052.001
Mom ErioneerS &
Constructors
FOR Spec. No. B05.00T
StTUCtOIS CONCRETE CONSTRUCTION Page 9 Of 45
automatic -end -weld type of the size and length shown on the Drawings.
Studs shall not be painted.
4.13.5 Welding electrodes for carbon steel materials shall have a 70,000, psi
minimum tensile strength and comply with Table 3.1, AWS D1.1.
4.13.6 Miscellaneous embedded items, which are manufacturer's standard items
shall be as shown on the Drawings, or an Engineer approved equal.
Standard items shall have a zinc coating conforming to ASTM A123,
A153 or A525.
4.13.7 Abrasive, stair nosing shall be Wooster Cast Iron, No. 101_ ferrogrit, or
Engineer approved equal, 3 inches wide, with concrete anchors and
standard black finish.
4.13.8 Cast iron floor drains shall be as shown on the Drawings.
4.14 Epoxy Material
Epoxy bonding agents adhesives or grout shall be Sikadur as manufactured by the
Sika Chemical Corporation, or Engineer approved equal. Type and grade shall be as
shown on the Drawings for each particular application.
4.15 Fly Ash
4.15.1 Class F or Class C fly ash may be used in the concrete to be used on this
project. The fly, ash shall meet the requirements of ASTM C618,
"Standard Specification for Fly Ash and Raw or Calcined Natural Pozzolan
for use as a Mineral Admixture in Portland Cement Concrete", and shall be
tested in accordance with ASTM C311, "Standard Test Methods for
Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral
Admixture in Portland Cement Concrete."
4.15.2 All fly ash used on the project shall be from one source and its quality shall
be monitored throughout the duration of its use.
4.15.3 Fly ash shall be stored as a cementitious material per Section 4.1.2
4.15.4 The maximum percentage of cement to be replaced by flyash shall be
20%.
4.16 Concrete Color Pigments
4.16.1 Synthetic red oxide coloring shall be used to color the concrete
protecting electrical duct banks. Quantities of coloring added to
concrete mix shall be as recommended by the manufacturer of the color
pigment.
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Raytheon Engineers &
Cotstructors
4.17 Vapor Barrier
SPECIFICATION
FOR,
CONCRETE CONSTRUCTION
Project No.: 77052.001
Spec. No. -B05.00T
Page 10 Of 45
Vapor barrier shall be polyethylene, single film, 6.0 mil thickness, black in color.
Lap joints shall be sealed using an adhesive of the type recommended by the
vapor barrier manufacturer.
4.18 General
All concrete shall be ready -mixed concrete manufactured and delivered in
accordance with the requirements of ASTM C 94 Option C. The concrete
manufacturer shall assume the responsibility for the design of the concrete mix
or mixes. Design of the concrete mixes to fulfill job requirements shall comply
with ACI 301 and may be done either on the basis of previous field experience
on production mixtures or new trial mixtures. Proportioning of the new
concrete mix shall not be done based on empirical data. The design of the
concrete mix shall be in accordance with ACI 211.1 to attain the properties of
strength, slump, entrained air, and water -cement ratio in conformance with the
following requirements.
4.19 Maximum Size of -Coarse Aggregate
Coarse aggregate shall be No. 67 (3/4 inch to No. 4) for concrete classes BSA
and CSA. Coarse aggregate for, concrete classes BLA and CLA shall be No.
467 (1-1/2 inch to No. 4).
4.20 Proportioning of Ingredients
4.20.1 The proportion of ingredients shall be selected to produce the proper
placeability, pumpability,. durability, strength and other required
properties, and shall be such as to produce a mixture which will work
readily into the corners and angles of the forms and around
reinforcement by.the methods of placing and consolidation employed on
the work, but without' permitting the materials to segregate or
excessive free water to collect on the surface.
4.20.2 The determination of the water -cement ratio to attain the required
strength and/or durability shall be in accordancewith ACI 301 and with
ACI 211.1. The maximum water -cement ratio for concrete which will
be subjected to special exposure conditions or exposed to sulfate
containing solutions shall be in accordance with ACI 318, Chapter 4.
The maximum,water cement ratio for all other concrete shall be 0.50.
4.21 Strengths
4.21.1 Concrete mixes shall be designed for the minimum compressive
strengths, .aggregate size and air content as listed hereafter:
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�` FOR Spec. No. B05.00T
Constructors CONCRETE CONSTRUCTION Page1 1 Of ' 45
28, Day Maximum Size Percent of
Designation Strength Aggregate Entrained Air,
Class ASA 5000 psi 3/4" 6.0% t 1.5%
Class ALA 5000 psi 1 1/2" 5.5% t 1.5%
Class BSA 4000 psi 3/4" 6.0% ±-1.5%
Class BLA 4000 psi 1 1/2" 5.5% t 1.5%
Class' CSA 3000 psi 3/4 6.0% t 1.5%
Class CLA 3000 psi 1 1/2" 5:5 % t 1.5%
Class. D 2000 psi 3/4" ------
(Lean Concrete)
4.21.2 Special, Classes
a. Pea -gravel aggregate, 3000 psi at 28 days, to be designated as
CPG (an "A" suffix for air entrainment may be used as required. If
used, air content shall be between 6% and 7.5% with a
tolerance, of +/-1.5%.)
b. Sane -cement, 5000 psi at 28 days, shall' be referred to on the
Drawingvs as "S -C Grout".
C. The suffix "F" added to the -concrete, designation shall indicate
fibrous reinvorced concrete.
4.22 Slumn
Except where otherwise indicated" on the Drawings,, concrete mixes shall be
designed for the following slumps. Slumps shall be measured in the field at the .
point of discharge from the transport vehicle one slump test °per truck, and shall
be tested in accordance with ASTM C 143 ' and shall be .within the 'following
limits:
SLUMP IN INCHES
TYPE OF CONSTRUCTION MAXIMUM _ MINIMUM
Reinforced Foundation Walls and Footings 4 1
Plain Footings and Substructure Walls 3 1
Drilled Piers 7 b
Beams and Reinforced Walls . 4 1
Building Columns 4 1
Pavement Slabs 3 1
Mass or Mat Concrete 2 1
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Raytheon Engineers &
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SPECIFICATION
FOR
CONCRETE CONSTRUCTION
4.23 Correction of Proportions
Project No.: -77052.001
Spec. No. B05.00T
Page 12 Of 45
Prior to concreting operations, the Contractor shall , establish minimum
standards of proportions of all the types of concrete to be used on the project.
Concrete operations shall proceed with these mix designs, but if .at any time the
tests of job concrete indicate failure to meet the strength, slump, and air
entrainment requirements, the Contractor shall be required to change. the
standard proportions to meet the requirements
4.24 Air -Entraining Agent
4.24.1 All concrete shall be air. entrained. Air content by volume shall be in
accordance with 5.4.1 above and shall be determined in accordance
with"ASTM C 231. Air content shall be based on measurements made
in concrete mixtures at points of discharge from the truck at the
jobsite.
4.24.2 Air entrainment shall be produced by adding an air entraining agent at
the mixer. Air entraining agent shall conform to ASTM C 260. The
agent and the cement proposed for use shall be selected well in
advance of concrete , placing,- and the Contractor shall provide
satisfactory facilities for ready procurement of adequate test samples.
4.25 Water -Reducing and Set -Controlling Admixtures
4.25.1 A, water -reducing admixture shall be used (ASTM C 494, Type A). At
the option of the Contractor, a water -reducing admixture which retards
the time of set may be used (ASTM C 494, Type D). , -
4.25.2 Water reducing admixtures shall conform to the requirements of ASTM
C 494. Admixtures shall be used in strict accordance with the
manufacturer's recommendations and shall be accompanied by the
services of the qualified field representative of the manufacturer to
supervise the use thereof. The Contractor and concrete producer shall
submit a certificate from an approved laboratory attesting that the
admixture equals or exceeds the physical requirements of ASTM C 494,
Type A or D as applicable. .
4.26 High Range Water Reducing Admixture (Plasticizer)
4.26.1 At the option of the Contractor, a high range water reducing admixture,
conforming to ASTM C 494 Type F and ASTM C1017, may be. used.
The concrete 'mix shall be specifically designed for the use of a
plasticizer to maintain homogeneity of the flowing concrete. Plasticizers
may only be added at the site of Ithe pour and must be used in strict
accordance with, and under the supervision of, the manufacturer, of the
admixture.
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Raytheon Engineers &
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SPECIFICATION
FOR
CONCRETE CONSTRUCTION
Project No.: 77052.001
Spec. No. B05.00T
Page 13 Of 45
4.26.2 The use of high 'range water reducers shall be limited to those
placements which require that concrete be pumped a long distance or
which would be difficult to place at the normal slump.
4.27 Fly Ash
Class F or Class C fly ash may be' used in the concrete to be used on this
project. The fly, ash shall meet the requirements of ASTM C618, "Standard
Specification for Fly Ash and Raw or Calcined Natural Pozzolan for use as a
Mineral Admixture in Portland Cement Concrete", and shall be tested in
accordance with ASTM C311, "Standard Test Methods for Sampling and
Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland
Cement Concrete". If a .fly ash admixture is to be used, the establishment of
the concrete mix design shall include the use of fly, ash and determine the
amount of fly ash which may be used to obtain the specified concrete
properties and strengths. Any deleterious effects from the use of fly ash shall
be reported in writing with the mix design submittal.
4.28 Concrete Uniformity
Concrete mixers to be used in the performance of the work of this project shall
be tested by the Contractor for their -ability to deliver a uniform mix throughout
the batch. This testing shall be in accordance with the requirements of ASTM
C 94, Annex Al, Concrete Uniformity Requirements. Mixers not meeting the
requirements of ASTM C 94 Annex Al shall not be used until, the condition
causing the non-uniformity has been corrected and the mixer re -tested.
4.29 Mixing and Delivery
4.29.1 Scheduling
The Contractor alone shall be responsible for scheduling the class(es)-of
concrete needed, slump and additives required, and the start, duration
and rate of concrete deliveries necessary to meet the Contractor's
construction needs.
4.29.2 Cold Weather Conditions
Concrete, mixed and delivered when the mean ambient temperature .is
40°F or less, shall be mixed and delivered in -accordance with ACI 306.
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FOR Spec. No. B05.00T
Constructors CONCRETE CONSTRUCTION Page 14 Of 45
4.30.2 Mix batched concrete in strict accordance to the fibrous concrete
manufacturer's instructions and recommendations for uniform and
complete dispersion.
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4.30.3Provide the services of a qualified technical representative from the
fibrous reinforcement manufacturer, or an authorized dealer, to instruct
the concrete supplier in proper batching and mixing of materials.
4.29.3
Hot -Weather Conditions s
Concrete mixed and delivered when the mean ambient temperature
would be detrimental to concrete, (as defined in ACI 301, Section
8.4.3.) shall be mixed and delivered in accordance with ACI 305.
4.29.4
Time Limit Between Mixing and Placement
Discharge and placement of each load of concrete shall be complete
within forty-five (45) minutes after addition of water to the mix when
hot weather conditions prevail. , At other times, the time limit shall be
ninety (90) minutes.
4.29.5
Delivery Tickets ,
Each load of concrete shall be accompanied by a delivery ticket, in
triplicate, showing at least the information prescribed by 'Paragraph '
16.1 of ASTM C 94. After each load of concrete has been discharged
or the truck has been released, one copy of each delivery ticket shall
be grouped with other delivery tickets for that pour, for 'delivery to the
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Construction Manager.
4.29.6
Rejection of Concrete
}
Deliveries of concrete which has excessive slump, or has commenced
its initial set before or during discharge, or is otherwiseobserved as
not meeting specification requirements, shall be rejected by the
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Contractor and shall not be placed in the work.'
4.30 Fibrous Reinforced Concrete
4.30.1
Add fibrous concrete reinforcement to concrete• materials at the time
concrete is batched and at the rate recommended by the manufacturer.
4.30.2 Mix batched concrete in strict accordance to the fibrous concrete
manufacturer's instructions and recommendations for uniform and
complete dispersion.
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4.30.3Provide the services of a qualified technical representative from the
fibrous reinforcement manufacturer, or an authorized dealer, to instruct
the concrete supplier in proper batching and mixing of materials.
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Ra En�t'neerS & SPECIFICATION Project No:: 77052.001
b` FOR Spec. No. B05.00T
Constructors : CONCRETE CONSTRUCTION Page, 15 Of 45
5 DESIGN OF CONCRETE' MIX AND CONCRETE SUPPLY
5.1 General
All concrete shall be ready -mixed concrete manufactured and delivered in
accordance with the requirements of ASTM C 94 Option C. The concrete
manufacturer shall assume the responsibility for the design of the concrete mix
or mixes. Design of the concrete mixes to fulfill job requirements shall comply
with ACI 301 and may be done either on the basis of previous field experience
on production mixtures or new trial mixtures. Proportioning of the new
concrete mix shall not be done based 'on empirical data. The design of the
concrete mix shall be in accordance with ACI 211.1 to attain the properties of
strength, slump, entrained air, and water -cement ratio in conformance with the
following requirements.
5.2 Maximum Size of Coarse AQQregate
Coarse aggregate shall be.No. 67 (3/4 inch to No. 4) for concrete classes BSA
and CSA. Coarse aggregate for concrete classes BLA and CLA shall be No.
467 (1-1/2 inch to No. 4).
5.3 Pronortioning of Ingredients
5.3.1 The proportion of ingredients shall be selected to produce the proper
placeability, pumpability, durability, strength and other required properties,
and shall: be such as to produce a mixture which will work readily into the
corners a,nd angles of the forms and around reinforcement by the methods
of placing and consolidation employed on the work, but without permitting
the materials to segregate or excessive free water to collect on the
surface.
5.3.2 The determination of the water -cement ratio to attain the required strength
and/or durability shall be in accordance with ACI 301 and with ACI 21.1.1.
The maximum water -cement ratio for concrete which will besubjected to
special exposure conditions or exposed to sulfate containing solutions shall
be in accordance with ACI 318, Chapter 4. The maximum water cement
ratio for all other concrete shall be 0.50.
5.4 Strengths
5.4.1 Concrete mixes shall be designed for the minimum compressive_ strengths,
aggregate size and air content as listed hereafter:
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FOR Spec. No. B05.00T
Constructors CONCRETE CONSTRUCTION Page 16 Of 45
b. Sand -cement, 5000 psi at 28 days, shall be referred to on the
Drawings as "S -C Grout".
C. The suffix "F" added to, the concrete designation shall indicate
fibrous reinforced concrete.
5.5 Slumn
Except where otherwise indicated on the Drawings, concrete mixes shall be
designed for the following -slumps. Slumps shall be measured in the field at the
point of discharge from the transport vehicle one slump test per truck; and shall
be tested in accordance with ASTM C-143 and shall be within the following
limits:
SLUMP IN INCHES
TYPE OF CONSTRUCTION MAXIMUM MINIMUM
Reinforced Foundation Walls and. Footings 4 1
Plain Footings and, Substructure Walls 3 1.
Drilled Piers 7. 5
Beams and Reinforced Walls 4 1
Building Columns 4 1
Pavement Slabs' 3 1
Mass or Mat Concrete 2 1
28 Day
Maximum Size
Percent of
Designation
Strength
Aggregate
Entrained Air
Class ASA
5000 psi
3/4"
6.0% f 1.5%
Class ALA
5000 psi
1 1/2"
5.5% t 1,.5%
Class BSA
4000 psi
3/4"
6.0% t 1.5%
Class BLA
4000 psi
1 1/2"
5.5% t 1.5%
Class CSA
3000 psi
3/4"
6.0% t 1.5.%
Class CLA
3000 psi`
1 1/2"
5.5% ± 1.5%
Class D
2000 psi
3/4"
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(Lean Concrete)
5.4.2 Special Classes
a. Pea -gravel aggregate, 3000
psi at 28 days, to be designated as
C.PG (an "A"
suffix for air entrainment may be used as required.
If used, air
content shall
be between 6%
and 7.5% with a
tolerance of
+/- 1.5%.)
b. Sand -cement, 5000 psi at 28 days, shall be referred to on the
Drawings as "S -C Grout".
C. The suffix "F" added to, the concrete designation shall indicate
fibrous reinforced concrete.
5.5 Slumn
Except where otherwise indicated on the Drawings, concrete mixes shall be
designed for the following -slumps. Slumps shall be measured in the field at the
point of discharge from the transport vehicle one slump test per truck; and shall
be tested in accordance with ASTM C-143 and shall be within the following
limits:
SLUMP IN INCHES
TYPE OF CONSTRUCTION MAXIMUM MINIMUM
Reinforced Foundation Walls and. Footings 4 1
Plain Footings and, Substructure Walls 3 1.
Drilled Piers 7. 5
Beams and Reinforced Walls 4 1
Building Columns 4 1
Pavement Slabs' 3 1
Mass or Mat Concrete 2 1
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SPECIFICATION
FOR
CONCRETE CONSTRUCTION,
5.6 Correction of Proportions
Project No.: 77052.001
Spec. No. ' B05.00T
Page 17 Of . 45
Prior to concreting operations, the Contractor shall establish minimum standards of
proportions of all the types of concrete to be used on the project. Concrete operations
shall proceed with these mix designs, but if at any time the tests of job concrete
indicate failure to meet the strength, slump, and air entrainment requirements, the
Contractor shall be required to change the standard proportions to meet the
requirements.
5.7 Air -Entraining Agent
5.7.1 All concrete shall be air entrained. Air content by volume shall be in
accordance with 5.4.1 above and shall be determined in accordance with
ASTM C 231. Air content shall be based on measurements made in
concrete mixtures at points of discharge from the truck at the jobsite.
5.7.2 Air entrainment shall. be produced by adding an air entraining agent at the
mixer. Air entraining agent shall conform to ASTM C 260. The agent and
the cement proposed for use shall be selected well in advance of concrete
placing, and the Contractor shall provide satisfactory facilities for ready
procurement of adequate test samples.
5.8 Water -Reducing and Set -Controlling Admixtures
5.8.1 A water -reducing admixture shall be used (ASTM C 494, Type A). At the
option of the Contractor, a water -reducing admixture which retards the
time of set may be used (ASTM C 494, Type D).
5.8.2 Water reducing admixtures shall conform to the requirements of ASTM C
494. Admixtures shall be used in strict accordance with the
manufacturer's recommendations and shall be accompanied by the
services of the qualified field representative of the manufacturer to
supervise the use thereof. The Contractor and concrete producer shall
submit a certificate from an approved laboratory attesting that the
admixture equals or exceeds the physical requirements_ of ASTM C 494,
Type A or D as applicable.
5.9 High Range Water Reducing Admixture (Plasticizer)
5.9.1 At the option of the Contractor, a high range water reducing admixture,
conforming to ASTM C 494 Type F and ASTM C1017, maybe used. The
concrete mix shall be specifically designed for the use of a plasticizer to
maintain homogeneity of the flowing concrete. Plasticizers may only be
added at the site of the pour and must be used in strict accordance with,
and under the supervision of, the manufacturer of the admixture.
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Raylhe0n Engineers &
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SPECIFICATION
FOR
CONCRETE CONSTRUCTION,
Project No.: 77052.001
,Spec. No. I B05.00T
Page 18 Of 45
5.9.2 The use of high range water reducers shall be limited to those placements
which require that concrete be pumped a long distance or which would be
difficult to place at the normal slump.
5.1.0 Fly. Ash
Class F or, Class C fly ash may be used in the concrete to be used on this
project. The fly ash shall meet the requirements of ASTM C618, "Standard
Specification for Fly Ash and Raw or Calcined Natural Pozzolan for use as a
Mineral Admixture in Portland Cement concrete", and shall be tested in
accordance with ASTM .C31 1, "Standard Test Methods for Sampling and
Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland
Cement Concrete". 'If a fly ash admixture is to be used, the establishment of
the concrete mix design shall include the use of fly ash and determine the
amount of fly ash which may be used to obtain the specified concrete
properties and strengths. Any deleterious effects from the use of fly ash shall
be reported in writing with the mix design submittal.
5.11 Concrete Uniformit
Concrete mixers ,to be used in the performance of the work of this project shall
be tested by the Contractor for their ability to deliver a uniform mix throughout
the batch. This testing shall ,be in accordance with the requirements of ASTM
C 94, Annex Al', Concrete 'Uniformity Requirements. Mixers not meeting the,
requirements of ASTM C 94 Annex Al shall not be used until ,the condition
causing" the non-uniformity has been corrected and the mixer re -tested.
5.12 Mixing and Delivery
5.12.1 Scheduling
The Contractor alone shall be responsible for scheduling the class(es) of
concrete needed, slump and additives required, and the start, duration and
rate of concrete deliveries necessary to meet the Contractor's construction
needs.
5.12.2 'Cold Weather Conditions
Concrete mixed and delivered when the mean ambient temperature is 40°F
or less, shall be mixed and delivered in accordance with ACI 306.
5.12.3 Hot -Weather Conditions
Concrete mixed and. delivered when the mean ambient temperature would
be detrimental to. concrete, (as defined in ACI 301, Section 8.4.3.) shall
be mixed and delivered in accordance with ACI 305.
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SPECIFICATION
FOR
CONCRETE CONSTRUCTION
5.12.4 Time Limit Between Mixing and Placement
Project No.: 77052.001
Spec. No. B05.00T
Page 19 Of 45
Discharge and placement of each load of concrete shall be complete within
forty-five (45) minutes after addition of water to the mix when hot
weather conditions prevail. At other times, the time limit shall be ninety
(90) minutes.
5.12.5 Delivery Tickets
Each load ' of concrete shall be accompanied by a delivery ticket, in
triplicate, showing at least the information prescribed by Paragraph 16.1 of
ASTM C 94. After each load of concrete has been discharged or the truck
has been .released, one copy of each delivery ticket shall be grouped with,
other delivery tickets for that pour, for delivery to the Construction
Manager.
5.12.6 Rejection of Concrete
Deliveries of concrete which has excessive slump, or has commenced its
initial set before or during discharge, or is otherwise observed as not
meeting specification requirements, shall be rejected by the Contractor and
--shall not be placed in the work.
5.13 Fibrous Reinforced Concrete
5.13.1 Add fibrous concrete reinforcement to concrete materials at the time
concrete is batched and at the rate recommended by the manufacturer.
5.13.2 Mix batched concrete in strict accordance to the fibrous concrete
manufacturer's instructions and recommendations for uniform and
complete dispersion.
5.13.3 Provide the services of a qualified technical representative from the fibrous
reinforcement manufacturer, or an authorized dealer, to instruct the
concrete supplier in proper batching and mixing of materials.
6 INSTALLATION
6.1 Subgrade
6.1.1 The subgrade shall be undisturbed soil, rock or compacted structural fill
free of any loose. material. The soil density shall be tested for compaction
in compliance with the Project Specifications or compaction specified on
the Drawings.
6.1.2 When concrete is placed on ,soil, provision will be made to eliminate
moisture from the concrete being absorbed by the soil either by use of
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FOR Spec. No. B05.00T
Constructors CONCRETE CONSTRUCTION Page 20 Of 45
polyethylene sheeting or wetting ofthe soil; however, the soil shall not -be
muddy, or have standing water.
6.1.3 Under adverse conditions, the foundation material may be over -excavated
and filled with lean concrete.
6.1.4 The subgrade shall be finished to smooth even contours conforming to the
sections and grade elevations called for on the Drawings.
6.2 Cold Joints
6.2.1 Existing hardened concrete surfaces shall be roughened by sandblasting,
water blasting or air -tooled and cleaned by air or water jet to expose a
good surface of well bonded aggregate.
6.2.2 Hardened concrete surfaces on which new concrete is to be placed shall
be kept wet for 24 hours previous to the pour. Pools of free-standing
water shall be removed and a neat cement mortar having about the same
proportion of cement to sand as the new concrete shall be well brushed
into the surface just prior to placing the new concrete. This mortar shall
not be allowed to dry out'or harden before the new concrete is placed.
6.2.3 Some existing concrete surfaces may require special bonding as specified
on the Drawings. Bonding agents shall be applied in accordance with
Section 6.24.4 of this Specification.
6.3 Cleaning
6.3.1 All debris, foreign material, ice and snow shall be cleaned from the interior
of forms, trenches or excavations.. No concrete will be placed on or
against frozen soil or subgrade unless a written procedure is submitted to
the Engineer for approval.
6.3.2 Forms, reinforcement and embedded items shall be free of all dirt, oil and
foreign material including hardened or dried..concrete or curing compound
splashed on them from previous concrete placements.
6.4 Anspection Prior to Placement
6.4.1 The terms "shall be", "shall have been", "shall be checked or "shall be
verified" will mean the work has been , performed with the knowledge of
and to the satisfaction of, or under direct supervision of the Construction
Manager.
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Rayfheon Engineers &
Constructors
SPECIFICATION
FOR
CONCRETE CONSTRUCTION
Project No.: 77052.001
Spec. No. 605.00T
Page 21 Of 45
6.4.2 Formwork, placement of reinforcement and embedded items shall have
been checked for dimensions, elevations, location and tolerances prior to
placing concrete.
6.4.3 Formwork shall have been checked for design, shoring and adequacy in
accordance with Section 6.7 of this Specification.
6.4.4 Reinforcement shall have been checked for proper size, positioning, tying
and support in accordance with Section 6.12 of this Specification, the
Drawings and reinforcement placing drawings.
6.4.5 Embedded items shall have been checked for adherence to the Drawings,
locations and adequate fastening to the forms or templates in accordance
with Sections 6.16 and 6.17 of this Specification.
6.4.6 All equipment required for the placing of concrete in the work shall have
been properly cleaned and the operation of mechanical equipment checked
for reliability to perform its intended use.
6.4.7 All materials used in construction of the work shall have been verified as
being in accordance with the Drawings,. this Specification and the
referenced specifications.
6.4.8 The compliance with all sections of this specification, shall have been
inspected and.approved by the Construction Manager before any concrete
is placed.
6.5 Ground Water
When flowing water is encountered, it shall be pumped or diverted away from
the excavation to avoid washing of . the fresh concrete during placement
operations. If this method is not possible, then the water should be allowed to
rise to a static no -flow condition and the concrete placed by tremie.
6.6 Access
The Contractor shall have provided adequate access walkways, safety
barricades and facilities, and adequate access ways for concrete delivery
vehicles or conveyances. Under no circumstances will concrete chutes or
conveyances be supported on reinforcing steel.
6.7 Formwork
• 6.7.1 The Contractor shall be responsible for designing and providing suitable and
adequate formwork to meet the safety requirements and the required
quality of the finished work. The material to be used for formwork shall be
selected by the Contractor as being the most suitable for the specific work
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O`FOR Spec. No. B05.00T
Constructors CONCRETE CONSTRUCTION Page 22 Of 45
involved. The formwork shall conform to the shapes, lines, elevations and
dimensions of concrete shown on the Drawings. The latest issue of ACI
347 "Guide to Formwork for Concrete" shall be used as a guide.
6.7.2 Formwork shall be designed to resist all loads and forces which it may be
subjected to, safely and without distortion. Dead loads are to be taken as
the weight of formwork including shoring 'and bracing, reinforcement,
embedded items and the weight of wet concrete to a minimum of, 150
pounds per cubic foot, with due regard to admixtures and rate of placing.
Live loads are to include, but not.be limited to, the weight of workmen,
placing equipment, storage of materials, runways, impact and wind loads.
6.7.3 The Contractor shall prepare drawings for the construction and .assembly
of formwork including• shoring, bracing, guying, tying and reshoring as
required. The drawings shall show details for the work such as, but not
limited to, the following:
Materials, concrete placing methods and openings, rate of placing,
sequence and schedule for placing, provisions for adjustment during
placement, camber, anchors, ties, shores and bracing, scaffolds and
runways, construction joints, foundations for formwork, and all details
pertinent to forming the concrete as shown on the Drawings.
The formwork drawings shall indicate the time for removal of formwork
and shall show design and details of reshoring required for the work.
6.7.4 The Contractor's. design and drawings are subject to review and/or
approval by the Construction Manager or the Engineer. The review and/or
approval of the design and drawings in no way relieves the Contractor of
his responsibility of providing suitable and adequate, formwork for the
concrete work.
6.7.5 The forms shall be constructed, shored, braced and tied to maintain their
,position and shape during and after placing concrete. They shall be
sufficiently tight to prevent leakage of mortar. • The forms shall have
adequate stiffeners, wales and braces to prevent noticeable deflection or
waviness. Forms shall be sufficiently rigid to limit deflection under the
weight of wet concrete to 1/8 inch. Forms for beams, floor slabs and
similar members shall be constructed with a camber in order that
deflection due to the weight of forms, reinforcing, and wet concrete shall
be approximately zero after forms are removed.
6.7.6 The forms shall be constructed so that exposed concrete will have smooth
surfaces free from offsets, fins or other unsightly defects. Forms which
are reused shall be thoroughly cleaned of dirt, 'hardened concrete or
undesirable adhering substances and they- shall be patched, repaired and
finished to a smooth surface without broken or chamfered corners.
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FOR Spec. No. B05.00T
Constructors - CONCRETE CONSTRUCTION Page 23 ' Of 45
Form release agent shall be applied to the form surfaces before placing
reinforcement or embedments. Application is to be in accordance with the
manufacturer's recommendations.
.6.7.7 Form ties shall be factory fabricated, removable or snap -off ties, fixed 'or
adjustable in length, and shall -not have devices that will leave a hole larger
than one inch in diameter, in the surface of the concrete. The portion of
the tie remaining in the concrete after removal of the exterior parts shall be
at least one inch back from the surface of the concrete. All holes in the
surface of the concrete from ties shall be filled with' cement mortar.
Hydraulic structures or other structures requiring watertightness shall have
form ties furnished with waterstops.
s
All form ties are subject to approval of the Construction Manager..,
6.7.8 Openings or other devices shall be provided to permit depositing concrete
in a manner which will prevent segregation or accumulations of hardened
concrete on forms or reinforcement above the concrete level.
Temporary openings shall be provided in forms at the base of columns and
at the bottom of walls. to facilitate cleaning, and inspection. These
openings shall be securely closed prior to placing concrete.
6.7.9
The corners of all exposed concrete shall have a chamfer of 3/4 inch
unless. otherwise noted on the Drawings. The forms shall be provided with
chamfer strips, 'except where it can be troweled or at the top of piers
- where it can be formed in the grout..
6.8 Form Removal
4
6.8.1
Forms shall be designed and constructed for'remoGal without damage to
concrete.
6.8.2
Forms and shoring shall not be removed until the concrete has attained
sufficient strength to support its own weight and any construction or
storage loads to which it maybe subjected. The use of criteria in this,.
Specification or in referenced specifications shall not relieve the Contractor
of responsibility for the complete safety of or damage to the structure.
6.8.3
The. mix design ingredients (such as type of -cement, cement, fly -ash, curing
•
additives) and the curing procedures (including temperature), shall be
considered in determining the strength of the concrete. The times given
below do not apply to cold weather concreting and are minimum times for
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rdmoval of forms only. Curing shall continue as,specified in Section 6.26.
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Raytheon Engineers &
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SPECIFICATION
FOR
CONCRETE CONSTRUCTION
Project No.: 77052.00.1
Spec. No. 1305.00T_
Page 24 .O,f 45
a. Structures such as footings, mats, equipment piers and pile caps
where form removal induces no stress in the concrete; the forms
may be removed 12.hours after completion of placement.
b. Structures .such as columns, walls or sides of beams for which
the forms do, not provide vertical support; the forms may be
removed 24 ours after completion of placement, or when the
concrete has attained 500 psi minimum compressive strength.
c. For all other form removal the strength attained by the concrete,
the stresses from loads the structure may be subjected to, and
the complete safety of the structure shall be evaluated..
6.8.4 If form removal is critical to the construction schedule and the safety of
the structure is questionable, compressive strength control tests shall be
used as evidence: that concrete has attained sufficient strength to permit
removal of supporting forms. .Cylinders required for the control tests will
be in addition to those required for standard compressive strength testing.
The control test cylinders will be removed from the molds after 24 hours
and stored in the structure where they will be cured in the same manner as
the structure. The cylinders shall be tested as near the end of the form
removal period as is practical. The forms shall not be removed until the
control test strength has been calculated to be sufficient to withstand the
stresses to which the structure may be subjected.
6.8.5 No concrete section shall be loaded earlier than twenty eight (28) days
after. placement without approval of the Construction Manager. Loads
shall not exceed those permitted by the Construction Manager at any
concrete age.
6.9 Shoring
6.9.1 'The structural support for formwork shall be designed and constructed in
conformance to criteria given in the design and construction sections of
this Specification as well as conforming to referenced specifications and
publications.
6.9.2 If settlement is a possibility then shoring shall be provided with adjustment
devices so that allowable deflections and tolerances can be monitored and
maintained during placement and curing of the concrete.
6.9.3 The shoring shall not be removed until the structure can safely withstand
the loads it may be subjected to.
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Constructors CONCRETE CONSTRUCTION Page 25 Of 45
6.10 Reshorina
6.10.1 The structure shall be reshored if the formwork is removed before 28 days
or the concrete has not attained the full design strength and the structure
is to be subjected to loading in excess of the structure's reduced strength
capacity.
6.10.2 Concrete which has cured for 28 days or has attained the full design
strength and is to be subjected to storage or construction loads in excess
of the loads for. which it was designed shall be reshored to safely
withstand the loading to which it is to be subjected.
6.10.3 Retaining walls and structures having compacted backfill placed against
them shall be shored to resist the compaction and vibration loads during
backfilling operations.
6.11 Tolerances
6.1 1.1 Tops of piers, pedestals and equipment foundations shall be ± 1/4 °inch
within specified elevation and with a variation from level of 1/4 inch in any
10 feet.
6.1 1.2 Finished floor slabs shall be a true' plane within 1/4 (*) inch in 10 feet, as
determined by a 10 -foot straight edge placed anywhere on the slab in any
direction unless, special finish tolerances are noted on the Drawings.
(*} May be 5/116 inch for concrete slabs on metal decking.
6.11.3 The tolerance of all concrete work shall be suitable to accommodate all
equipment and machinery for which it was intended.
6.1 1.4 All other tolerances shall be in accordance with ACI 117, Tolerances for
Concrete Construction and Materials.
6.12 Reinforcing Steel
6.12.1 Installation of reinforcing steel and welded wire fabric shall be in
accordance with ACI 318 and the Drawings:. Reinforcing steel shall not be
bent or straightenedin a manner injurious to the steel. Bars with kinks or
bends not indicated on the Drawings shall not be used in the work. The
use of heat to bend or straighten reinforcing steel is authorized only if
approved in advance by' the Construction Manager. Before placement,
reinforcing steel shall be thoroughly cleaned of loose or flaky rust, mill
scale, or coatings of any foreign substance that would reduce or destroy
the bond. Reinforcing steel reduced in section shall .not be used in the
work. Steel shall be placed where indicated on the Drawings. in the event
of a substantial work delay, previously placed reinforcing steel left for
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Rayfheo� Engineers &
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SPECIFICATION
FOR
CONCRETE CONSTRUCTION
Project No.: 77052.001
Spec. No. B05.00T
Page 26 :Of 45
future bonding shall be inspected and cleaned. Field splices, if required,
shall be made with a wire -tied lap of not less than the number of bar
diameters indicated in ACI Code 318 for the proper class of splice as
shown on - the Drawings. As an alternate, mechanical connectors used in
strict conformance to the manufacturer's recommendations may be used
with prior approval of the Engineer in lieu of the lapped and tied splices.
6.12.2 The clear distance between parallel bars, except in columns, shall be not
less than the nominal diameter of the bars, 1-1 /3 times the maximum size
of the coarse aggregate, or 1 inch, whichever is greater. Where
reinforcement in beams or girders is placed in two (2) or more layers, the
clear distance between parallel layers shall not be less than 1 inch, and the
bars in the upper layers shall be placed directly above those in the bottom
layer.
6.12.3 Reinforcing steel over "K -Void" fibre or equal forms shall be supported on
rods driven into the ground beneath the K -Void, or upon slab bolsters over
steel plates resting on the K -Void. Plate areas and thicknesses shall be
such that the K -Void is 'not crushed under the combined weight of wet
concrete:and reinforcing steel.
6.12.4 Welding shall not be performed on reinforcing steel unless shown on the
Drawings.
6.12.5 Prior to placing any reinforcing in thick mats (i.e., over 2'-0" thick), the
Contractor shall design an adequate reinforcing steel -support system to
hold reinforcing for these mats to proper position as shown on the
Drawings. The Construction Manager will inspect and/or review
Contractor's support system prior to placing the reinforcing steel.
6.13 Concrete Covering over Steel Reinforcement
The thickness of the concrete covering over steel reinforcement shall not be
less than the diameter of the round bars and in the following specific instances,
not less than specified below:
Footings and other principal
structural members in which
concrete is deposited against
the earth or void forms.
Mats on lean concrete mud slabs
3 inches between
earth or void forms
2 inches
Structures where surfaces are 3 inches
in contact with water plus
freezing and thawing.
Concrete surfaces which, after removal
of forms, are exposed to earth or weather: .
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R1yflte0i� EIlgmeers & SPECIFICATION
FOR
COnstiuctors CONCRETE CONSTRUCTION
Project No.: 77052.001
Spec. No. B05.00T
Page 27 Of 45
For bars No. 6 and larger 2 inches
For bars No. 5 and smaller 1-1/2 inches
Where surfaces are not directly exposed
to earth or weather:
For slabs and walls for 3/4 inches
No. 11and smaller
For beams, girders and tied columns 1-1/2 inches
6.14 Supports
6.14.1
Reinforcement shall be securely held in position by spacers, chairs, or other
approved supports. The type, number and spacing shall conform to ACI
315. They shall be plastic tipped where the finished concrete will be
exposed.
6.14.2.
Reinforcement shall be securely tied 'at intersections and splices, as
required by the CRSI's "Manual of Standard Practice for Reinforced
Concrete Construction", to maintain their position during work by other
trades acid during concrete placement. Tying shall be done using black or
coated annealed wire, with wire tie ends pointing, away from the form.
Tack welding of reinforcing or of reinforcing steel assemblies shall not be
permitted.
6.14.3
When mats and footings are cast on mud slabs, the reinforcing may be
supported on spacers or.chairs; however, when slabs, mats or footings are
cast on grade the reinforcing shall be supported on precast concrete blocks
or other 'approved device. Such supports shall be spaced at intervals -
required bythe reinforcing size to maintain the specified minimum concrete
cover over the steel bars.
6.15 Splicing
of Welded Wire Fabric
6.15.1
End laps shall be avoided in mid -span and support areas of structural slabs;
end cross -wires shall be overlapped by at least two cross -wires plus two
inches, but not less than six inches.
6.15.2
In non-structural slabs, and in structural slabs at points laying between -
1/10 and 1/4 of the span from a support, end cross -wires shall be
overlapped at least two inches, unless noted otherwise on the Drawings.
.6.15.3
Side laps shall be 1/2 spacing of longitudinal wires.
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Ray�h�08 Engineers & SPECIFICATION Project No.: 77052.001
FOR Spec., No. B05.00T
Constructors CONCRETE CONSTRUCTION Page 28 Of .45
6.16 Embedded Items
6.16.1 '-Prior to placement of concrete, and during formwork.. operations, the
Contractor shall properly locate, and 'set, all items to be placed in the forms
or set into the concrete; such as but not limited to anchor bolts, conduit,
pipe sleeves, floor drains, drain piping, curb angles, weld .plates and inserts.
The contractor shall be responsible for securely fastening and supporting
all embedded items shown on the Drawings and to the dimensions as
shown thereon.
6.16.2 Prior to setting embedded items into the formwork, all rust -proof protective
coatings which will corrie'in contact with the concrete shall be removed by
solvent cleaning.
6.16.3 Weld plates, inserts, and pipe sleeves shall be located within 1/4 inch of
the location shown on the Drawings.
6.16.4 Cast iron floor drains shall be installed in floor slabs at the location and
elevation shown on the Drawings.
6.17 Anchor Bolts
6.17.1 Anchor bolts and anchor bolt groups shall be supported and set using
templates attached to the forms, and embedded ends securely tied to
prevent displacement during placing of concrete. Tolerances from
dimensions shown on the Drawing shall not exceed the following:
a. Bolt projection,- plus 1/4 inch -minus -0 inch.
b. inch center -to -center of any two bolts within an. anchor bolt
group, where an anchor bolt group is defined as the set of anchor
bolts which receive a single fabricated steel shipping piece of
equipment base.
c. inch center -to -center of adjacent anchor bolt groups.
d. Maximum accumulation of 1/4 inch per hundred feet along the
established column or plant control line of multiple anchor bolt
groups, but not to exceed a total. of 1 inch, where the established
column line is the actual field line most representative of the centers
of the as -built anchor bolt groups along a .line. of columns.
e. 1/4 inch from the center of any column ',or equipment anchor bolt
group to the .established column or plant control lines through
that group.
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Ra 'e- Engineers &
Constructors
SPECIFICATION
FOR
CONCRETE CONSTRUCTION
Project No.: 77052.001
Spec. No. B05.00T
Page 29 Of 45
f. The tolerances of paragraphs .3, .4, and .5 apply to .offset
-dimensions shown on the plans, measured -parallel and
perpendicular to the nearest established column fine `for individual
columns shown on the plans to be offset from established column
lines. -
6.17.2 Unless shown otherwise, anchor bolts shall be set perpendicular to the
theoretical bearing,surface.
6.17.3 Welding to anchor bolts will not be permitted except where specifically
shown on the Drawings.
a -
6.17.4 Anchor bolt sleeves shall be plugged, capped, or otherwise securely closed
to prevent entry of concrete, dirt, debris or water during subsequent
construction. Packing or water shall not be permitted to freeze in anchor
bolt sleeves. The use of anti -freeze in anchor bolt sleeves is prohibited.
6.17.5 Exposed anchor bolt threads shall be given a coat of grease and, protected
from corrosion or other damage to the threads.
4
6.18 Depositing Concrete
6.18.1 Concrete shall be conveyed and placed as rapidly as practical, either by
manual or mechanical means that will prevent the segregation or loss of
ingredients. No aluminum material shall be used to convey or place
concrete. Concrete shall be deposited continuously in horizontal layers, in
a 'manner to prevent displacing reinforcement and the accumulation of
concrete on the forms or the reinforcement above the level of fresh
concrete. Concrete that has attained its initial set or otherwise becomes
unsuitable for placement, as established by the Construction Manager in
accordance with ASTM C 94, shall not be placed in the work.
6. 18.2 Chuting of concrete shall be permitted only upon approval by the
Construction Manager. Chutes shall be of rounded cross-section to avoid
accumulation of concrete in corners. The slopes of chutes shall be steep
enough to permit flow without requiring a slump greater than that
specified or required for placement (slope usually 1 vertical to 2 or 2-1/2
horizontal). In intermittent operations, when free movement of concrete in
the chute is not possible, discharge the. material from the chute into
approved hoppers. Thoroughly clean all chutes and hoppers before and
after each run. Wash water and debris shall be discharged outside. of
forms.
6.18.3 Where concrete is conveyed and placed by mechanically applied pressure,
the equipment shall -be suitable in kind and adequate in capacity for the
work. The operation of the pump shall be such that a continuous stream
of concrete without air pockets is produced. When pumping is. completed,
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En &eery & SPECIFICATION Project No.: 77052.001
bt�1` FOR Spec. No. 605.00T
Constructors CONCRETE CONSTRUCTION Page 30 Of 45
the concrete remaining in the pipeline shall be ejected in such a manner
that there will be no contamination of the concrete or separation of the
ingredients. After this operation, the entire equipment shall be thoroughly
cleaned.
6.18.4 Concrete shall be placed in the forms in uniform layers as. nearly as
practicable in final position. It shall not be allowed to fall freely more than
5 feet in unexposed work nor more than 3 feet in exposed work. Drop
chutes shall be available in sufficient number so the concrete placement
can be made in horizontal layers with little lateral concrete movement in
the forms.
Concrete layers shall not exceed 2 'feet in thickness and shall be
thoroughly consolidated before the succeeding layer is placed. Timing of
placement shall be such that each succeeding layer is placed before the
preceding layer has reached its initial set.
6.19 Consolidation
6.19.1 During and immediately after placing, concrete shall be vibrated and
worked to provide thorough consolidation around reinforcement,
embedded items, and into corners of forms. It shall be consolidated with
immersion -type vibrators having frequencies in the range of 3600 to
13,000 vibrations per minute. External vibrators mounted on or held
against the forms will not be permitted.
6.19.2 After a level surface has been attained by inserting the vibrator into
centers of high concrete points left during depositing, the vibrator should .
be inserted vertically at uniform spacings of about 12 to 24 inches such
that the area visibly affected overlap previously vibrated material by a few
inches.
6.19.3 The vibrator should penetrate rapidly through the full depth of each new
concrete layer and about six (6) inches into any preceding fresh layer. The
vibrator should be held in such position until consolidation is considered
adequate (5 to 15 sec). The vibrator should then be withdrawn slowly at
a rate of about three (3) inches per second. Concrete should move back
into the space vacated by the vibrator. To prevent segregation of mix,
vibration shall be continued only long enough to accomplish thorough
consolidation and complete embedment of the reinforcement and fixtures.
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Rain Engineers & SPECIFICATION Project No.: 77052.001
FOR Spec. No. B05.00T
Constructors CONCRETE CONSTRUCTION Page 31 Of 45
6.19.4 . Vibrators shall not be used as a' means of moving concrete to a desired
placement area. This action shall be accomplished by correct initial
placement augmented by the use of hand shovels. The Contractor's hall
provide a sufficient number of vibrators so that consolidation can, be
accomplished immediately after the concrete has been deposited in the
forms. Vibrators should not comein contact with forms, reinforcing or
embedded items.
6.20 Retempering
Water shall not be added to mixed batches of concrete to increase the slump
without specific approval of the Construction Manager. When batches
delivered to the job show an unduly low slump (as might occur during hot
weather) consideration shall: be given to the use of retarders.
6.21 Construction Joints
6.21.1 The plans will show normal requirements for construction joints.
Therefore, field work shall be planned so that a `minimum number of field
located construction joints are needed. The type, number, and location for
such field established construction joints shall be reviewed by the
Construction Manager.
6.21.2 Unless otherwise directed by the Construction Manager or shown on the
Drawings, construction joints shall'be located as follows:
a. In' floor slabs on grade, construction joints shall be located on
interior column lines or at the center of slab panels.
b. In, concrete framed floors and roofs, construction, joints shall be
placed at the center of span in slabs, beams and girders, except
where intersecting members occur at such points. In these.
cases, offset the construction joint a, distance approximately
equal to twice, the width of the intersecting member and provide
supplementary reinforcing as directed by the Construction
Manager.
c. In steel framed floors and roofs, construction 'joints shall be
placed at the centerlines of supporting members.
d. In columns, construction joints shall be placed at underside of
floor or roof members and undersides .of column capitals,
haunches, or brackets.
e. Horizontal joints below grade .and in one story walls above grade
shall be avoided. If joints are necessary,, they shall be located at
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Raytheon Engineers & SPECIFICATION Project No.: 77052.001
FOR Spec. No. B05.00T
Constructors CONCRETE CONSTRUCTION Page 32 Of 45
well defined horizontal lines such as window sills or heads, or
other well defined architectural trim.lines.
f. When vertical joints are deemed necessary in flat wall surfaces,
special care shall be exercised to prevent offsetting of adjacent
wall faces.
6.21.3 The joint surfaces shall be perpendicular to the concrete surfaces in which
they occur, whether the concrete is a wall, slab, mat, beam, or otherwise.
Shearing forces across the joint may be carried by shear keys or web
steel. Unless otherwise shown on the Drawings, reinforcing steel shall be
continuous across the joints.
6.21.4 For joint preparation see Section 6.2, Cold Joints in this Specification.
6.22 Expansion and Control Joints
6.22.1 Expansion and Control joints shall be provided as located and detailed on
the Drawings. Field changes as to either location or type" shall be
approved by the Construction Manager. The Contractor shall supply and
install all material as specified in Section 4., Materials,' of this
Specification. All expansion and control joints shall be sealed. The
maximum horizontal dimensions of concrete wall or floor slab sections
placed at one time shall be 40 feet unless otherwise noted on the
Drawings.
6.22.2 Expansion joints shall have keys or other mechanical devices to keep
adjacent surfaces in alignment, and in accordance with details provided on
the Drawings.
6.22,3 Control joints may be either formed and tooled or sawed. Care shall be
taken in formed joints to not damage the form during placing of concrete
or to not damage the concrete surfaces during removal of form. Saw cut
joints shall be sawed within 24 hours after placing concrete and care shall
be taken to avoid cutting reinforcement. Joints shall be a minimum of one
third the depth of wall or slab.
6.23 Waterstops
6.23.1 Waterstops shall be provided in all,cold joints for hydraulic structures and
joints below grade where water is present. Joints where .waterstops are
provided shall have keys or other mechanical devices designed to prevent
differential movement across the joints.
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1110eon Engineers &
Constructors
SPECIFICATION
FOR
CONCRETE CONSTRUCTION
Project No.: 77052.001
Spec. No. B05.00T
Page 33 Of 45
6.23.2 Waterstops shall be installed to produce a continuous diaphragm in each
joint indicated on the Drawings or in field -located .construction joints in
slabs and walls as approved by the Construction Manager. Splices shall
be made in accordance with the manufacturer's recommendations.
Waterstops shall be accurately secured in position and shall be protected
from damage and displacement during concrete placement. Punctured or
poorly spliced waterstops shall be repaired or replaced by and at the
expense of the Contractor.
6.24 Bonding
6.24.1 Concrete on which other concrete is placed shall be either still plastic or
thoroughly hardened, but not in a semi -hardened state that may be
disrupted and weakened by the added load and the jarring due to
placement of additional concrete.
6.24.2 To provide bond between successive lifts of concrete, the exposed surface
of the hardened concrete shall be cleaned and roughened, without
loosening the embedded aggregate. Brooms or air -water jets shall be used
after the start of initial setting of the concrete. Sand -blasting or air -tooling
shall be employed after the concrete has hardened. In all cases, the
surface film and laitance or diluted paste shall be removed and a
reasonably high percentage of aggregate exposed. Immediately before the
new concrete is placed, the old surface shall be clean, damp and free from
standing pools of water.
6.24.3 Batches of neat cement or of mortar having about the same proportion of
cement to sand as used in the concrete, or as otherwise specified herein, .
shall be deposited and well brushed in, just ahead of the new concrete.
6.24.4 Where a more positive bond is required and where indicated on the
Drawings, a two-part epoxy bonding compound shall be used to bond new
concrete work to hardened or aged concrete surfaces. The surface
preparation and application of the epoxy bonding compound shall be in
accordance with the Manufacturer's recommendations and specifications.
6.25 Concrete Finishes
6.25.1 Repairing and Patching Formed Surfaces
a. Concrete surfaces shall be repaired immediately after, form
removal. Cavities produced by form, ties, honeycomb,- rock -
pockets, spalling or other similar defects shall be thoroughly
cleaned and kept saturated with water for a period of at least one
hour prior to repair. Before placing dry -pack or mortar, a grout of
cement and water mixed to a consistency of paint .. shall be
brushed into the surfaces to which the dry -pack or mortar is to be
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Rayffteon Engineers &
Constructors
SPECIFICATION
FOR
CONCRETE CONSTRUCTION
Project No.: 77052.00.1
Spec. No. 605.00T
Page 34 Of 45
bonded. Repair of defective areas shall be in accordance with
ACI 301, Chapter 9. ;
b. Holes left by tie rods shall be hammer -packed with stiff, dry -pack
mortar of the same materials as that in - the concrete.
C. Honeycombed areas shall be removed to a depth at which sound
concrete is exposed. Cut-out areas shall be straight at right
angles to the surface, and filled with concrete matching that of
the structure.
d. Spalled and pitted areas resulting from concrete sticking to the
forms shall be chipped back to obtain a good mechanical bond,
undercut at the edges, and repaired with mortar matching that of
the concrete.
e. On concrete which will be exposed in 'finished work,
approximately 20 percent white cement shall be mixed with the
gray patching cement to offset the tendency of patches to show
up darker than the surrounding concrete.
f. While defects are being repaired, the surface shall not be allowed
to become dry, nor shall the underlying concretebe damaged.
Patched areas shall be damp cured for 7 days.
g. Finished repairs shall be subject to the approval of the
Construction Manager. Unsatisfactory repairs shall be redone by
and at the expense of the Contractor.
6.25.2 Finishes on Formed and Flat Concrete Surfaces
a. Formed concrete surfaces against which backfill will be placed,*
and which will therefore be concealed in the finished work, shall
,ha ' ve a rough form finish with all tie rod holes packed, and all
defects repaired. No other finishing will be required., Rough form
finish shall be in accordance with ACI 301, Chapter 10.
b. Unformed surfaces of foundations which will be backfilled and
not exposed to view in the finished work shall be screeded to
proper elevation followed by a darby or bull float. Surface
cracking occurring prior to set of the concrete shall be closed by
hand float.
C. Formed concrete surfaces which will be, exposed in the finished
work shall have a smooth form finish with all fins and burrs
removed and ground smooth, all the rod holes packed and all
defects repaired. Patches . shall match the color of the
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Rayfheo�t Engineers &
Constructors
SPECIFICATION Project No.: 77052.001
FOR Spec. No. B05.00T
CONCRETE CONSTRUCTION Page 35 Of 4.5'
surrounding surface and shall be smooth and level. Smooth form
finish shall be inaccordance with ACI 301, Chapter 10.
d. Interior floor surfaces which will remain exposed to view in the
finished work shall be. given a "Double Steel Troweled Finish",
unless noted otherwise on the Drawings.
e. Roof slab surfaces, and floor slab surfaces to receive tile or other
overlayment, shall be given a "Single Steel Troweled Finish."
f. Surfaces which will- subsequently be grouted for support of
column base plates, equipment, etc., shall be given a "Float
Finish."
g: Unformed concrete surfaces other than slabs or floors, which
remain exposed to view in the. finish work shall be given a. "Single
Steel Troweled Finish."
h. Exterior slabs for paving, stoops, ,ramps and sidewalks shall be
given a ".Broomed Finish", unless otherwise noted on the
Drawings.
6.25.3 "Float Finish" shall be accomplished by either wood, cork, or metal floats
or by a- finishing, machine. After'the concrete has-been properly placed,
vibrated, and roughly leveled, it shall be screeded off to the proper
elevation. Coarse aggregate shall be tamped below the surface. After
�screeding and tamping of coarse' aggregate, the surface shall be made
uniform by means of a bull float. After floating, the surface shall be tested
for uniformity by use of a straightedge. Variations from desired finished
elevations shall not exceed 1/4 inch in ten feet. Use of neat cement to
absorb excessive surface -water is prohibited.
6.25.4 "Single Steel Troweled Finish" shall consist of a float finish followed by
steel troweling. Steel troweling shall be 'performed after the surface
moisture has disappeared. Concrete surfaces shall be steel troweled to a
smooth, even finish, free from trowel marks.
6.25.5 "Double Steel Troweled Finish" shall consist of a single steel troweled
finish with additional troweling to produce, a. smoother and harder or
denser finish. Time shall be allowed to elapse between trowelings so that
the concrete will set further.. Final troweling shall 'result in a burnished
appearance.
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RayBieon Engineers &
Constructors
SPECIFICATION
FOR
CONCRETE CONSTRUCTION
Project No.: 77052.001
Spec. No. BO5.,OOT
Page 36 Of 45..
6:25.6' "Broomed Finish" shall be performed after the "Float Finish" by drawing a
natural bristle broom across the surface to produce corrugations of regular
appearance not over 1/16 inch .deep. The fibers shall be kept clean by
frequent washings and cake on the fibers shall not be allowed to score the
surface.
6.26 Protection and Curing
6.26.1 Protection and curing shall be accomplished by preventing loss of
moisture, rapid temperature change, mechanical injury, or damage from
rain, frost or flowing water. Curing shall .be started after placing and
finishing as soon as, the surface conditions are suitable. Curing of -formed
surfaces shall be accomplished by moist curing with forms in place for the
full curing period, or, if forms are removed prior to the end of the curing
period, by one of the following methods, or combinations thereof.
The minimum curing periods for concrete placed hereunder, except as
noted in ACI 306, shall be:
Curing Temperature Curing Period
50°F - 70°F 7 days
70°F - 100°F 5 days
a. Protective Wet Curing
The protective medium for wet curing shall consist of saturated.
cotton mats or a double layer of burlap, of sufficient size -to' cover
the entire concrete surface and side forms. The mats or burlap shall
be kept ,continuously wet during use. After finishing operations and
prior to start of protective wet curing,, the concrete surface shall be
kept wet with adequate fog spraying equipment. During any change
in curing medium, the concrete shall remain exposed for not more
than one hour.
b. Moist Curing
Unformed surfaces shall be covered with burlap, cotton or other
approved fabric mats kept in contact with the surface, or with sand,
and shall be kept continually wet. Where formed surfaces are cured
in the forms, the forms shall be kept continually wet. If the forms
are removed before the end of the curing period, curing shall be
continued as, on unformed surfaces, using suitable materials. Burlap
shall be in two layers.
Raytheon Engineers &
Constructors
C.
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•
SPECIFICATION
FOR
CONCRETE CONSTRUCTION
Waterproof -Pager Curing
Project No.: 77052.001
Spec. No. B05.00T
Page 37 ' Of 45
Surfaces shall be covered with waterproof paper with 4 inches of
overlap at sides and ends and sealed withmastic or pressure -
sensitive tape not less than 1-1 /2 inches in width. The paper shall
be weighted to prevent displacement, and tears or holes appearing
during the curing period shall be immediately repaired by patching.
Membrane Curinci
Pressure spray tinted curing compounds shall be of the type
previously specified: The compound shall be applied according to
the manufacturer's directions immediately after finishing operations
are completed and forms removed. The quantity applied shall be
sufficient to ensure the formation of a continuous unbroken film. -
The curing compound shall cover the entire area of the exposed
surface, and shall be applied in two separate applications, each of
which shall be an even sweeping motion of the nozzle with sufficient
overlap to ensure, uniform and complete coverage. The second
application shall, follow five to thirty minutes after the first and shall
be so directed as to cross and recross the sweep of the first
application.
Curing compound shall not be used or permitted on surfaces where
future bonding, concrete hardener, or painting is indicated. Such
surfaces shall be cured by the moist process as specified previously.
After final application of the compound, surfaces shall be protected
from traffic and other damage to the membrane for a period of
curing as specified herein.
The use of any, membrane. material which will impart a slippery
surface to the concrete or alter its natural color shall not be
permitted. The compound, however, shall contain a dye of color
strength sufficient to render the film distinctly visible on the concrete
surface for a period of at least four hours after application and shall
be of such character that it will harden within thirty (30) minutes.
If concrete surfaces which are to receive curing compound are
expected to be exposed to freezing temperatures within five (5)
days, the membrane curing compound shall not be used.
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RayMteon Engineers &
Constructors
e.
SPECIFICATION
FOR
CONCRETE CONSTRUCTION
Project No.: 77052.001
Spec. No. B05.00T
Page 38 Of 45
Polyethylene Sheeting and Polyethylene -Coating Waterproof
Paper and Burlap
Surfaces shall be completely covered. Where a single sheet does
not cover the entire surface, additional sheets shall be used. The
ends and sides shall be lapped not less than four .(4) inches and
sealed with pressure -sensitive tape.
6.26.2 Protection
The Contractor shall be fully responsible for protecting finished concrete
work from damage, marring of finish, discoloration, or other detrimental
conditions. during curing and subsequent construction operations.
After the curing periods specified, concrete shall not be allowed to heat or
cool faster than at a rate of 50F per hour, or 20°F per twenty-four hour
period, until outside temperatures are achieved. Either dry or steam heat
will be an acceptable means of maintaining temperature control.
6.27 Cold Weather Requirements
Concrete shall not be placed during cold weather unless special precautions are
taken. Cold weather is defined as any period when, for more than three
successive days, the mean daily temperature is, or is forecast to be, below
40°F or when any unformed concrete surface less than forty-eight (48) hours in
age is, or is forecast to be, exposed to temperatures less than 32°F. If it is
necessary to place concrete under conditions of low temperature, placement
and protection methods shall be in accordance with this Section and ACI 306.
Concrete damaged by freezing shall be removed and replaced by and at the
expense of the Contractor.
6.27.1 Concrete temperatures and curing periods shall conform to the.
following charts.
Concrete temperature* as delivered:
Minimum Placement Dimension
Ambient Less Larger
Temperature Than 12" 12"-36" 36"-72" Than 72"
Above 30°F 60°F 55°F 50°F 45°F
30°F to 0°F 65°F 50°F 55°F 50°F
Below 0°F 70OF 65°F 60°F 55°F
*Concrete temperature as delivered shall not exceed . the above minimum concrete
temperatures by more than 10°F.
Raytheon Engineers & SPECIFICATION ` Project No.:. 77052.001
FOR Spec. No. B05.00T
Constructors CONCRETE CONSTRUCTION Page 39 Of 45
1E
Curing Period
6.27.2. Temperatures of forms, reinforcing, embedments or earth to be in
contact with fresh concrete shall be at least 350F but shall not exceed
60°F.
6.27.3 Enclosures shall be windproof, weatherproof and provide for the
circulation of air in contact with concrete surfaces or forms.
6.27.4 Heating units shall be located so, as not to heat or dry the concrete
locally. Heaters shall be vented.if necessary, so -that the concrete is
not exposed to carbon dioxide.. Open type or oil pot salamanders shall
not be used.
6.27.5 Blanket or batt insulation shall be protected by.a tough moisture proof
cover from wind, rain or snow which will impair its insulating
properties.. Such insulation shall be lapped and kept in close contact
with the concrete or formed surfaces.
6.27.6 Records of outside temperatures, weather conditions and concrete or
form temperatures shall be maintained for the placements.
Temperatures should be secured at several locations within enclosures,
on the concrete or formed surfaces, and at corners and edges -of forms
or concrete to indicate -the range of temperatures. Temperature data
shall be submitted to the Construction Manager.
6.28 Normal and Hot Weather Reouirements
For normal and hot weather concreting, when the" 'requirements' for cold
weather concreting are not .applicable; concreting -shall be subject to the
following. 3
6.28.1 Concrete temperatures as delivered sHall be within the limits below:
Concrete temperatures as placed
and maintained for'curing
period..
'
Minimum Placement Dimension
Less
Larger
Than 12"
12"-36" 36"-72"
Than 72"
Min. Concrete Temp
55°F
50°F 45°F
40°F
Min. Curing Period
(Days)
7
7 6 .
5
Max. Temp. of Concrete
80°F
75°F 70°F
65°F
Surface or Form Durine
Curing Period
6.27.2. Temperatures of forms, reinforcing, embedments or earth to be in
contact with fresh concrete shall be at least 350F but shall not exceed
60°F.
6.27.3 Enclosures shall be windproof, weatherproof and provide for the
circulation of air in contact with concrete surfaces or forms.
6.27.4 Heating units shall be located so, as not to heat or dry the concrete
locally. Heaters shall be vented.if necessary, so -that the concrete is
not exposed to carbon dioxide.. Open type or oil pot salamanders shall
not be used.
6.27.5 Blanket or batt insulation shall be protected by.a tough moisture proof
cover from wind, rain or snow which will impair its insulating
properties.. Such insulation shall be lapped and kept in close contact
with the concrete or formed surfaces.
6.27.6 Records of outside temperatures, weather conditions and concrete or
form temperatures shall be maintained for the placements.
Temperatures should be secured at several locations within enclosures,
on the concrete or formed surfaces, and at corners and edges -of forms
or concrete to indicate -the range of temperatures. Temperature data
shall be submitted to the Construction Manager.
6.28 Normal and Hot Weather Reouirements
For normal and hot weather concreting, when the" 'requirements' for cold
weather concreting are not .applicable; concreting -shall be subject to the
following. 3
6.28.1 Concrete temperatures as delivered sHall be within the limits below:
1,'t- V
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Raytheon Engineers &
Constructors
SPECIFICATION
FOR
CONCRETE CONSTRUCTION
Project No.: 77052.001
Spec. No. B05.00T
Page 40 Of 45
Minimum Placement Dimension
Less than 48" 48" or Larger
Maximum Concrete Temp. 80°F 70OF
Minimum Concrete Temp. 60°F 50°F
6.28.2 When air temperatures are expected to exceed 90 ° F during placing,
finishing and the first twenty four (24) hours after' finishing or when
the rate of evaporation as determined by Figure 2.1.5 (ACI 305) is
expected to exceed 0.2 Ibs/ft2/hr. during placing and finishing,
precautionary measures shall be put. into effect by the Contractor to
prevent damage to concrete due to hot weather. Every effort shall be
made to minimize the time of delivery, placing, consolidation and
finishing. When the air temperature is expected to exceed 90°F
within forty-eight hours after placement, all surfaces shall be protected
from direct sunlight for a minimum period of forty-eight hours. If it is
necessary to place concrete during hot weather conditions, placement
and protection methods shall be in accordance with this Section and
ACI 305.
6.29 Attachment of Bolts or Dowels to Hardened Concrete
6.29.1 Holes drilled in hardened concrete for epoxy grouting of anchor bolts,
reinforcing bars and dowels shall be drilled with a rotary impact drill to a
diameter 1/8 inch greater than the item to be installed in the hole. The
hole shall be cleaned with water to remove concrete dust and then dried.
Do not use compressed air to dry the hole unless it is oil -free air. The hole
shall be clean, and dry prior to introduction of the epoxy.
6.29.2 Reinforcing bars, dowels and anchors bolts, which are. to be epoxy
grouted, shall be sandblasted to white metal and shall be clean, dry and at
temperatures specified by the epoxy manufacturer.
6.30 Clean -Up
Following completion of the work covered by the contract and this Specification for
any structure or portion thereof, the Contractor is required, to clean-up- the area for
subsequent construction orequipment installation. The clean-up work shall consist
of, but not be limited to, removal of construction equipment and materials used in
the work, forms, unused materials, and spilled concrete. The clean-up work and
disposal of trash and debris shall be as directed and' approved by the Construction
Manager.
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Ray11WW.En&eers & SPECIFICATION
b"' FOR
Constructors CONCRETE CONSTRUCTION
7 TESTING AND INSPECTION
7.1 Subgrade Density
Project No.: 77052.001
Spec. No. B05.00T
Page 41 Of 45
The subgrade density of undisturbed soil or the compaction of fill material will
be tested by others retained by the Construction, Manager using an approved
method as directed by the Construction Manager.
7.2 Concrete Strength Testing
7.2.1 During the course of construction, tests shall be made by others retained
by the Construction Manager to determine whether the concrete, as being
produced and delivered, complies with the standards of quality specified.
The sampling and testing of concrete shall be in accordance with
.Specification for Sampling, Testing and Construction Control of Concrete,
Earthwork and Structural Steel, B08.01.
a. The Contractor is not relieved of the responsibility of proper
placing and curing even though test reports indicate adequate
strengths.
b. The Contractor shall provide such access and assistance as these
personnel may require in 'obtaining their samples, and shall not
place any concrete rejected by them for any reason.
C. For concrete containing fly ash, the fly ash shall be tested every
30 days minimum or as specified in ASTM C 311.
7.2.2 Enforcement of Strength Requirements
a. Definition of Failure
1) Cast Specimens
The test specimens cast in the field will be considered to.
have failed the strength requirements when, for any class of
concrete, the average of any set of three consecutive
strength test results are not equal to the specified strength or
any individual test result falls below the specified strength by
more'thari 500 psi.
2) Cored Specimens
• The concrete represented by cored specimens will be
considered to have failed the strength requirements when the
average strength of the cores falls below 85 percent of the
Rayfhe- Engineers & SPECIFICATION Project No.: 77052.001
FOR Spec. No. 1305.00T
Constructors CONCRETE CONSTRUCTION Page 42 Of 45
specified strength or the strength of ,any single core ;specimen
falls below 75 percent of the specified strength.
b. Failure of Test Specimens
When test 'specimens, made, `cured, and tested fail as above
defined, the Construction .Manager may request one or more' of the
following actions be taken:
1) Additional Wet Curing
The Contractor shall wet cure the structure in accordance
with a plan approved by the Construction Manager.
2) Testing of Cored Specimens
The Construction 'Manager will specify the location where
each core, specimen shall be secured.*, At least three cores .
shall 'be taken from each portion of the structure for which
cast test specimens have failed.
Specimens will be secured, prepared and tested in
accordance with ASTM C 42' and ACI 301. . Cored
specimens shall be tested no later than 60 days after the
concrete was placed unless otherwise' authorized by the
_ Construction. Manager.
Where ,cored specimens fail..as defined in Section 7.2.2.1,
the Contractor shall, strengthen or replace the structure in
accordance -with a plan approved by the Construction
Manager.
3) Reinforcing the Structure
The Contractor shall strengthen, the deficient portions of the
structure in accordance with a plan approved by the
Construction Manager.
4) Replacement
The Contractor shall replace the deficient portions of the
structure. in accordance with a plan approved 'by the
Construction Manager.
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Constructors
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SPECIFICATION
FOR
CONCRETE CONSTRUCTION
5) Test.Loading
Project No.: 77052.001
Spec. No. B05.00T
"Page 43 Of 45
The Contractor shall conduct a .test loading of the structure
according to Chapter 20, ACI 318 in an area, or areas,
designated by the Construction, Manager.
7.3 Slum Tests
7.3.1 Slump tests will be made in accordance with ASTM C 14.3..
Slump tests will be made from samples taken in accordance with ASTM C
172.
7.3.2
Tests for Entrained Air
The entrained air content of fresh concrete shall be determined in
accordance with ASTM C 231.
7.4 Inspection
7.4.1 The Contractor shall allow the Construction Manager a minimum of eight
working hours notice prior to.anticipated start of placement of concrete for
inspection. The work to be performed in the presence of,, with the
knowledge of, or inspected by the Construction Manager or person
delegated by him to approve the work, consists of, but is not limited to the
following: Subgrade conditions; formwork location, dimensions, adequacy .
and support; reinforcement sizes; location, tieing, support, splicing and
cleanliness; embedded items location, dimensions and support; the
condition and adequacy of all placement equipment including pumps,
chutes, vibrators; and provision of cold or hot. weather equipment or
materials required; and the provisions for work platforms, barricades and
safety provisions.
7.4.2 Materials. supplied and work performed under this,.Specification may,. at
the Construction Manager's option, be inspected in ,the shop and, ,or batch
plant and will be inspected in the field. The Contractor shall provide,
facilities for shop or batch plant inspection; if requested by the
Construction Manager, at no additional cost to the Construction Manager.
Inspection of. material does not in any way relieve the Contractor of
responsibility for the quality and accuracy of the material.
7.4.3 Material or work not` meeting the requirements specified herein will be
rejected and shall be replaced at the Contractor's expense. .
7.4.4 The Contractor .shall be responsible for all errors in detailing and
fabrication.
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Constructors
Spec. No. B05.00T
Constructors CONCRETE CONSTRUCTION Page 44 Of 45
8 HANDLING AND STORAGE "
8.1 Reinforcement
8.1.1 Packaging
Bars shall be bundled and tagged in accordance with the Manual of
Standard Practice, latest revision thereof, as published' by the Concrete
Reinforcing Steel Institute:
8.1.2 Storing
Reinforcing steel shall be handled and stored in a manner to,. avoid
distortion, excessive Irusting, 'and objectionable coatings of paint, oil,
grease, dried mud, dried mortar or other materials. Bars shall be stored. so
that each may be identified after bundles are broken.
8.2 Embedded Items
Embedded items shall be handled and stored -in a manner to avoid distortion,
excessive rusting, and objectionable coatings of paint, oil, grease, dried mud,
dried mortar or other materials. Anchor bolt threads shall be protected from
rusting or burring,
8.3 Accessories
Accessories shall be stored in a manner to avoid distortion and objectionable
coatings. Expansion joint material shall not be crushed or broken. Waterstop
material shall not be crushed, distorted or punctured. All materials shall be,'
stored in a manner to prevent it being lost or misplaced.
9 DOCUMENTATION
9.1 Concrete Placement Clearance
The "Concrete Placement Clearance" form will be provided by the Construction.
Manager. This form must be completed and submitted to the Construction
Manager prior to concrete placement.
9.2 Material Specifications
9.2.1 The Contractor shall, provide the Construction Manager with a copy of the
manufacturer's specifications for all materials, purchased by the Contractor
and used in the work, such as but not limited to; form ties, expansion joint
material, waterstops, sealants, curing compounds, 'concrete additives,
embedded items, concrete protective coatings, and. any manufactured
items used in the work.
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Raytheon Engineers &
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SPECIFICATION
*FOR
CONCRETE FOR
Project No.: 77052.001
Spec. No. B05.00T
Page 45 Of 45
9.2.2 The Contractor shall provide confirmation specifications or mill reports for
steel reinforcement, fibrous reinforcement, and fabricated embedded
items.
9.2.3 Submittal of documentation shall be in accordance with the Contract to
which this Specification is attached.
9.3 Concrete Mix Design
9.3.1 Prior to placing concrete, the Contractor shall submit to the Construction
Manager the concrete materials and the concrete mix designs proposed for
use with a written request for acceptance. This submittal shall include the
results of all testing performed to qualify the materials and to establish the
mix designs in accordance with ACI -301, Paragraph 3.8. The data
submitted shall also include certification that all material proposed for use
in the concrete meets the specified requirements and all test results, or
manufacturer's certification and/or analyses which are the basis of this
certification. No concrete shall be placed in the work until the Contractor
has received such acceptance in writing.
9.3.2 The Contractor shall submit printed recommendations . from the
manufacturer of fibrous concrete reinforcement. The recommendations
shall state the length of fiber which shall be used and the quantity of fiber
to be added per cubic yard for each class of concrete specified herein.
9.4 Fabricated Item Shoo Details
9.4.1 Reinforcing Steel
.Prior to fabrication or shipment of reinforcing and accessories, the
Contractor shall submit, and receive approval of, shop drawings. Shop
drawings shall indicate bending diagrams, assembly diagrams, splicing and
lapping of rods, shapes, dimensions and details of' bar reinforcing and
accessories. Drawings shall show all openings, and penetrations that pass
through concrete construction. The approval of drawings will be for
conformance to the design intent and will not relieve the Contractor of
responsibility for errors, omissions or the accuracy of his own dimensions.
Drawings and details shall conform to ACI 315 and ACI 318.
9.4.2 Embedded Items
Prior to fabrication or shipment of embedded items, the Contractor shall
submit, and receive approval of, shop drawings. The drawings will show
all material specifications, cuts, anchorage devices, welds and finish in
accordance with the engineering Drawings and the American Institute of
Steel Construction Code of Standard Practice. The approval of drawings
will be for conformance to the design intent and will not relieve the
Contractor of responsibility for errors, omissions, or the accuracy of
dimensions.
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RayMeon Engineers &
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CLIENT: Wild Goose Storage
JOB/INQUIRY NO.: 77052.001
FACILITY: Wild Goose Gas Storage
SPEC NO.: C05.01 T
LOCATION: Butte County, California
SPECIFICATION
For
SUPPLY AND FABRICATION OF.
STRUCTURAL AND MISCELLANEOUS STEEL
This title page is a record of all revisions of.the specification.
Each time the specification is
changed, only the new or revised pages are issued. For convenience, the nature of each
revision is briefly noted below.
REV. NO.
DATE
BY
CHECKED
APPROVAL
PAGES
NATURE OF REVISIONS
A
10/28/97
RVO
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All
For Client Review
0
02/03/98
Approved for Construction
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SPECIFICATION FOR Project No. 77052.001
ftVHmm Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01T
Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page i
TABLE OF CONTENTS
SECTION
PAGE
1
SCOPE .................................................................. ..............................
1
2
APPLICABLE PUBLICATIONS ................................................................
2
3
MATERIALS ........................................................................ ...............
5
4
DESIGN AND DETAILING ......................................................................
7
5
FABRICATION .................................................................... ; ................
12
6
PAINTING ...........................................................................................
14
7
GALVANIZED MATERIAL .....................................................................
16
8.
INSPECTION ............. * .............................................................................
17
9
AUTHORITY TO REJECT ......................................................................
18
10
LIABILITY FOR DEFECTIVE MATERIAL ......................... ...... * ......
18
11.
PACKAGING AND SHIPPING ............................................. ..................
18
12
DOCUMENTATION ................................................................... ............
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SPECIFICATION FOR Project No. 77052
Raylfwm Engineers & SUPPLY AND FABRICATION OF Spec. No. C05,
Constructors .STRUCTURAL AND MISCELLANEOUS STEEL Page 1 of
1. SCOPE
1.1 This Specification governs the detailing, fabrication and delivery of structural and
miscellaneous steel for the Wild Goose Gas Storage Facility Project.
1..2 Items to be furnished shall consist of, but not necessarily be limited to,. the
following:
1.2.1 Structural steel as defined in the AISC Code of Standard Practice.
1.2.2 Base, leveling and cap plates; columns,, posts,, hangers and struts; beams,
girders, plate girders and trusses; girts, purlins, sag -rods, bracing, and
miscellaneous tees, angles and plates; including all essential clips, -gussets
and separators.
1.2.3 Preassembled and non-preassembled steel stairs, including: stringers and
treads, nosings, landings, handrails, bracing and struts.
1.2.4 Handrail, guardrail and kickplates.
1.2.5 Monorail and crane beams, clips, bumpers, wheel stops, and framing
1.2.6 Crane rails complete with fasteners.
1.2.7 Metal ladders complete with ladder safety cages and safety gates.
1.2.8 Metal grating with anchoring devices (galvanized and ungalvanized).
1.2.9 Raised pattern floorplate (galvanized and ungalvanized). ,
1.2.10 Bolts with washers and nuts (common and high strength), both for
shop bolting and bolting for field erection. An extra 2 percent of each
field bolt size, washers and nuts shall be furnished to allow for waste
in field erection by others.
1.2.11 Direct Tension Indicators, including an extra 2 percent to allow for
waste in field.
1.2.12 Metal frames, which form a part of the structural steel framing, for
penetrations and other openings shown on design Drawings.
1.2.13 Shims required for connections.
1.2.14 Surface preparation, galvanizing, cladding and shop painting.
1.2.15 Certified Material test reports and Certificates of Compliance/
Conformance for materials as required by this Specification.
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SPECIFICATION FOR Project No. 77052.001
ftVKWM Engineers. & SUPPLY AND FABRICATION OF Spec. No. C05.01 T
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1.2.116 Inspection and testing of shop welding and shop high strength bolting.
1.2.17 Fabric reinforced neoprene or other proprietary bearing pads, .bushings, .I
etc. required in conjunction with the structural steel .erection.
1.2.18 Shop and erection drawings and other engineering design and data as
specified.
1.2.19 Fabrication and delivery to the jobsite of the specified items.
1.3 Work Not Included
The following will be provided by others:
1.3.1 Unloading and installation at the Project Site.
1.3.2 Furnishing, delivering and installing the following:
a. Steel items to be embedded in concrete or attached to masonry
(unless attached to steel framing).
b. Metal door and window frames that are not an integral part of the
steel framing.
C. Steel items designated on the Drawings as being furnished* by
others.
2. APPLICABLE PUBLICATIONS
The latest editions of the, following specifications, codes and standards, including
revisions and supplements in effect on May 1, 1997, form a part of this Specification
in their entirety except as modified by this Specification.
2.1 American Institute of Steel Construction (RISC)
Manual of Steel Construction, ASD
Specification for Structural Steel Buildings
Code of Standard Practice for Steel Buildings and Bridges
AISC Quality Certification Program
Manual of Steel Construction, Volume II, Connections, ASD
Detailing for Steel Construction
Engineering for Steel Construction
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SPECIFICATION FOR Project No. 77052.001
ftVH M Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T
Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 3 of 21
2.2 Research Council On Structural Connections of the Engineering Foundation
Specification for Structural Joints. Using ASTM A325 or A490 Bolts.
2.3. American Iron and Steel Institute (AISI)
Specifications for the Design of Cold -Formed Steel Structural Members.
2.4 American Society for Testing and Materials (ASTM)
Al Specification_ for Carbon Steel Tee Rails
A3 Specification for Steel Joint Bars, Low, Medium, and High Carbon
(Non -Heat Treated).
A6 Specification for General Requirements for Delivery of Rolled Steel
Plates, Shapes, Sheet Piling and Bars for Structural Use.
A36 Specification for..Structural Steel
A49 Specification for Heat Treated Joint Bars
A53 Specification for Pipe; Steel, Black and 'Hot -Dipped, Zinc -Coated
Welded and Seamless
A90 Test Method for Weight of Coating on Zinc Coated (Galvanized) Iron
or Steel Articles.
A108 Specification for Steel Bars, Carbon, Cold -Finished, Standard Quality
A123 Specification for Zinc (Hot -Galvanized) Coatings on Iron and Steel
Products.
A143 Practice for Safeguarding Against Embrittlement of Hot -Dip
Galvanized Structural Steel Products and Procedure for . Detecting
Embrittlement.
Al 53 Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware
A307 Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile
A325 Specification for High -Strength Bolts for Structural Steel Joints
A370 Methods and Definitions for Mechanical Testing of Steel Products
A384 Practice for. Safeguarding Against Warpage -and Distortion During
Hot -Dip Galvanizing of Steel Assemblies
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SPECIFICATION FOR Project No. 77052.001
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SUPPLY AND FABRICATION OF Spec. No. c05.01 T
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A385
Practice for ProvidingHigh-Quality Zinc Coatings (Hot -Dip)
A446
Specification for Steel Sheet, Zinc -Coated (Galvanized) by the, Hot
Dip Process, Structural (Physical) Quality
A449
Specification for Quenched and Tempered Steel Bolts and Studs
A490
Specification for Quenched and Tempered Alloy Steel Bolts for
Structural Steel Joints
A500
Specification for Cold -Formed Welded and, Seamless Carbon Steel
Structural Tubing in Rounds and Shapes
A501
Specification •for Hot -Formed Welded and Seamless Carbon Steel
Structural Tubing
A525
Specification for General Requirements for Steel Sheet, Zinc -Coated
(Galvanized) by the Hot -Dip Process.
A563
Specification for Carbon and Alloy Steel Nuts,
A569
Specification for Steel, Carbon (0.15 Maximum Percent) Hot -Rolled
Sheet and Strip, Commercial Quality
A668
Specification. for Steel Forgings, Carbon and alloy, for General
Industrial Use
8695
'Specification for Coatings of Zinc Mechanically Deposited on Iron
and Steel
-E165
Practice for Liquid Penetrant Inspection Method
E709
Practice for Magnetic Particle -Examination
F436
Specification for Hardened Steel Washers
F959.
Specification for Compressible -Washer -Type Direct Tension
Indicators for Use with Structural Fasteners.
2.5 American Welding Society (AWS)
A2.4,
Symbols for Welding and Nondestructive Testing
D1.1
Structural Welding Code.
2.6 Steel Structures Painting Council (SSPC)
PA1
Shop, field, and Maintenance Painting
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SPECIFICATION FOR Project No. 77052.001
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Constructors .STRUCTURAL AND MISCELLANEOUS STEEL Page 5 of 2.1
PA2 'Measurement of Dry Paint Thickness with Magnetic Gauges
SP1 Solvent Cleaning
SP2 Hand Tool Cleaning
SP3 Power Tool Cleaning
SP5 White Metal Blast Cleaning
SP6 Commercial Blast Cleaning
SP7 Brush -Off Blast Cleaning
SP8 Pickling
SP10 Near -White Metal Blast Cleaning
PS Guide
12.00 Guide to Zinc Rich Coating Systems
2.7. National Association of Architectural Metal Manufacturers (NAAMM)
Specifications
"Standard Specification for Metal Bar Grating ' and Metal Bar Grating
Treads
2.8 Crane Manufacturer's Association of America (CMAA)
#70, Specification for Electric Overhead Traveling' Cranes
2.9 Steel Deck Institute
Specifications and Commentaries for Composite Steel Floor Deck
Specifications and Commentaries for Non-Composite'Steel Form Deck
Specifications and Commentaries for Steel Roof Decks
2.10 Occupational Safety and Health Administration (OSHA)
Title 29, Part 1910; Occupational Safety and Health Standards
2.11 Should a conflict be found between the listed codes and standards and this
Specification and/or Project Drawings, the conflict shall be submitted to the
Engineer for resolution prior to proceeding` with the affected work.
3. MATERIALS .
3.1 All material shall be new and free of imperfections.. Scrap material shall not be
used. Unless otherwise shown on the Drawings, structural steel shapes, plates
,and bars shall conform to ASTM A36.
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SPECIFICATION FOR Project No. 77052.001
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3.2 Steel pipe and handrail shall conform to ASTM A53, Grade B, Type E or S.
Handrail shall be 1-1 /2 -inch nominal inside diameter.
3.3 Structural steel tubing shall conform to ASTM A500 and/or ASTM A501..
3.4 High-strength bolts shall conform to ASTM A325 Type 1 with ASTM A563,
Grade DH nuts. ASTM A194 nuts are not acceptable. Washers shall conform to
ASTM F436. Bolts, nuts and washers shall be marked by the manufacturer to
show the manufacturer's name, type, grade, etc., as required by A325, A563,
F436, respectively.
3.5 Common bolts, nuts, and washers shall conform to ASTM A307, Grade A.
Minimum size of common bolts shall be 3/4 inches diameter, except for those
bolts used to secure stair treads to stringers. These bolts shall be 3/8 inches
diameter. Bolts, nuts and washers shall be mechanically galvanized in accordance
with ASTM B695.
3.6 Direct Tension Indicators shall be as manufactured by J&M Turner, Inc. or a
Engineer -approved equal, shall conform to ASTM F959, and shall be mechanically
galvanized in acccordance with ASTM B695.
3.7 Weldable studs, 7/8 inch diameter and smaller, shall be ASTM A108, as
manufactured by Nelson Stud Welding Company, or Engineer approved equal.
3.8 Welding electrodes for carbon steel 'materials shall have a 70,000 psi minimum
tensile strength and comply with Table 4.1, AWS D1.1.
3.9 Steel floorplate shall be U.S. Steel "Multigrip", minimum thickness of 1/4 inch, or
Engineer approved equal, hot -dip galvanized in accordance. with ASTM A123 after
fabrication. Plate shall be pressed flat as required after galvanizing.
3.10 Metal grating shall be ASTM A569 welded carbon steel with, unless otherwise
noted on the design Drawings, 1-1/4 inches deep by 3/16 inches wide bearing
bars spaced at 1-3/16 inches center -to -center and cross bars at 4 inches
center -to -center. Grating shall be galvanized in accordance with ASTM A123 and
shall be serrated for outdoor use or as shown on the Drawings.
3.11 Stair treads shall be ASTM A569 welded carbon steel bar grating with, unless
noted on the design Drawings, 3/16 inches wide bearing bars spaced at 1-3/16
inches center- to -center, cross bars at 4 inches center -to -center and a raised
pattern, checkered plate nosing with nonslip finish. Stair treads and nosings shall
be galvanized in accordance with ASTM A123 after fabrication. , The stair treads
shall be serrated for outdoor use or as shown on the Drawings. The depth of
bearing bars shall be 1-1 /2 inches for 30 -inch and 36 -inch long treads and shall be
1-3/4 inches for. 42 -inch and 48 -inch long treads. Carrier plates shall be in
accordance with the, recommendations of the National Association of Architectural
Metal Manufacturers.
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SPECIFICATION FOR Project No.
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3.12 Crane Rails shall conform to ASTM Al and as additionally specified herein:
3.12.1 Joint bars for non -heat-treated rails shall be high carbon steel conforming
to ASTM A3 and shall match rail section.
and shall Fnateh Fail seet6en. Joint bars will be specially punched for tight
fitting rail joints.
3.12.2 . Joint bar bolts shall conform to ASTM A449; nuts shall conform to
ASTM A563, Grade B. Alloy steel spring washers shall meet American
- Railway Engineering Association (AREA) specifications.
3.12.3 Rail clamps shall be of pressed or forged steel.
3.12.4
alley steel having the safne haFdness and we.af Fesistamee aS Fail steel.
3.12.4 All rails shall have end faces ehamfeFed. Ra" she'! be end hafdened b
milled for tight joints. Rails shall
require special drilling for use with tight joint splices.
3.12.5 No tack welding shall be permitted on crane rails. ,
3.13 Self-lubricating bearing pads, if required, shall be as manufactured by
Fluorocarbon, or Engineer approved equal.
3.14 Fabric reinforced neoprene bearing pads, if required, shall be as manufactured by
Fabreeka Products Co., or Engineer approved equal.
3.15 Miscellaneous items not specifically described, but required for completion of the
work shall, as nearly as practicable, be of standard types.
3.16 Material imperfections discovered after delivery of materials or during fabrication
may, at the Fabricator's option, be repaired as prescribed in ASTM A6.
3.17 Materials which do not meet the tolerances set forth in ASTM A6 may, at the
Fabricator's option, be adjusted by him as specified in ASTM A6 using mechanical
means and/or the application of heat.
4: DESIGN AND DETAILING
4.1 Drawings furnished herewith are descriptive of requirements for the structural and
miscellaneous steel to be furnished hereunder, but do not attempt to describe all
design details. Such design and all detailing shall be provided by the Fabricator,
subject to the Engineer's review and to the following conditions:
4.1.1 Design performed by the Fabricator shall be accomplished by or under the
direction of a qualified professional engineer registered in the State of
California:
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SPECIFICATION FOR Project No. 77052.001
ft*MeM Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T
Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 8 of 21
4.1.2 Work shall comply with the "Specification for Structural Steel Buildings",
"Code of Standard Practice"," Manual of Steel Construction, ASD",
"Manual of Steel Construction", Volume II, Connections, ASD", ."Detailing
for Steel Construction", and the "Engineering for Steel Construction"
manuals of AISC, the locally adopted building code and OSHA, unless
otherwise specified or indicated.
4.2 Work points on columns, beams, trusses and braces shall be concentric, where
connections of reasonable size and complexity are achievable. Work points for
deep beams, girders and deep columns may be moved to the top and bottom
flanges of the beams and girders and to the face of the columns in order to
simplify and reduce the size of the connection. In such situations, the connections
and members shall be designed for the secondary eccentric moments.
4.3 All substitutions by the Fabricator of sections and modifications of details, with
reasons therefor, shall be submitted with the Fabricator's shop drawings for the
Engineer's review. Substitutions of sections, or modifications, and resulting
changes in related portions of the work shall be made without increase in the price
of the work.
4.4 Connections
4.4.1 Design of connections not detailed on the Drawings shall be completed by
the Fabricator and detailed on the shop drawings. Complete calculations
for such connections shall be submitted with the Fabricator's shop
drawings for review by the Engineer.
4.4.2 Unless otherwise approved by the Engineer, or shown on the Drawings,
shop connections shall be welded and field connections shall be bolted.
4.4.3 High strength bolting shall conform to the latest edition of the "Research
Council Specification for Structural Joints Using ASTM A325 or A490
Bolts," as endorsed by AISC. Size of high-strength. bolts shall be 3/4 inch
diameter (minimum) unless_ otherwise noted on the ' Drawings. All high-
strength bolts shall have one plain hardened washer under the turned
element (nut or bolt head). Bolts and nut threads shall be lubricated.
4.4.4 Field connections shall be made using high-strength bolts and Direct
Tension Indicators and shall be tensioned to the full pre -tension
requirements of the "Specification for Structural Joints Using ASTM A325
or A490 Bolts".
4.4.5 Field connections for secondary members, such as door, window and
louver frames, stairs, small free-standing platforms, ladders, handrails and
girts, may be bearing -type connections made with bolts conforming to
ASTM A307.
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SPECIFICATION FOR Project No. 77052.001
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4.4.6: Minimum size of common bolts shall be 3/4 inch diameter, except for
those bolts used to secure stair treads to stringers. These bolts shall be
3/8 inch diameter.
4.4.7 Field connections for primary members (i.e.,columns, struts, bracing,
beams and girders) shall be made with A325 Bolts. Unless shown
otherwise on the drawings, primary connections shall be -bearing type
connections with threads not excluded from the shear plane. Bolts for
bearing connections shall be high-strength, 3/4 -inch diameter (minimum)
with one hardened washer and one Direct Tension Indicator.
4.4.8 Shear connections on beams and girders shall be standard AISC
connections for A325 Bolts unless special connections are required.
4.4.9 Where slip -critical connections are shown on the drawings, unless other
surface preparation is noted elsewhere, faying surfaces of connections
shall be assumed to have a Class "A" finish.
4.4.10 The minimum capacity of any framed beam connection shall be for the
number of A325 bolts shown in Table A with double angles of 5/16 -inch
thickness. Where design shear values exceed these capacities or when
tension is transferred through the connection such that angle thickness or
bolt diameter must increase, the design loads will "be shown on the design
Drawing for fabricator design or the connection will be detailed in its
entirety on the design Drawing.
Beam connections shall be furnished in accordance with Table II and III,
Framed Beam Connections, in the AISC Manual 'of Steel Construction,
Ninth Edition, using the number of. rows for a given nominal beam depth
as shown in the following Table A.
Table A
W or M Shape S Shape Channel
36
33
30
27,24
21
24
18
20,18
18
16
15
15
14,12
12
12
10,8
10,8
10,9,8
6,5
7,6,5
7,6,5
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10
9
8
7
6
5
4
3
2
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SPECIFICATION FOR Project No. 77052.001
ftVH M Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T
Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 10 of 21
4.4.11 Connections of all truss members and bracing members which are
subjected primarily to tension and/or compression loads shall be designed
for the full capacity of the member in tension.
4.4.12 Connections for. monorails 'and crane rails shall be designed to allow
adjustment in the field to meet the.rail elevation and alignment tolerances
set forth in CMAA specifications No. 70 and No. 74. These specification
state that rail and/or running surfaces shall be set within one-eighth (1/8)
inch plus or minus in elevation and horizontal alignment.
4.4.13 Minimum field connections, except for lacing on stair stringers which may
have single -bolt connections, shall contain not less than two bolts.
4.4.14 Gussets at bracing connections shall be concentrically connected to both
adjacent members unless shown otherwise on the Drawings. If this is not
practical, the design shall account for the moment due to eccentric
loading.
4.4.15 All bracing member connections shall be designed for the loads shown on
the Drawings, but not less than the capacity of two (2) 3/4 inch diameter
A325 bolts in bearing type connections.
4.4.16 Material Test Reports for all structural and miscellaneous steel, bolts, nuts
and washers shall be forwarded to the Engineer prior to fabrication.
4.4.17 ASTM A325 nut rotation test results for mechanically galvanized bolts
and nuts shall be certified and forwarded to the Engineer prior to
delivery of bolts and nuts to the project site.
4.5 Grating
4.5.1 Cutouts at columns and bracing gusset plates shall be detailed to clear the
column and gusset plates by 1/4 inches. At fireproofed columns the
grating shall be detailed to clear fireproofing by 1/4 inches.
4.5.2 Grating shall be anchored to each supporting member with at least two
anchoring devices. A minimum, of four anchoring devices shall be provided
with each piece of grating. Anchoring devices shall be supplied with 5%
extra to cover losses. Grating shall be provided with stops to prevent any
section from slipping off of supporting steel. Anchors shall consist of 1/4
inch welded stud bolts with hexnut and galvanized steel "U" shaped clip
that fits over two bearing bars, or other proprietary anchorage devices as
approved by the Engineer, furnished by the steel fabricator.
• 4.5.3 Except as noted, banding. bars shall be of the same cross section as the
bearing bars to which they are welded. Banding bars shall'be provided as
follows:
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SPECIFICATION FOR Project No. 77052.00
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a. ..At open ends of grating, removable grating and their
corresponding openings, tops of ladders and approaches to
platforms. At heads (tops) of stairs the grating shall receive
checkered plate nosing to match the stair tread nosing. At base
(bottoms) of stairs, the grating shall receive a band to match the
landing kickplate.
b. At grating panels with four or fewer cross bars.
C. At openings in -grating for piping or similar penetrations in which
the dimensions of the opening perpendicular to the bearing bars
exceeds 4 inches.. Openings for penetrations shown on the
Drawings shall be .cut and banded by the Fabricator. Grating
shall be split around the openings into easily removable sections.
Unless otherwise shown on the design Drawings, the openings
shall be banded with material matching the bearing bar and
extending 4 inches above the grating. as shown on the Drawings.
d. Clear gaps greater than or equal to 2 inches in. openings around
wide flange columns shall be banded with bars extending 4
inches above the grating. Where these clear gaps are less than
2 inches, the banding shall extend 1 inch above the grating:
e. Grating subject to rolling loads shall be banded with material
matching the thickness of the bearing bars and 1/4 inches less
than the height of the bearing bars. Banding shall be flush with
the top of the bearing bars.
4.5.4 All grating warped during fabrication or galvanizing shall be straightened
prior to shipment. Each piece of grating, excluding stair treads, shall be
marked in the shop with a metal plate having raised letters. _ The plate shall
be continuously tack -welded to each piece prior to galvanizing.
4.6 Floorplate
4.6.1 Removable floorplate shall be attached to supporting steel with 1/2 -inch
diameter countersunk flat head, zinc plated, thread rolling tapping screws
conforming to SAE J81. The screws shall be spaced not more than 2
feet -6 , inch on centers, with a minimum of four bolts per panel unless
otherwise shown on approved detail drawings. All other floorplates shall
be plug welded to supporting steel with 1/2 -inch diameter plug welds at
2 -feet spacing with a minimum of four welds per panel.
4.6.2 Each removable plate section shall be shop fabricated with, two 1 -inch
• diameter lifting holes located in opposite corners.
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SPECIFICATION FOR Project No. 77052.001
ftvHmm Engineers & SUPPLY AND FABRICATION OF Spec. No: C05.01 T
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4.6.3 Holes in plate shall be cut in the shop and shall be provided with 1/4 -inch
kickplate projecting 4 inches above the floorplate. Removable floorplate
shall be split around all holes into easily removable sections.
4.7 Crane Rails
4.7.1 Horizontal sweep in crane rails shall not exceed '1/4 inch per 50 feet in
length of rail span. Camber shall not exceed +/-114 inch per 50 feet in
length.
4.7.2 Crane rails shall be so arranged that joints on opposite sides of the runway
will be staggered with respect to each other. Rail joints shall not occur at
crane girder joints. Rails shall be fastened by means of adjustable clamps
as shown on the Drawings. Clamps shall be spaced approximately three
feet on centers.
4.8 Safety Cable Holes
A 15/16 inch diameter hole shall be provided at the center of the web of each
column for attachment of a safety cable or or safety connector toggle. The hole
shall be located T-6" above the top of steel elevation for each floor level.
5. FABRICATION
5.1 General
5.1.1 Work shall be performed in conformance with the applicable portions of the
AISC Specification for Structural Steel -Buildings and the AISC Code of
Standard Practice.
5.1.2 Fabrication tolerances shall conform to AISC Specification for Structural
Steel Buildings, .the AISC Code of Standard Practice, AWS D1.1, and as
further defined on the Drawings or in these Specifications.
5.1.3 Material shall be fabricated and assembled in the shop to the greatest
practical extent.
,5.1.4. Column sections shall be milled at splices, at tops 'of column cap
assemblies and on bottom of entire base assembly for full bearing on base
plates. Column sections shall be cut square when baseplates and splices
are to be welded.
5.1.5Ladders shall be of the steel fixed -vertical type as detailed on the Drawings
including basket -guard -hoop -type safety cages. - All splices and
connections shall have a smooth transition without projections that are
sharp or more extensive than required for joint strength. Provide safety
gates per the Drawings.
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SPECIFICATION FOR Project No. 77052.001
HayfffeOlp Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01T
Constructors -STRUCTURAL AND MISCELLANEOUS STEEL Page 1.3 of 21
5.1.6 Application of heat to materials shall be as specified; in AWS P1.1.
5.1.7 Although the use of the machine method for flame : cutting of steel is
preferred, steel may be, -flame cut- by hand. AIL flame cut surfaces shall
conform to the tolerances set forth in AWS D1.1.
5.2 Bolting
5:2.1 Bolting shall conform to the "Research Council Specification for Structural
Joints. Using ASTM A325 'or A490 Bolts" and to applicable AISC
Standards and Specifications.
5.2.2 A325 bolts used for shop connections shall be tightened by the "turn of
the nut" method.
5.3 Welding
5.3.1. Welding shall be performed in accordance with AWS D1%1.
5.3.2- All .welding procedures shall be prepared by the Fabricator and shall be
submitted to the Engineer for review and approval prior to fabrication.
5:3.3 All welders and tackers for the work described herein shall be -qualified in
accordance with AWS D1.1. All inspectors used for visual weld inspection
shall be certified in accordance with the provisions of AWS QC1, Standard
for Qualification and Certification of. Welding Inspectors. Personnel
performing nondestructive testing shall be qualified in accordance with the
current, . edition of American Society for Nondestructive Testing
Recommended Practice No. ASNT-TC1A, NDT Level H.
5.3.4 The Engineer, reserves the right to require each welding operator to use a
stamp or mark to identify all work done by him'.
5.3.5 Welding run-off tabs shall be cut off and ground smooth at the -edge of the
finished member.
A
5.3.6 Tack welds which are not incorporated into the final weld shall be
removed and ground smooth.
5.3,7 Inadvertent arc strikes shall. be removed by grinding.
5.4 In order to compensate for allowable camber or sweep in heavy rigid framing,
special shop techniques such as shop layout to working lines should be used,
5.5 Application of weldable studs shall be in accordance with manufacturer's printed
instructions'.
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SPECIFICATION FOR Project No. 77052.001
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.6. PAINTING
6.1 All steel surfaces shall be shop painted except as follows:
6.1•.1 Steel members and portions of steel members to be embedded in or
bonded to concrete shall be protected with a solvent removable rust -proof
coating.
6.1.2 Field weld connections.
6.1.3 Items specified to be galvanized or cladsteel.
6. t.4 Milled or machined surfaces (protect with grease or other anti -rust
coating).
6.1.5 Rails, clamps and appurtenances.
6.2 Surface Preparation
6.2.1 All surfaces of structural and miscellaneous steel, including surfaces not to
be painted, except galvanized surfaces, shall be prepared in accordance
with - SSPC-SP6 "Commercial Blast Cleaning.'. These surfaces shall be
thoroughly wiped down to remove all traces of grit or other contaminants
and solvent cleaned in accordance with SSPC-SP1 "Solvent Cleaning,"
prior to application of the prime coat. All steel surfaces shall be inspected
immediately prior to prime coat application to assure that no contamination
or rust is present.
6.2.2 Remove all weld splatter and grind smooth the burrs on any cut edges and
rough welds.
6.2.3 Surfaces to be painted shall be primed before any rusting can occur and, in
any case, within 24 hours of completion of surface preparation and under
controlled temperature and humidity. Any rust bloom shall be removed
before paint application by suitable hand or power tool cleaning methods.
6.3 Shop paint shall consist of one coat of modified alkyd rust -inhibitive primer.
6.3.1 The paint shall be Tnemec P10-99 Red as manufactured by the Tnemec
Company Inc. or an engineer approved equal.
6.3.2 Dry film thickness: 3 mils minimum..
6.3.3 Drying time to handle: 2 hours minimum.
6.3.4 Acceptable colors: Manufacturer's standard colors.
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SPECIFICATION FOR Project No. 77052.001
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6.4 Application
6.4.1 Prime paint shall be applied in accordance with the SSPC-PA1 and withthe
manufacturer's printed instruction. It shall be applied by spray, except that
touch-up may be done by brush. Temperature of steel and relative
humidity at time of painting shall be in accordance with the paint
manufacturer's instructions. Maintain steel surface temperature at least
5OF above the dew point. Measure the coatings DFT in accordance with
SSPC-PA2 with at least one spot gauge reading on each major face and
two other random readings on the other faces every five linear feet of each
prime coated structural steel shape.
6.4.2 All painting products and materials shall be delivered in original undamaged
and unopened containers bearing the manufacturer's name, brand, type
designation, date of manufacture and expiration date.
6.5 Protection
Material shall be kept from exposure to weather until it has been shop painted.
Steel shall be free from moisture, above freezing, and shall remain under cover
until paint has dried.
6.6 Finish Painting
Field touchup will -be performed.by Erector.
6.7 Match Markinq
Following shop painting or cleaning, each individual steel piece shall receive a
unique identification match or erection mark number. Match or erection marks
shall incorporate the erection sequence drawing numbers and be identical to those
appearing on the Fabricator's shop and erection drawings.
6.7.1 Mark the compass direction on the north or east face of all columns.
6.7.2 Beams. and girders shall be marked such that the mark number reads right
side up on the left end of the piece. The left end is the mark numbered
end as shown on the erection drawing.
6.7.3 Each piece mark shall include the number of the shop drawing on which
the piece is detailed, and each column piece mark shall also include the
column designation appearing on the design Drawings.
6.7.4 Erector erected members weighing more than 10 tons and "leave out"
• members weighing more than 3 tons shall have the weight marked
thereon.
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SPECIFICATION FOR Project No. 77052.001
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6.7.5 All steel 'other. than ASTM A 36 shall be clearly marked with its ASTM
Specification and heat number: Markings shall be legible through all steps
of fabrication and erection.
6.7.6 It is the Fabricator's responsibility to affix weather-proof and durable tags
or marks so they will remain attached and will be legible after normal
shipping, handling and a minimum field outdoor storage of two (2) years.
Tags shall have legible piece mark lettering a minimum of one (1) inch high
and shall not be closer than two inches to any field weld location.
7. ' GALVANIZED MATERIAL
7.1 All grating, stair treads, floorplate and metal decking shall be galvanized.
7.2 All steel surfaces shall be prepared in accordance with SSPC-SP8 "Pickling" or
SSPC-SP10 "Near -White Metal Blast Cleaning" immediately prior to galvanizing.
7.3 All galvanizing shall be hot -dipped in accordance with ASTM A 123 and ASTM
A385 modified as follows:
7.4 Galvanizing shall be done after completion of all cutting, tapping, drilling, forming,
punching and welding operations performed in the fabrication shop, but before any
assembly by bolting. Bolts, nuts and washers for attachment of galvanized
material shall be mechanically galvanized in accordance with ASTM B695 after all
threads have been rolled or cut. Flat sheets shall be galvanized in accordance with
ASTM A525. Contact surfaces of bolted connections shall be lightly scored by
hand wire brush or blasting after galvanizing and prior to assembly.
7.5. Steel assemblies fabricated. by welding, which are to be hot -dip galvanized after
fabrication, shall be subject to the safeguards against warpage and distortion
during hot -dip galvanizing that are recommended in ASTM A384.
7.6 After galvanizing, steel shall be checked and straightened to as true an.
alignment as is practical to attain, from any warpage, bending, twisting or
distorting from the original without any injury to the galvanizing.
7.7 Material rejected by reason of defective coating shall have coating completely
removed in acid bath before re -dipping. If any defective material is found upon
receipt of material at destination, the Fabricator shall replace this material free of
charge FOB destination. Such replaced material shall be subject to inspection.
7.8 The Fabricator shall be responsible that all galvanized material is straight, marked,
and packed for shipment in accordance with this Specification.
• 7.9 All pieces shall be legibly stamped before galvanizing with piece marks shown on
the'erection drawings, with the marking not less than one' (1) inch high placed in
the same relative location on all pieces. The marking shall be plainly visible after
galvanizing.
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SPECIFICATION FOR Project No.
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8. INSPECTION
8.1 Materials supplied and work performed under this Specification may, at the
Engineer's option, be inspected in the shop and will be inspected in the field. The
Fabricator shall provide facilities for shop inspection, if requested by the Engineer,
at no additional cost.
8.2 The Engineer's Inspector shall be allowed access to all work performed by the
Fabricator which shall include, but not be limited to, the following:
* Identification of materials
* Certification of welders
* Verification of suitability of equipment
* Qualificationror prequalification of welding procedures
* Visual inspection of work before, during and after fabrication
* Performance of individual welders
* Performance of nondestructive testing
8.3 Material or work not meeting the requirements specified herein, will be rejected
and shall be replaced at the Fabricator's expense. Where substandard welds
occur or improper materials. or procedures. are noted, nondestructive examination
shall be performed to determine the presence and extent of weld defects. The
cost of the nondestructive examinations and weld repairs shall be borne by the
Fabricator.
8.4 The Fabricator shall be responsible for all errors in detailing and fabrication and for .I
correct fitting and attachment of structural members.
8.5 All shop welding shall be 1001/o visually inspected by the Fabricator and
documented on inspection reports. The standard for visual acceptance shall be in
accordance with: AWS D1.1. If, based on this standard, the weld is rejected, the
entire weld shall be gouged out for a distance equal to the length of the crack plus
two inches at each end of the crack, then rewelded, following accepted welding
procedures, at the Fabricator's expense. Such rewelding is subject to reinspection.
8.6 The cost of visual weld inspection and non-destructive testing is to be a part of
the Fabricator's fabrication expense. If AWS qualified inspectors are not a part of
the Fabricator's Quality Control Program, an independent testing lab, employing
AWS QC1 certified Inspectors, shall be retained by Fabricator at the Fabricator's
expense. The Fabricator's inspectors- shall not be involved in production work
while acting as an inspector.
8.7 All full penetration welds shall be 100% ultrasonically tested per tension weld
criteria of AWS D1.1, Section 6, Part C, using an ASNT-TC-1 A Level II Certified
nondestructive testing technician. Where shown on the Drawings, fillet and partial
penetration welds shall be magnetic particle inspected. Also, a minimum of 10%
of the remaining welds shall be selected for testing at the discretion of the
Engineer's Inspector. Where ° magnetic particle testing is impossible due to
construction configuration or inaccessibility, dye penetrant inspection may be used
with prior written approval of the Engineer's Inspector. Inspection shall be
performed in accordance with AWS D1.1.
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8.8 Reports of weld test results for the non-destructive examination program shall be
submitted to the Engineer's inspector for review after testing is completed.
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8.9 Material test reports and certificates of conformance to the specification
requirements for all material to be incorporated in the work shall be made available
for inspection at the Fabricator's shop.
8.10 The Manufacturer shall be responsible for verification of each lot of Direct Tension
Indicators in accordance with the requirements of ASTM F959.
a. Direct tension indicators shall not be assembled to bolt/nut assemblies until
verification of each lot has been confirmed and are in conformance to the
specification.
8.11 The Subcontractor shall be responsible for procuring from the bolt
manufacturer or for performing Rotational Capacity Tests for assembled
galvanized high-strength bolts, nuts and washers as specified in ASTM A325
and ASTM A563 Supplementary Requirement S1.
a. Bolts, nuts and washer assemblies shall not be shipped to the job site until
the results of this. test have been approved by the Engineer's Inspector.
9. AUTHORITY TO REJECT
The Engineer's Inspector shall have authority to reject all materials and workmanship not
conforming to the Drawings and/or specifications. Any defective material found during
the progress of the work shall be promptly replaced or corrected by the Fabricator to the
satisfaction of the Engineer.
10. LIABILITY FOR DEFECTIVE MATERIAL ,
If the Engineer's Inspector, through oversight or otherwise, has accepted material or work
which is defective or contrary to these Specifications or. design Drawings, this material,
no matter in what stage of completion, may be rejected by the Engineer.
The Engineer shall be notified before placing of mill orders and starting of fabrication.
11. PACKAGING AND SHIPPING
11.1 High-strength bolts, nuts, washers and load indicator washers shall be shipped to
the job site in sealed containers from the manufacturer. Different bolt diameters
and lengths shall be packaged separately. Containers shall be clearly marked to
show the heat or lot number and ASTM designation of the contained material.
• 111.2 Common bolts of one.length and diameter, and one type, loose nuts of each size,
and flat and beveled hardened washers of each size shall be packaged separately.
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SPECIFICATION FOR Project No.
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1 1.3 Pins, small parts and small packages of bolts, flat and beveled hardened washers
and nuts shall be shipped in boxes, crates, kegs, or barrels, but the gross weight
of any package shall not exceed 300 pounds.
11.4 Particular attention must be paid to protecting bolts and nuts from moisture and
dirt.
11.5 A list and description of the contained material` shall be plainly marked on the
outside of each shipping container.
12. DOCUMENTATION
12.1 Documentation identifying the Fabricator as an AISC Certified Fabricator for
Category II - Complex Steel Building Structures shall be submitted to the Engineer
prior to the start of fabrication.
12.2 Welding Procedure Specifications and Certification of all welders, tackers and
inspectors that may be involved in the work shall be submitted to the Engineer
prior to the start of fabrication.
12.3 Shop and erection drawings, prepared by the Fabricator, shall be submitted to the
Engineer for review in accordance with the following:
12.3.1 Review drawings will be. examined by the Engineer for general
arrangement, dimensions and suitability and returned to the Fabricator
marked either "Reviewed/No Comment," "Reviewed/See Comments," or
"Revise per Comments and Resubmit for Review." Review by the
Engineer of the shop and erection drawings shall not be construed as a
complete check, but will indicate only that the general method of
construction and detailing is satisfactory. Review of such drawings shall
not relieve the Fabricator of the responsibility for any error which may
exist, and Fabricator shall, be responsible for all dimensions, detail design,
and satisfactory fabrication of all work. Material shall not be' fabricated or
delivered to the jobsite before Engineer's review of shop and erection
drawings has been completed and indicated revisions, if any, are made.
12.3.2 Drawings shall include all shop and erection details including cuts, copes,
connections, holes', bolts, and welds in structural steel. Drawings shall
show size, length, type and required nondestructive testing of all welds.
12.3.3 Where material"is marked "HOLD" on the engineering Drawings, that
material shall not be detailed until the "HOLD" is 'removed by the
Engineer.
12.3.4 Prior to preparation of shop drawings, the Fabricator shall submit to the
Engineer for approval an erection and detailing sequence plan.
12.3.5 Before commencing detailing, the Fabricator shall submit for approval the
piece -mark system which shall comply with the requirement of paragraph
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SPECIFICATION FOR Project. No. 77052.001
ftVHM A Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T
Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 20 of 21
titled "Painting" which he proposes to use. To be approved by the
Engineer, the system must indicate the location of the piece within the
structure either in the piece -mark or with appropriate notation on ,the
detail sheet. The piece -mark shall also identify the sheet on which the
piece is detailed.
12.3.6 A material list shall be included on each shop drawing. This list shall use
the same categories and units used in 'the laurchase document) for
payment purposes. The categories and quantities shall ,be subject to
confirmation by the Engineer.
12.4 Material test reports and certificates of conformance to the specification
requirements shall be submitted to the Engineer for review in accordance with the
following:
12.4.1 Material test reports for structural steel shapes, plates and bars, structural
pipe, structural tubing, crane rail, etc. which have been ordered by the
Fabricator for use in the work shall be submitted to the Engineer for
review prior to fabrication.
12.4.2 Material test reports for miscellaneous stock structural material which the
Fabricator intends to use in the work shall be submitted to the Engineer,
for review upon award of�.the contract.
12.4.3 Material test reports for all shop and field bolts, nuts, washers and load
indicator -washers which the Fabricator furnishes for the work shall be
submitted to the Engineer for review prior to incorporation in the work or
shipment to the jobsite.
a. Material test reports of high strength bolts shall- be in complete
conformance to the requirements of ASTM A325 rand shall, as a
minimum, include the following:
* Manufacturer
* Chemical composition
* Hardness
* Tensile strength/proof load
b. Material test reports for nuts shall be in .complete conformance
to the requirements of ASTM A563 and shall, as a minimum,
include the following:
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* Manufacturer
*. Chemical composition
* Hardness
* Tensile strength/proof load
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ftYH MM Engineers &
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SPECIFICATION FOR Project No. 77052.001
SUPPLY AND FABRICATION OF Spec. No. C05.01 T
STRUCTURAL AND MISCELLANEOUS STEEL Page 21 of 2-1
C.
Material test reports for washers shall be in complete
conformance to the requirements of ASTM F436 and shall, as a
minimum, include the following:
* Manufacturer
* Chemical -composition
*.,Hardness
d.
Material test reports for Direct Tension Indicators shall be. in
complete conformance to the requirements of ASTM F959 and
shall, as a minimum, include the following:
* Manufacturer
* Bolt tension
* Average gap opening
e.
Material test reports for common bolts, nuts and washers shall
be in complete conformance to the requirements of ASTM A307
and shall, as a minimum, include the following:
* Manufacturer
* Grade and chemical composition
* Hardness
* Tensile strength
* ASTM designation and grade of nut
* ASTM designation and grade of washer
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Raytheon Engineers &
Constructors
CLIENT:
Wild Goose Storage
JOB/INQUIRY NO.: 77052.001
FACILITY:
Wild Goose Gas Storage
SPEC NO.: C05.03T
LOCATION: Butte County, California
SPECIFICATION
For
ERECTION OF STRUCTURAL AND MISCELLANEOUS STEEL
This title page is a record of all revisions of the specification. Each
time the specification is changed,
only the new
or revised pages are issued. For convenience, the nature of each revision is briefly noted
below.
REV. NO.
DATE
BY
CHECKED
APPROVAL
PAGES
NATURE OF REVISIONS
A
10/28/97
RVO
VV
All
For Client Review s
0
02/11/98
RVO
��.
is
Approved for Construction
�OQROFESSlpy9l
`r 37 8'P 8
st C►VI�.
9lE
Of C
Rev.
LEAD
LEAD
LEAD
LEAD
LEAD
LEAD
LEAD
LEAD
CON
No.
PROC
MECH
PIPE
CIVIL
STRUC
ARCH
ELEC
I&C
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PEM
PM CDE
SUP
A
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JRW
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Distribution:
Per Project Distribution Matrix,
SPECIFICATION FOR Project No. 77052.001
ftVffmon Engineers & . ERECTION OF Spec. No. C05:03T
Constructors STRUCTURAL & MISCELLANEOUS STEEL Page i
TABLE OF CONTENTS
SECTION PAGE
1.
SCOPE...................:.........:.....................:........:....................c............................
1
2.
WORK AND ITEMS FURNISHED BY CONTRACTOR
3.
APPLICABLE PUBLICATIONS .
4.
MATERIALS "
5.
RECEIVING.AND STORAGE....................................:.........:....:............................
5
6.
STRUCTURAL STEEL ERECTION - GENERAL..................:........:.........................::
6
7.
BOLTED CONNECTIONS.......................:...................:.........................................
7
8. •
WELDED CONNECTIONS
9.
CRANE RAIL AND MONORAIL ERECTION :........................ ...................................
8
10.
MISCELLANEOUS STEEL ERECTION
11.
FIELD TOUCHUP PAINTING ................................................... mss.
..
12. •
ERRORS.......................................................:....................................................
10
13.`
SUBMITTALS...................................................................... . .............. ....
11
14.
-CLEANUP .........................
15.
INSPECTION................................................................................................
12
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+ SPECIFICATION FOR Project No. 77052.001
RayllMM Engineers & ERECTION OF Spec. No. C05 -03T,
Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 1 of 12
1. SCOPE
1.1 This Specification governs the erection of structural and miscellaneous steel.. Erection
includes furnishing labor; materials and equipment necessary to receive, unload, store,
remove from storage and erect steel in accordance with this Specification.
1.2 Structural and miscellaneous steel shall be fabricated and delivered by the Fabricator to
the Project site.
1.3 Structural and miscellaneous steel, grating, and associated materials shall be received,
unloaded, stored, protected, removed from storage, -transported to the point of erection
and erected. Such items consist of, but are not limited to, the following:
1.3.1 Columns, . beams, girders, trusses, girts, purlins, bracing, column base and
bearing plates, steel framing and accessory steel
t ,
1.3.2 'Structural steel door, window and opening frames and lintels where indicated. as
part of the work ofthisContract.
1.3.3 All steel stairs, including stringers, treads, nosings, landings, bracing and struts.
1.3.4 Handrails and kick plates.
1.3.5 Metal ladders, safety cages, and gates.
1.3.6 Metal. and/or fiberglass grating.
1.3.7 Crane rail, including joint bars, clamps, and stops.
1.3.8 Raised pattern floor plate. ,
1.3.9 Equipment supports and hangers. I
1.3.10 Pipe and cable tray support beams.
1.3.11 High strength and common bolted connections, including .field'bolts and shims.
1.3.12 Fabric reinforced neoprene or other proprietary .bearing pads, bushings, etc.,
required in conjunction with the structural steel erection.
1.4 Column baseplates and beam :bearing plates shall be grouted as shown on the drawings
and in accordance with Project Specification B05.04T.
1.5 Subcontractor shall furnish the following:
1.5.1: Any high strength or common bolt fasteners (including. washers, nuts, bolts,
Direct Tension Indicators) in excess of the 2% extra furnished by the Fabricator
that are required to complete the erection shall be furnished, by the
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SPECIFICATION FOR Project No. 77052.001
Ray111COVll Engineers & ERECTION OF Spec. No. C05 -03T
Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 2 of 12
Subcontractor, at his expense, and shall conform to the requirements of this
Specification.
1.5.2 Welding electrodes and supplies as required to complete field erection.
1.5.3 . Weldable studs to complete assembly of members
1.5.4 Paint for repairing damaged/abraded ferrous surfaces
1.5.5 Labor, material and equipment required to grout all base plates.
1.5.6 Rigging tools, slings, shackles, etc., as required, to erect structural and
miscellaneous steel.
1.5.7 Non -shrink grout as per Project Specification B05.04T.
12. WORK AND ITEMS FURNISHED BY CONTRACTOR
2.1' The Contractor will furnish the following materials, services and equipment:
2.1.1 Permanent survey monuments for horizontal and vertical control at locations
shown on the Drawings. The Subcontractor shall transfer working lines and
grades necessary for his operations. .
2.1.2 Space for the Subcontractor's temporary buildings, storage of materials and
parking near the main plant area, as designated and approved by the Contractor.
2.1.3 Foundations, including anchor bolts and other embedments, in place by others.
2.2 The Fabricator, shall prepare shop and erection drawings. The'. Engineer's design
Drawings and the shop and erection drawings shall be furnished to the Subcontractor.
Work shall be performed in accordance with these drawings and this Specification.
3. APPLICABLE PUBLICATIONS
The latest editions of the following specifications, codes and standards, including revisions
and supplements in effect on May 1, 1997, form a part of this Specification in their entirety,
except as modified by this Specification.,
3.1 American Institute of Steel Construction (RISC)
Manual of Steel Construction, ASD
Specification for Structural Steel Buildings
Code of Standard Practice for Steel Buildings and Bridges
3.2' Research Council on Structural Connections.
Specification for Structural.Joints Using ASTM A325 or A490 Bolts.
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SPECIFICATION FOR Project No. 77052.001
ftVHMM Engineers & " ERECTION OF Spec. No. C05 -03T
Constructors STRUCTURAL & MISCELLANEOUS STEEL' Page 3 of 12
3.3 : American Society for Testing and Materials (ASTM)
A36
Specification for Structural Steel.
A53
Specification for Pipe, Steel, Black and Hot -Dipped, Zinc -Coated Welded and
Seamless.
A90
Test Method for Weight of Coating on Zinc -Coated (Galvanized) Iron or Steel
Articles.
A108
Specification for Steel Bars, Carbon, Cold -Finished, Standard Quality.
Al 23
Specification for Zinc (Hot -Galvanized) Coatings on Products Fabricated from
Rolled, Pressed, and Forged Steel Shapes, Plates, Bars and Strip.
A143
Practice for Safeguarding Against Embrittlement of, Hot -Dip Galvanized
Structural Steel Products and Procedure for Detecting Embrittlement.
A153
Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware.
A307
Specification for Carbon Steel Externally Threaded Standard Fasteners.
A325
Specification for High -Strength Bolts for Structural Steel Joints.
A384
Practice for Safeguarding Against Warpage and Distortion During Hot -Dip
Galvanizing of Steel Assemblies.,
A385
Practice for Providing High -Quality Zinc Coatings (Hot -Dip).
A 446
Specification for Steel Sheet, Zinc -Coated (Galvanized) by the Hot Dip
Process, Structural (Physical) Quality
A500
Specification for Cold -Formed Welded and Seamless Carbon Steel, Structural
Tubing in Rounds and Shades.
A525
Specification for General Requirements for Steel Sheet, Zinc -Coated
(Galvanized) by the Hot -Dip Process.
A563
Specification for Carbon avid Alloy Steel Nuts.
A569
Specification for Steel, .Carbon (0.15 Maximum Percent) Hot -Rolled Sheet
and Strip, Commercial Quality.
B695
Specification for Coating of Zinc Mechanically Deposited on Iron and +Steel.
E165
Practice for Liquid Penetrant Inspection Method.
E709
Practice for Magnetic Particle Examination.
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4.1.1 Welding electrodes for carbon steel materials `shall have a 70,000 psi
minimum tensile strength and comply with .Table 4.1, AWS D1: Y.
4.1.2 Grout shall conform to the requirements of Grouting Specification. for
Equipment and Structural Support, specification-, No.. B05.04T and as
specified on the Drawings.
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SPECIFICATION FOR Project No. 77052.001
ftVHlem Engineers & ERECTION OF Spec. No. C05=03T
Constructors STRUCTURAL.& MISCELLANEOUS STEEL, Page --4-.of 12
F436 Specification for Hardened Steel Washers.
F959 Specification for Compressible -Washer -Type Direct Tension Indicators for
Use with Structural Fasteners.
3.4
American Welding Society (AWS)
D1.1 Structural Welding Code
3.5
Steel Structures Painting Council (SSPC)
PA1 Shop,. Field and Maintenance Painting
SP2 Hand Tool Cleaning
SP3 Power Tool Cleaning
SP7 Brush -Off, Blast Cleaning
3.6
`Crane Manufacturer's Association of America (CMAA)
CMAA Specification #70 and #74 - Specification for, Electric Overhead Traveling
Cranes.
3.7
Occupational Safety and Health Administration (OSHA)
Title 29, Part 1910, Occupational Safety and Health Standards
Title 29, Part 1926, Construction Safety, -and Health Regulations.
3.8
Project Specifications
Grouting . Specification for Equipment and Structural Support,. Specification No.
B05.04T.
3.9
Should a conflict be found between 'the listed codes and standard and this
Specification and/or Project, Drawings, the conflict"•shall be submitted to the Engineer
.for resolution prior to proceeding with the" affected work.
4. MATERIALS
4.1
The Subcontractor shall furnish the following materials .
4.1.1 Welding electrodes for carbon steel materials `shall have a 70,000 psi
minimum tensile strength and comply with .Table 4.1, AWS D1: Y.
4.1.2 Grout shall conform to the requirements of Grouting Specification. for
Equipment and Structural Support, specification-, No.. B05.04T and as
specified on the Drawings.
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SPECIFICATION FOR Project No. 77052.001
ftVHmwn Engineers & ERECTION OF Spec. No. C05 -03T
Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 5 of 12
4.2 Should the Subcontractor be required to furnish various materials, they shall conform
to the latest editions of the specified codes, standards and regulations, as indicated,.
and as specified herein.
4.2.1 Structural steel shapes and plates shall conform to ASTM A36.
4.2.2 Steel pipe .for handrail shall conform to ASTM A53, Grade B.
4:2.3. High-strength bolts shall conform to ASTM A325, Type 1
4.2.4 Common bolts shall conform to ASTM A307, Grade A with heavy hex nuts
as required.
4.2.5 Nuts for A325 bolts shall conform to ASTM A563, Grade DH.
4.2.6 Washers shall conform to ASTM F436.
4.2.7 Direct Tension Indicators shall be as manufactured by J&M Turner, Inc., or
Engineer approved equal, and shall conform to ASTM F959.
4.2.8 Weldable studs, 7/8 inch diameter and smaller, shall conform to ASTM
A108 and be "Nelson Studs" as manufactured by Nelson Stud Welding
Company, or Engineer approved equal. .
4.2.9 Paint for touch-up of prime paint shall be the same as the shop applied
primer applied by the Fabricator
4.2.10 Paint for touch-up of galvanized steel shall be "Galvanox Type 1 " as
manufactured by Subox Division of Carboline Company or an Engineer
approved substitute. .
5 ' RECEIVING AND STORAGE
The Subcontractor shall furnish labor, equipment and materials to unload and place in storage
the deliveries of structural steel and miscellaneous steel.
5.1 A visual inspection of delivered materials shall be performed by the Subcontractor
prior to unloading. Any damage shall be brought to the attention of and
acknowledged by the Fabricator's delivery agent prior to unloading and the Contractor
shall* be advised of the damage in writing.
5.2 Bills of Lading shall be checked as materials are unloaded. Shortages shall be
acknowledged by the Fabricator's delivery agent's initials on the Bill of Lading and the
Contractor advised in writing. No claims will be allowed.the Subcontractor for material
shortages or damages unless the Subcontractor so notifies the Contractor, in writing,
within two weeks after receipt of the materials.
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SPECIFICATION FOR Project No. 77052.001
MVHMM Engineers & ERECTION OF Spec. No. C05 -03T
Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 6 of 12
5.3 The materials shall be handled and stored in a manner that will: preclude physical
damage, reduce coating damage, water -holding pockets and surface contamination.
5.4 The' inventory control shall include, in addition to the materials, the storage location of
the material.
5.5 Unloading operations shall be performed with minimum delay. Any cost of demurrage
resulting from the Subcontractor's neglect to unload materials promptly shall be the
expense of the Subcontractor.
6. STRUCTURAL STEEL ERECTION - GENERAL
The Subcontractor shall furnish labor, equipment and materials, including erection bolts,
welding: electrodes, drift pins, etc., for removal from storage and erecting of structural and
miscellaneous steel. Erection shall comply with the following and the requirements of the
applicable publications unless otherwise specified or noted on the Drawings.
6.1 Erection shall be in accordance with "Approved for Construction" Drawings and
Fabricator's "Certified for Construction". shop and. erection drawings and. the AISC
"Manual of Steel Construction," including the "Specification for Structural Steel
Buildings," and the "Code of Standard Practice," unless otherwise specified or noted
on the approved Drawings.
6.2 Splicing of compression members shall be done after the abutting surfaces have been
brought into contact. Bearing surfaces shall be cleaned with burrs removed prior to
assembly.
6.3. No connections or splices shall be made in the field except where shown on the
approved drawings or as otherwise approved by the Engineer.
6.4 Base and bearing plates shall be supported and aligned on steel wedges and shims.
After the supported members have been properly positioned and the anchor nuts
tightened, the entire area under the plate will be grouted in accordance with "Grouting
Specification for Equipment and Structural Support", Specification No. B05.04T.
Wedges and shims shall be cut-off flush with edges of the column base or bearing
plates where required to achieve a neat appearance.
6.5 The Subcontractor shall furnish and install all temporary bracing and/or guying
required to enable the members and structure to resist seismic, wind, dead load, or
other loads imposed on the incomplete structure including such bracing as may be
shown on the design or erection drawings.
. 6.6 No bolting, other than temporary or for fit -up, or welding shall be performed until as
- much of the structure as will be stiffened thereby has been properly aligned and
plumbed to comply with the tolerances of AISC Code of Standard Practice for Steel
Buildings and Bridges.
6.7 The Work shall be securely bolted or welded to support all dead, live, wind or erection
loads prior to removal of temporary bracing or guys.
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SPECIFICATION FOR Project No. 77052.001
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Constructors . STRUCTURAL & MISCELLANEOUS STEEL Page 7 of 12
7. BOLTED CONNECTIONS
7.1 Unless welded connections are shown on approved drawings or otherwise approved
by the Engineer, all field connections shall be bolted.
7.2 Field connections for. secondary members, such as stairs, ladders, handrails and girts,
may be bearing -type connections made with "common or regular bolts" conforming to
ASTM A307. "Common or regular ' bolts" shall be tightened to a "snug -tight"
condition. "Snug -tight" shall be defined as the full effort of a man using an ordinary
"spud" wrench.
7.3 Field 'connections for primary connections shall be bearing type connections. All high-
strength bolts shall have one plain hardened washer under the turned element (nut or
bolt head).A hardened beveled washer shall be used where the outer face of the
bolted parts has a slope greater than 1:20.
7.3.1 Bearing connections: High strength bolts shall be installed in a standard
sized hole and shall be tensioned to the full pre -tension requirements of the
"Specifications for Structural Joints Using ASTM A325 or A490 Bolts."
7.3.2 Direct Tension Indicators shall be used under the non -turning part of the
connection.
7.3.3 Prior to tightening bolts, all plies. of the connection shall. be drawn into firm
contact: Tightening of bolts shall progress from the most rigid part of the
connection to its free edges.
7.3.4 Provided that the above procedure has been followed, the. control of
tightening of high-strength bolts shall be as follows:
The clamping force shall have caused the protrusions of the Direct Tension
Indicators to partially flatten and thus reduce the gap between the Direct
Tension Indicators and the surface of the bolt -nut assembly to the prescribed
measurement as established by the Manufacturer.
7.4 If a connection is shown on the drawings to be slip. -critical, bolts shall be installed as
follows:
7.4.1 Slip -critical connections are designed for a class "A surface condition. High
strength bolts shall be installed in standard or over -sized holes, and shall be
tensioned to the full pre -tension requirements of 'the "Specifications for
Structural Joints Using ASTM A325 or A490 Bolts."
7.4.2 Direct Tension Indicators shall be used under the non -turning part of the
connection.
7.4.3 Hardened washer shall be used under the turned part of the connection.
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SPECIFICATION FOR Project No. 77052.001
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Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 8 of 12
7.4.4 Prior to tightening bolts, all plies of the connection shall be drawn into firm.
contact. Tightening of bolts shall progress from the most rigid part of the
connection to its free edges.
7.4.5 Provided that the above procedure has been followed, the control of
tightening of high-strength bolts shall be as follows:
The clamping force shall have caused the protrusions of the Direct Tension
Indicators to partially flatten and thus reduce the gap between the Direct
Tension Indicators and the surface of the bolt -nut assembly to the prescribed
measurement as established by the Manufacturer.
7.5 The installation of all high-strength bolts shall be supervised and inspected by an
inspector retained by the Contractor. Inspection shall be as specified in Paragraph 16,
"Inspection." In the event bolting operations or in-place bolts do not meet
specifications, corrections shall be made by the Subcontractor as directed by the
Engineer.
7.6 Drift pins may be used to bring parts into alignment, but shall not be used in a manner
which will distort or damage the structural steel. Gas cutting shall not be used to
enlarge holes. Suitable reaming devices shall be used if minor enlargement of holes is
necessary.
8. WELDED CONNECTIONS
8.1 Field welding shall not be permitted unless shown on the approved drawings, or
directed in writing by the Engineer.
8.2 Where welding or tacking is required, it shall be performed by welders or tackers who
are qualified in accordance with the requirements of AWS "Structural Welding Code"
D1.1 and have passed such qualification tests within the six (6) months prior to start
of erection work. .
8.3 Prior to use of any welder or tacker on the work, the Subcontractor shall submit
legible reproductions of the qualification test report(s) for each welder or tacker for..
each class of work, to be done in accordance with the governing code(s). Two (2)
copies of each welder qualification report shall be delivered to the Contractor.
8.4 Welding shall be performed in accordance with the approved drawings, the AWS
"Structural Welding Code" D1.1 and the requirements set forth in the AISC
"Specification for Structural Steel Buildings."
9. CRANE RAIL. AND MONORAIL ERECTION
Crane rails shall be installed straight; parallel =and level at the elevations shown on the
Drawings. Tolerances shall be as set forth in CMAA Specification No. 70 and No. 74. Vertical
and horizontal variations shall not exceed plus or minus (±) one-eighth (1/8) inch,.
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10. MISCELLANEOUS STEEL ERECTION
10.1 Holes for pipes passing through the grating, which are not provided in the fabricator's
shop, shall be cut and banded in the field in accordance with field measurements of
the pipes in place. Field cut openings 10 inches in diameter or 12 inches in diagonal
or larger shall be banded with 5-1/4 by 1/4 inch plate with 4 inch projection above the
top of grating. Smaller openings shall be banded with 2-1 /4 by 3/16 inch bar with 1
inch projection above the top.of grating. All field cut grating shall be cleaned and
have any damaged galvanizing repaired by using "Galvanox Type • 1", including
banding.
10.2 Holes for pipes shall clear the pipe, or pipe insulation, by not less than one (1) inch or
more than 1-1 /2 inches, except that the arrangement shall allow for the displacement
of pipes due to their expansion or contraction without contact between the grating
and pipe or pipe insulation.
10.3 Grating panels shall be anchored to supporting members as shown on the approved
drawings. Anchors shall consist of 1/4 inch welded stud bolts with hexnut and steel
clip, furnished by the steel fabricator, or other proprietary anchorage devices as
approved by the Engineer.
10.4 Grating panels shall be attached with a minimum of four clips. Extra clips shall be
installed as required to provide a smooth walking surface without vertical offsets
exceeding 1/8 inch at adjacent panels.
10.5 Removable floor plate shall be attached to supporting steel with 1/2 inch diameter
countersunk flat head, zinc plated, thread rolling tapping screws conforming to SAE
J81. The screws shall be spaced not more than 2 feet 6 inches on centers, with a
minimum of four bolts per panel unless otherwise shown on approved drawings. All
other floor plate shall be plug welded to supporting steel with 1/2 inch diameter plug
welds at 2 feet spacing with a minimum of four welds per panel. All plug -welded
floor plate shall be cleaned and have any damaged galvanizing repaired by using.
"Galvanox Type 1."
10.6 Adjacent floor plate panels or floor plate panels adjacent to other types of walking
surfaces shall be installed in such a manner as to ensure that no more than 1/8 inch
difference in height shall exist between the adjoining surfaces. This may, be
accomplished by straightening the floor plate panels and/or by adding additional, bolts
(in the case of removable floor plate) or welds.
10.7 Handrail and posts shall be installed 'in accordance with approved drawings.
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SPECIFICATION FOR Project No. 77052.001
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11. FIELD TOUCHUP PAINTING
.11.1 The Subcontractor -shall perform field touch-up painting f or the erected stee'l as
\12.
11,4
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1-1.1.1 Scarred,or abraded shop primed surfaces.
11.1.2 Areas left unprimed by the Fabricator for field welding operations.
11.1.13. Shop applied primer damaged by field welding.
ll l 4 Held installed bolted connections for exteristeel.Painting of bolted
connections made in the field shall not commence until after the bolts have
'been tightened, inspected and'approved by the Contractor's inspector.
Galvanized surfaces that have,been abraded, field cut, or damaged by field
Ferrous surfaces specified above shall be prepared in accordance with SSPC-SP3 44e-.
-3 "Power Tool Cleaning."
' '
The Subcontractor shall communicate with the Fabricator to ensure that the touch-up
primer iothe same paint asthe shop primer.
`
'
Application and curing of paint ` shall be in strict accordance with the Manufacturer's,
instructions andSSPC'PA1. A.rninirnurn of one coat of primer shall boapplied to the
prepared surfaces.
11'5 Prepared areas of galvanized nnataha|o mhoUbo with a minimum of two coats
of "Go|vanox Type 1" as manufactured by 'the Subox Division of the Corboline
Cheniica| Company. Ga|vonox shall be applied in accordance ' With the Manufacturer's
recornnmondationo.
ERRORS '
12.1 Errors in detailing and/or fabrication or deformation causedbyimproper handUng''
xxhich prevont,proper amsernb| '' shallbe reported immediately to the Contractor.U
A
field corrections or modifications, to main members such as rigid fnannoo' bracing,
.baaplo' inJena' and columns shall besubmitted tothe Engineer for approval.
.
Corrections or modifications to secondary, Uons shall be coordinated 'with the
�
112.1.1 In general, corrective -actions will be one of the following:
a. The Fabricator will make the corrections if such corrections will not
adversely affect the Project schedule.
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SPECIFICATION FOR Project No. 77052.001
RayHMM Engineers & ERECTION OF Spec. No. C05 -03T
Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 11 of 12
b.. The Subcontractor shall make the corrections after consulting with the
Fabricator.
12.1.2 Use of .gas cutting for correction of errors shall be permitted only when
approved by the Engineer.
12.2 Work that is not in conformance to this Specification or damage to materials resulting
from actions of the Subcontractor in the performance of the Work shall be corrected,
at the expense of the Subcontractor as directed by the Engineer. The Subcontractor
shall notify the Contractor in writing of such damage or non-conformance.
113. SUBMITTALS
13.1 In addition to the inspection reports and welder's qualification reports to be submitted
to the Contractor by the Subcontractor, two copies of the following documentation
shall also be submitted to the Contractor as soon as possible and prior to erection or
use of materials delivered by the Fabricator.
13.1.1 Material Received Reports
13.1.2 Overage- Shortage - Damage Reports
13.1.3 Fabrication Error Reports •
13.1.4 Fabricator's Certification and Material Test Reports, submitted with each
delivery
13.2 Prior to final inspections and acceptance by the Contractor or his representative, the
Subcontractor shall submit to the Contractor four copies of a certificate of
conformance to this Specification.
114. CLEANUP
14.1 Upon completion of erection and prior to the Contractor's final acceptance of the
Work or'any portion of the Work, the Subcontractor shall remove all falsework, debris,
rubbish and unused materials furnished by the Subcontractor from his Work areas and
the Project or from the Work area.if acceptance is for a portion of the Work.
Disposal of the above shall be at the Subcontractor's expense.
14.2 The Subcontractor shall leave his Work areas neat and clean and subject to approval
of the Contractor so that subsequent construction can proceed.
14.3 The Subcontractor shall, in addition to the above, dispose of unused material
furnished by the Contractor as directed by the Contractor.' Such material is not to be
removed from the Project site unless directed by the Contractor.
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SPECIFICATION FOR Project No. 77052:001
ftVHMM Engineers & ERECTION OF Spec. No. C05 -03T
Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 12 of 12
15. INSPECTION
15.1 Throughout all periods of erection, the Contractor or his representatives may inspect
portions or components of the erected structures. The Subcontractor shall provide
access for him, and shall provide cooperation and assistance as may be requested.
15.2 The installation of high-strength bolts will be supervised and inspected by an inspector
retained by the Contractor. The Subcontractor shall provide required labor, safe
access and work space for the proper testing and inspection of all bolted connections.
15.3 Inspection of bearing type high-strength bolted connections will be made by visually
inspecting the connection to insure that the plies of the connection are in firm contact
and that the protrusions of each Direct Tension Indicator have been flattened to the
proper extent.
15.4 Inspection of slip -critical high-strength bolted connections, if required, will be made by
checking the average gap of each Direct Tension Indicator of the assembly with a
feeler, gage. The feeler gage will be used as a "No -Go" inspection tool. If the gage
does not enter the gap, but a gap is evident, the installation will be considered
satisfactory.
15.5 All field welding shall be 100 % visually inspected by the Subcontractor and
documented on inspection reports. The standard for visual acceptance shall be in
accordance with AWS D1.1. If, based on this standard, the weld is: rejected, the
entire weld shall be gouged out for a distance equal to the length of the crack plus
two inches at each end of the crack, then rewelded, following accepted welding
procedures, at the Subcontractor's expense. Such rewelding is subject to
reinspection.
15.6 The cost of visual weld inspection and non-destructive testing is to be a part of the
Subcontractor's expense. If AWS qualified inspectors are not a ,part of the
Subcontractor's Quality Control Program, an independent testing lab, employing AWS
QC 1 certified inspectors, shall be retained by Subcontractor at the Subcontractor's
expense. The Subcontractor's inspectors shall not be involved in production work
while acting as an inspector.
15.7 All full penetration field welds shall be 100 % ultrasonically tested per tension weld
criteria of AWS D1.1, Section 6, Part C, using an ASNT-TC-1 A Level II Certified
nondestructive testing technician. Where shown on the Drawings, fillet and partial
penetration field welds shall be magnetic particle inspected. Also, a minimum of 10%
of the remaining field welds shall be selected for testing at the discretion of the
Engineer's Inspector. Where magnetic particle testing is impossible due to
construction configuration or inaccessibility, dye penetrant inspection may be used
with prior written approval of the Engineer's Inspector. Inspection shall be performed
in accordance with AWS D1.1.
15.8 Reports of weld test results for the non-destructive examination program. shall be
submitted to the Engineer's Inspector for review after testing is completed.
G:\H0MENE6B28\WLDG00SE\C05-03T
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Raytheon Engineers &
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10
CLIENT: Wild Goose Storage
JOB/INQUIRY NO.: 77052.001
FACILITY: Wild Goose Gas Storage
NO.: B05.04T
LOCATION: Butte County, California
_SPEC
GROUTING SPECIFICATION
For
-
EQUIPMENT AND STRUCTURAL SUPPORT
This title page is a record of all revisions of the specification. Each time
the specification is changed, only the new
or revised pages are issued. For convenience, the nature•of each revision is briefly noted below.
REV. N0.
DATE f
BY
CHECKED
APPROVAL
PAGES
NATURE OF REVISIONS
A
'10/16/97
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All
For Client Review
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Approved'for Construction
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GROUTING SPECIFICATION Project No.
ftVHWM Engineers & FOR Spec. No.
Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page
77052.001
B05.04T
i
TABLE OF CONTENTS
SECTION
Page
1.
SCOPE................................:..:...........:.......:...............::....:.............:...
1
2.
CODES AND STANDARDS ......:...........
3.
MATERIALS...................:...................................................................
2
4.
EPDXY GROUT..........................................,..:.......::.....:::......:.............
2
5.
DELIVERY, STORAGE, HANDLING AND SUBMITTALS ...........................
3
6.
PROPORTIONING AND MIXING................................:...........................
3
7.
USE -AND LOCATION......................................................I....................
5
8.
PREPARATION FOR INSTALLATION ......... ................... I............................
5
9.
PLACING - NONSHRINK AND DRY -PACK GROUT ...................................
7
10.
PLACING - EPDXY GROUT.................................................:.................
8
11.
FINISHING, CURING AND PROTECTING ................................................
8
12.
SAMPLING AND TESTING ................
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GROUTING SPECIFICATION Project No. 77052.001
Rayl'1Wm Engineers & FOR Spec. No. 'B05.04T
Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 1 of 10
1. SCOPE
This Specification shall govern the furnishing, storing and installing of grout. The work
may include but not be limited to the following:
Grouting steel column base plates, equipment bases and sleeved anchor bolts.
Grouting anchor bolts, reinforcing bars and dowels into existing concrete.
2. CODES AND STANDARDS
The latest editions of the following codes, specifications, standards and publications with
applicable supplements and revisions thereto in effect on May 1, 1997 form a part of.this
Specification by reference as if published in full content.
2.1 American Society for Testing and. Materials Standards (ASTM)
C31 Making and Curing' Concrete Test Specimens in the Field
C109 Test for Compressive Strength of Hydraulic Cement Mortars (Using
2 -inch or 50 -mm cube specimens)
C150 Specification for Portland Cement
C191 Time of Setting of Hydraulic Cement
C404 Specification for Aggregate for Masonry Grout
C827 Early Volume Change of Cementitious Materials
C881 Specification For Epoxy -Resin -Base Bonding Systems for Concrete
C882 Standard Test Method for Bond Strength of Epoxy -Resin Systems Used
with Concrete
C1090 Test Method for Measuring Changes in Height of Cylindrical Specimens
from Hydraulic Cement Grout
C1 107 Packaged Dry, Hydraulic -Cement Grout (nonshrink)
2.2. American Concrete Institute Design Standards (ACI)
ACI 347 Recommended Practice for Concrete Formwork
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GROUTING SPECIFICATION Project No. 77052.001
HaVH M Engineers & FOR Spec. No. B05.04T
Constructors EQUIPMENT. AND STRUCTURAL SUPPORT Page 2 of 10
3. MATERIALS
3.1. Cement
Cement shall be an approved brand of Portland cement conforming to ASTM
C150, and shall be Type V, low alkali. Alkali content shall not exceed 0.60
percent as measured by the percent of sodium oxide plus 0.65.8 times the
percent of potassium oxide. Only one brand of cement shall be'used throughout
the work.
3.2. Aggre-gate
Fine aggregate for use in sand -cement dry -pack grout shall conform to the
requirements of ASTM C404 and shall be natural fine aggregate, size No. 2. Size
No. 1 having a fineness modulus between 2.6 and 3.0. may be used when
approved by the Owner.
3.3. Water
Water shall be clean and potable.
3.4: Nonshrink Grout
3.4.1. Nonshrink grout shall be a commercially available factory -premixed material
which is composed primarily of portland cement and natural mineral
aggregates. Grout mix that contains corrosive iron, aluminum, expansive
cement, gypsum or gas forming agents will not, be acceptable. The grout
shall be nonshrink when tested in accordance with ASTM C827 and ASTM
C1090 and shall conform to ASTM C1 107, Grade C. It shall have an initial
setting time of not less than 45 minutes when tested in accordance with
ASTM C191. The manufacturers recommendations for mixing and placing
must be printed on the outside of each bag. The grout must not require
vertical confinement or. capping.
3.4.2. Nonshrink grout shall show no vertical shrinkage (0.0%) in either. the
plastic or hardened state,. and a maximum expansion of 0.3% in the
hardened state.
4. EPDXY'GROUT
4.1. Epoxy grout shall be a two -component, 100 percent solids, 100 percent reactive,
moisture insensitive epoxy -resin system. Grout shalt conform to ASTM C881
standard for Type IV, Grade 3, epoxy resin adhesives. Epoxy grout shall be .
"Sikadur 31, Hi=Mod Gel" for vertical and overhead application and "Sikadur 32,
Hi -Mod" for horizontal application, both as manufactured by Sika Chemical
Corporation, or Engineer approved equal.
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GROUTING SPECIFICATION Project No. 77052.001
ftVHWM Engineers & FOR . Spec. No. B05.04T
Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 3 of 10
5. DELIVERY, STORAGE, HANDLING AND SUBMITTALS
5.1.- Materials shall be delivered in the original packaging, clearly labeled with .the
manufacturer's name, kind and name of product, batch number, date and "piace of
manufacture and instructions of use.
5.2. Nonshrink cement -based grout. and epoxy grout aggregate shall be delivered in
sound dry bags and epoxy grout liquid components in sealed containers. Grout
shall be stored in a dry, weatherproof area and within the temperature range
recommended by the manufacturer.
5:3. Any material which becomes damp or otherwise defective shall be immediately
removed from the site and disposed of at no expense to Owner.
6. PROPORTIONING AND.MIXING
6.1. Nonshrink Grout
6.1.1. Grout shall, be prepared irY strict accordance with the manufacturer's
recommendations. Mixing shall be with a mechanical mortar mixer. Hand
mixing will not be permitted. Grout shall be mixed as near as possible to
the location being grouted.
6.1.2. The grout components shall be conditioned for 24 hours prior to mixing to
the temperature specified by the grout manufacturer to produce the best
results.
6.1.3. Water shall be accurately measured or weighed and shall be added slowly
to assure efficient mixing and to obtain the desired consistency. Mixing
' shall be continued for a minimum of 5 minutes after adding the water, or
longer if necessary to obtain uniform consistency throughout the batch.
For locations where the grout must be flowed into place, additional water
may be used in batching, but not in excess ofd the maximum. amount .
recommended by the manufacturer. Mixing water having a temperature
above 80°F shall not be used.
6.1.4. Grout batches shall be limited to quantities that can be placed in
15 minutes. Retempering shall not be allowed. Grout that has'stiffened
due to delay in placing shall be discarded.
6.1.5. The cured grout shall develop a minimum compressive strength of 3000 psi
at 7 days, and 5000 psi at 28 days. Specimens shall be molded, cured and
tested in accordance with ASTM C109.
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GROUTING SPECIFICATION Project No. 77052.001
Rayfh m Engineers & FOR Spec. No. B05.04T
Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 4 of 10
6.2. Sand -Cement Dry -Pack Grout
6.2.1. Unless otherwise specified by the equipment manufacturer, his field
erection supervisor, or by the Engineer, dry -pack grout shall consist of two
parts sand to one part Portland cement. The surface -dry sand and cement
shall be thoroughly mixed for at least three minutes in a mechanical mortar
mixer having a capacity of not more than 2 cubic feet. The dry -mixed
material shall then be placed in a mixing box having sufficient area to hold
the material in a loose thickness of not more than 4 inches. Water shall be
added slowly to bring the mix to a uniformly dark color. The wetted grout
shall be mixed manually for not less than 5. minutes. Small amounts of
water shall be added until the consistency described below is attained.
6.2.2. Dry -pack grout shall contain only enough water so that a sample squeezed
in the hand will form a cast which will retain its shape when the hand is
opened. When broken, the cast shall break clean with no powdering or
crumbling. If water can be squeezed from the sample or, if during the test,
the palm of the hand becomes more than slightly moist, the mix shall be
considered too wet for use. Likewise, the mix shall be considered too wet
for use if it becomes more than slightly rubbery as it is being compacted.
At the proper consistency, the mix when solidly packed shall be just below
the point of being rubbery.
6.2.3. Grout batches shall be limited to quantities that can be used within 20
minutes. Grout shall not be retempered. Grout which has attained its
initial set, or which has contained its mixing water for more than 30
minutes, shall not be used.
6.2.4. Test samples of grout shall be two-inch cubes. Grout shall develop
compressive strengths of 3000 psi at 7 days and 5000 psi at 28 days.
Samples shall be compacted similar to field compaction and cured in
accordance with Section 7.3 of ASTM C31. Compressive. testing shall be
in accordance with ASTM C 109.
6.3. Eooxy Grout
6.3.1. Proportioning and mixing of epoxy grout shall be in strict accordance with
the manufacturer's instructions.
6.3.2. Grout shall develop a minimum compressive strength of 5000 psi at 24 hr.
and 10,000 psi at 28 days.
6.3.3. Grout shall meet the test requirements of ASTM C881 and C882.
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Raytheon Engineers. &
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7. USE AND LOCATION
GROUTING SPECIFICATION
FOR
Project No. 77052.001
Spec. No. B05.04T
EQUIPMENT AND STRUCTURAL SUPPORT Page 5 of 10
7.1. Unless modified by equipment manufacturer's recommendations, grouting for.sole
plates, jacking plates and other similar devices for equipment shall be
accomplished using nonshrink grout.
7.2. Grouting of machinery, pumps, compressors and other equipment having dynamic
operating forces shall be in strict compliance with the .equipment manufacturer's
recommendations. If the equipment manufacturer's recommendations are not
available, such machinery and equipment shall be grouted with nonshrink grout.
7.3. Grouting for tanks and vessels may be flowable nonshrink or dry -pack grout as
approved by the Engineer.
7.4. Column base plates having shear lugs, and column base plates to which access is
limited, shall be'grouted with nonshrink grout. Where accessible and without
shear lugs, column base plates may be grouted with dry -pack grout.
7.5. Epoxy grout shall be used for.anchoring reinforcing bars, dowels and anchor bolts
into existing concrete.
7.6. The Contra ctor'shaII obtain the Engineer's approval for specific grout applications
other than above.
8. PREPARATION FOR INSTALLATION
8.1. Preparation of Surfaces
8.1.1. Concrete Surfaces
a. All concrete surfaces which will be in contact with grout for
column base plates and equipment bases, "shall be chipped as
necessary to remove all laitance, unsound concrete, oil or grease
stained concrete, and shall be roughened to provide for good
bonding. The resulting concrete surface shall be free of dust or
loose particles with the aggregate exposed.
b. Concrete surfaces prepared as in (a) above which will be in contact .
with grout, other than epoxy grout, shall be saturated with water
and kept constantly wet by means of water -soaked burlap, fog
spray, or other approved means, for a period of not less than 24
hours prior to placement of grout. During placement of grout, the
wetted concrete surfaces which will be in contact with grout shall
be kept wet, but free from excess water.
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GROUTING SPECIFICATION Project No. 77052.001
FOR Spec. No. B05.0 4T
EQUIPMENT AND STRUCTURAL SUPPORT Page 6 of 10
When recommended by the grout manufacturer, concrete surfaces
shall be warmed or cooled to temperatures specified for best
results. V
8.1.2. Metal Surfaces
a. Metal surfaces which will be in contact with nonshrink or dry -pack
grout shall be cleaned of oil, grease, dust and loose material and
shall be at temperatures specified.
b. Reinforcing bars, dowels and anchor bolts, which are to be epoxy
grouted, shall be sandblasted to white metal and shall be clean, dry
and at temperatures specified.
8.1.3. Holes in Concrete
Holes drilled in hardened concrete for epoxy grouting of anchor bolts,
reinforcing bars and dowels shall be drilled with a rotary impact drill to a .
diameter 1/8 inch greater than the item to be installed in the hole. The
hole shall be cleaned with water to remove concrete dust and then dried.
Do not use compressed air to dry the hole unless it is oil -free air. The hole
shall be clean and dry prior to introduction of the epoxy.
8.1.4. Annular Space at Anchor Bolt Sleeve
Cast in place; anchor bolts will often be provided with pipe sleeves to
facilitate some adjustment of the bolt. The sleeve shall be carefully
cleaned of all debris, dried and protected from the entry of any foreign
material until the equipment or base plate is in place. The pipe sleeve shall
be grouted prior to grouting the equipment or base plate.
8.1.5. Forms
a. Forms for flowable grout shall conform to the grout manufacturer's
recommendations. The method of forming shall permit rapid and
complete filling of the space to be grouted, and shall keep the grout
in full contact with the underside of the base plate until the grout
has hardened. Forms shall be strong, tight, and braced such that
they will not leak or buckle under the weight of the flowable grout.
On the side where grout is to be placed, at least 6 inches shall be
allowed for the head of grout; the form shall be slanted at a 45
degree angle and the grout shall be placed directly on the slanted
face. On all other sides, the Contractor shall provide not less than 2
inches for the head of grout. Forms shall be caulked to prevent
leakage and loss -of head. Forms shall be treated with an approved'
wax or oil before grout placement to prevent bonding to the grout.
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GROUTING SPECIFICATION Project No. 77052.001
RaVHWM Engineers & FOR Spec. No. B05.04T
Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 7 of 10
b. Forms for dry -pack grout shall be sturdy, strong, and shall be
installed in accordance with- ACI 347. Forms shall be firmly
anchored to resist displacement while ramming the grout.
9. PLACING - NONSHRINK AND DRY -PACK GROUT
9.1. General
Unless otherwise permitted by the grout manufacturer and approved by the
Engineer, grout shall not be placed when the temperature at the foundation, base
plates, equipment or grout is below 40°F or above 90°F. When necessary,
temperatures .shall be established and maintained by use of heated enclosures or
by the use of sunshades, fans, water sprinkling, water soaked burlap or other
Engineer approved methods. In no event shall grout be placed at a higher or
lower temperature than the grout manufacturer recommends.
Grout shall not be placed until' the item to be grouted is in final position and
fastened. Items of equipment and columns shall have been brought to proper
elevation and alignment, leveled or plumbed as applicable, and anchor bolts
tightened.
9.2. Nonshrink Grouting
9.2.1. Grout shall be poured from one side only to avoid entrapping air. Provisions
shall be made in advance to relieve entrapped air from beneath foundation
plates.
9.2.2. Grout shall be placed quickly and continuously to avoid undesirable effects
of overworking, which results in segregation, bleeding and disturbing initial
set.
9.2.3. Doubled pieces of flexible steel strapping shall be used for rodding the
grout beneath the base plate. The strapping shall be moved slowly back
and forth to help flow the grout into place and to assure that air
entrapment is minimized. ,
9.2.4. Unless permitted by the manufacturer grout shall not be vibrated. Adjacent
operating machinery, if any, shall be shut down until the grout takes its
initial set.
9.2.5. As placing progresses and the space becomes filled with grout, measures
shall be taken to keep the grout in full contact with the underside of the
base plate until the grout has hardened..A 6 -inch head shall be maintained
in the form by the use of additional grout or by weighting the grout.
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GROUTING, SPECIFICATION Project No. 77052.001
'ftVHMM Engineers & FOR- Spec. No. B05.04T -
ConstruCtors EQUIPMENT AND STRUCTURAL SUPPORT Page 8 of 10
9.2.6. For large base„plates, the .grout may be placed using standpipes or a grout
pump through center. holes. Continuous flow .of the grout under this
pressure grouting' method' is imperative; and 'air relief holes shall be
provided at the high point of each section. Prior to commencing the
grouting, the Contractor shall obtain from the Engineer written approval of
the grouting procedure.
9.3. Dry -Pack Grouting
9.3.1. Bonding Coat
Immediately before, commencing dry -packing, all free water shall be
removed. and accessible- grouting surfaces of the concrete foundation shall
be brush coated, with a slurry of Portland cement. -The dry -packing shall
then be accomplished before the brush coat dries.
9.3:2. Packing ,
Packing under base plates.,shall be done by,backing up one side of the open
space and placing the mortar from the other side. The dry -pack grout shall
be placed by hand. Each addition _shall be rammed into place using suitable
hardwood rams and hammer. When the space between the base plate and
foundation. has been filled, the backing block shall be removed and the face
of.the grot. rammed- from the opposite side. Caution shall be exercised to,
avoid trying to ram too large a quantity of grout into place at one time,
.resulting in a porous pack.
10. PLACING - EPDXY GROUT
Application of epoxy grout shall �be in strict conformance, to the manufacturer's
recommendations. Surfaces to be exposed to the epoxy shall be clean, dry and sound
before application.
11.' FINISHING, CURING AND PROTECTING
1.1.A1. Edge Finish
11.1.1. Nonshrink grout
Nonshrink grout. shall be finished in accordance with., the manufacturer's
recommendations. Unless otherwise directed, by the Engineer or shown
on the, drawings, excess grout shall be removed 'and cut back to
terminate with a'45 degree, chamfer.
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GROUTING SPECIFICATION Project No. 77052.001
RaVHmm f Engineers & FOR Spec. No. 1305.04T
Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 9 of 10
11.1.2. Dry -Pack Grout
After the grout has taken some set, but before dry spots appear, the
grout shall have loose and excess grout trimmed away, and a fresh
dry -pack grout worked into the. surfaces and along edges. The grout
shall form a slope of approximately 45 degrees such that the top of the
.slope is at the bottom edge of the base plate or equipment foundation.
1 1.1.3. Epoxy Grout
Areas shall be cleaned of excess grout and troweled or ground to a
smooth finish to match the surrounding concrete.
11.2. Curing and Protection
During the curing period, grouted equipment shall not be operated nor shall.
grouted base plates of structural steel be subjected to lateral forces.
1 1.2.1. Nonshrink Grout
Grout shall be cured in accordance with manufacturer's
recommendations. Unless otherwise permitted -by the Engineer, the grout
shall be cured for a minimum of seven days at temperatures of 50°F to
80°F.
11.2.2. Dry -Pack Grout
After finishing and before dry spots appear, dry -pack grout shall be cured
by ponded water or wet burlap and maintained at temperatures of 50°F
to 80°F for at least seven days.
11.2.3. Epoxy Grout
Epoxy grout shall be cured in accordance with manufacturer's
recommendations.
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GROUTING SPECIFICATION Project No. 77052.001
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Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 10 of 10
12. SAMPLING AND TESTING
12.1. Testing Agency.
12.1.1. Throughout periods of grouting, the sampling and testing necessary to
verify suitability of materials and the grout mixture, and adequacy of the
in-place grout, will be determined by the Owner's testing laboratory.
12.1.2. The Contractor shall permit the Owner's testing personnel unrestricted
access to delivered or stored materials and to batching and mixing
facilities. The Contractor shall provide such cooperation and assistance
as may be required.
12.1.3. The Owner's sampling and testing representatives will report test results
together with their recommendations for acceptance or rejection, and
their recommendations for improvement or corrective measures to the
Engineer.
12.2. Samoling and Testing Methods
12.2.1. The Owner's testing representatives will recommend to the Engineer for
his approval, the kinds of tests and'the frequency of sampling and testing
required for adequate quality control of the grouting.
12.2.2. As a minimum, the following test shall be conducted for nonshrink grout.
12.2.3. Compressive strength shall be tested according to ASTM C109.
12.2.4. Plastic shrinkage• shall be tested according to ASTM C827.
12.2.5. Hardened shrinkage and expansion shall, be tested according to ASTM
C1090.
12.2.6. Initial setting time shall be tested according to ASTM C191.1.
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Raytheon Engineers &
Constructors
CLIENT: Wild Goose Storage
JOB/INQUIRY NO.: 77052.001
FACILITY: Wild Goose Gas Storage
`SPEC NO.: 808.01 T
LOCATION: Butte County, California
SPECIFICATION
For
SAMPLING, TESTING AND CONSTRUCTION
CONTROL.
OF CONCRETE, EARTHWORK AND STRUCTURAL
STEEL
This title page is a record of all revisions of the specification. Each time the specification is
changed, only the new or revised pages are issued. • For convenience, the nature of each
revision is briefly noted below.
REV. NO.
DATE
BY
CHECKED
APPROVAL
PAGES
NATURE OF REVISIONS
A
10/29/97
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For Client Review
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Approved for Construction
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Bayfton Engineers & SPECIFICATION FOR SAMPLING, Project No. 77052:001
ConstructorSTESTING AND CONSTRUCTION CONTROL OF Spec. No. B08.01 T
CONCRETE, EARTHWORK & STRUCTURAL STEEL Page - i
TABLE OF CONTENTS
SECTION PAGE
1 SCOPE..........................................................
.............................................
2.. REFERENCES AND STANDARDS .......................
............................................. 3.
3. TESTING AND INSPECTION - CONCRETE ..............................................
3
4. TESTING AND INSPECTION —EARTHWORK .................................................. 7
5. TESTING AND INSPECTION - STRUCTURAL STEEL ....................................... 8
6. DOCUMENTATION ....................................................................................... 11
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l ytheon Eng neerS & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001
Constructors AND CONSTRUCTION CONTROL OF Spec. No. 608.01 T
CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 1 of 10
1. SCOPE
The intent of this Specification is to describe the engineering services and work ,required to
perform sampling, testing and -inspection of concrete materials, mix designs, concrete,
earthwork materials and earthwork and to perform inspection and testing for structural steel
erection.
1.1 Description of the Work
The Testing Subcontractor awarded the work shall serve as the sampling, testing, and
inspection agent for the Owner and will be under the direct supervision of the
Construction Manager, performing all sampling, testing and inspection as herein
specified and as required by the Engineer or. the Construction Manager to maintain
quality control of work performed by others in construction of the Project. As part of
accomplishing the foregoing functions, the Testing Subcontractor shall:
1.1.1 , Provide and maintain laboratory and office facilities adequate for meeting
the testing needs of the Project, including peak periods of construction.
1.1.2 Provide and maintain during actual periods of sampling and testing, in the.
Testing Subcontractor's home office or jobsite field laboratory, a
professional engineer registered in the State of California to supervise all
technicians or personnel performing sampling,.testing_and inspection.
1.1.3 Provide at the jobsite, during the actual period of sampling and testing,
sufficient properly qualified and suitably equipped personnel to accomplish,
without delays in construction, all necessary sampling, field testing and
inspection.
1.1.4Assume full responsibility for taking, caring for, storing and transporting
samples and test cylinders.
1.1.5 Determine suitability of the concrete mix designs submitted by the
Contractors and, as directed by the Construction Manager.
1.1.6 Perform the following:
a. Sampling and testing of concrete aggregates, fibrous reinforcement,
cement, admixtures and curing agents as necessary to determine
compliance of materials with specification requirements.
b. Slump testing of concrete as discharged from transport vehicles.
c. Determining unit weight of concrete as discharged from transport
vehicles.
d. Monitoring temperature of delivered concrete during hot and cold
weather in accordance with ACI 305 and ACI 306.
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Bayfheon En&eers & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001
AND CONSTRUCTION CONTROL OF Spec. No. B08.01 T
COIlStruptors CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 2 of 1.0 "
e.. Determining air "content of concrete as discharged- from transport -
vehicles.
f. Making, curing and strength. testing of concrete test cylinders.
g. Making curing and strength testing of grout test samples.
h. Gradation analysis and classification of soil samples.
i. Moisture -Density Relationship tests to determine optimum density and
moisture content of soils and/or sands and gravels.
z
j. Determine in-place density and moisture content of compacted soils.
k. Verification testing of direct tension indicators.
I. Measure tension in tightened high strength bolts (A325) by means of a
Skidmore -Wilhelm device.
M. Verification testing of high strength bolt/nut assemblies.
n. 'Inspection of high strength bolts, nuts and washers as specified herein.
o. Inspect installed high strength bolts and direct tension indicators.
1.1.7 Recommend to the Construction Manager applicable measures, methods,
etc., which are necessary to correct deficient work of other Contractors.
1.1.8 Submit reports as specified herein.
1.1.9 Furnish all „labor, tools, equipment and supplies for accomplishing the
foregoing.
1 .2 Engineering Drawings and Specifications
1.2.1 The Construction Manager will furnish engineering drawings and
specifications to the Testing. Subcontractor awarded the work hereunder.
These documents, will be furnished at various intervals throughout the
performance of the work of this service agreement.
1.2.2 These documents, which define the construction work to be performed by
others at the project site,' shall be used by the Testing Subcontractor only
as reference material.
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RaVMeole Engineers & SAMPLING TESTING AND Project No. 76839.003
Constructors CONSTRUCTION CONTROL OF Spec. No. B08.01T
CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 3 of 12
1.2.2. These documents, which define the construction work to be performed by
others at the project site; shall be used by the Testing Subcontractor only
as reference material..
2. REFERENCES AND STANDARDS
2.1. The following Codes and Standards, • of the issues in effect on September 1,
1997, form a part of this Specification to the extent indicated by the references
thereto:
American Concrete Institute (ACI)
American Society for Testing and Materials (ASTM)
Research Council on Structural Connections (RCSC)
American Institute of Steel Construction (AISC) '
2.2. Should a conflict be. found to exist between any, applicable portion of the
referenced codes and standards and these, Specifications, the conflict shall be
submitted to the Construction Manager for resolution before proceeding with the
affected work.
3. TESTING AND INSPECTION - CONCRETE
3.1. Testing Materials for Concrete Work
3.1.1. Materials shall be inspected, sampled and tested by the Testing
Subcontractor in accordance with the requirements of the specification
under which each material is furnished. Applicable _test methods and
frequency of sampling and testing shall be compatible .with and include
the following:
Frequency of
Applicable Sampling and Results
Material Test Method Testing' Reauired
Cement ASTM C150 * Compliance w/spec
Concrete Aggregates ASTM C33 * * Compliance w/spec
Membrane -Forming ASTM C309 Compliance w/spec
Curing Compounds
Air Entraining ASTM C260 Compliance w/spec
Admixtures
Water Reducing ASTM C494 Compliance w/spec
Admixture. Type A
* Test shall be run only when directed in writing by the Construction Manager. ,
* * The complete test may be run once at the start of the Project and/or. if there is a
change in the source of aggregate. The complete test will not be run if the aggregate
source has been tested and certified by the supplier. Visual inspection, sieve analysis
and material finer than No. 200 tests will be conducted'at least once a month or more
frequently as directed by the Construction Manager.
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Rayf mn En&eers & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001
Constructors AND CONSTRUCTION CONTROL OF Spec. No. B08.01T
CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 4 of 10
3.1.2 The Construction Manager reserves the right to direct the Testing
Subcontractor to sample and test at a greater frequency than that specified.
3.2 Concrete Inspection, Sampling and Testing
The Testing Subcontractor shall perform the inspection, sampling and testing of
concrete as specified herein. Each technician performing such inspection shall serve as
the Construction Manager's representative and shall certify on the delivery ticket, or
other report, the acceptance or rejection of each load of concrete. Rejected concrete
shall not be placed in the work.
3.2.1 Visual Inspection
Each batch of concrete shall be visually inspected at point of discharge from the
transport vehicle. The delivery ticket for each batch shall be checked to insure
that the concrete being delivered is the proper class for, the intended use as
required by the drawings and specifications.
3.2.2 Slump Test
The first batch of each class of concrete produced each day and at least every
50 cubic yards delivered thereafter shall be sampled and tested in accordance
with ASTM C143 "Test for Slump of Portland Cement Concrete."
3.2.3 Entrained Air Content of Concrete
The first batch of each class of concrete produced each day and at least every
50 cubic yards delivered thereafter shall be tested in accordance with ASTM
C231 "Test for Air Content of Freshly Mixed Concrete by the Pressure
Method."
3.2.4 -Temperature
The temperature of all .concrete sampled shall be determined and recorded.
3.3 Rejection of Concrete
3.3.1 Any concrete which does not .meet the requirement of its' Class as set forth
in its specification when tested as specified in Paragraph 3.B.(1), 3.B.(2),
3.B.(3), or 3.B.(4), above shall be rejected.
3.3.2 Any concrete which has not been discharged from the delivery vehicle
within 1-1 /2 hours .after batching shall be rejected except during periods of
hot weather as defined by ACI 305, the time limit shall be 45 minutes or
commencement of initial set, whichever occurs first.
3.3.3 The Testing Subcontractor shall immediately notify the Construction
Manager when any concrete is rejected.
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Rayfton En&eerS & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001
Constructors AND CONSTRUCTION CONTROL OF Spec. No. 608.01 T
CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 5 of 10
3.4 Strenqth Tests During the Work
3.4.1 The Testing Subcontractor shall perform strength tests of the concrete
following ASTM C172, ASTM C31 and ASTM C39. Slump, air content,
temperature and unit weight shall be determined for each sample of
concrete which is to be used for a strength test.
3.4.2. A strength test shall consist of the average of two cylinders from the
same sample tested at the same age. A set of cylinders for strength
testing shall consist of 5 cylinders with one cylinder being designated as a
spare to be used in place of a defective cylinder at.either the seven or the
twenty-eight day test.
3.4.3 Strength tests of cylinders aged 7 days and 28 days shall be recorded
throughout the duration of the work for each day concrete is poured for
the following quantities of each class of concrete placed.
Placement No. of Tests.
Less than 25 cu yd per day Construction Manager may waive test
requirement
Less than 150 cu yd per day One set of cylinders for testing at 7 and
28 days
For each additional 150 cu yd One set of cylinders for
or fraction thereof testing at 7 and 28 days
For each 5000 sq ft of surface One set of cylinders for
area of slabs or walls testing at 7 and 28 days
Minimum number of strength tests shall be as per ACI 318 Paragraphs 5:6.1.2
and 5.6.1.3.
3.4.4 Additional tests may be requested by the Construction Manager to verify
adequacy of curing and protection of concrete or to verify strength of
concrete to permit early stripping . of forms. As a minimum, for each 500
cu. yards of each class of concrete placed in a day, two cylinders shall be
molded and cured under field conditions for testing at 7 days and 28 days.
3.4.5 The Testing Subcontractor shall notify the Construction Manager
- immediately by telephone or in person and submit written recommendations
for corrective action within 24 hours when a strength test indicates any' of
the following:
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Bayfton En&eers & SPECIFICATION FOR SAMPLING, TESTING Project No. 7.7052.001.
ConstructorsCONCRETE,
CONSTRUCTION CONTROL OF Spec. No. B08.01 T
CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 6"'.6f 10
a. The 28 -day strength of any test is less than the specified strength U.'
b. The strength of cylinders tested to verify curing and protection
methods is less than 85% of companion laboratory cured cylinders.
3.4.6 Since seven day strength tests give an indication of the twenty-eight day
strength the Testing Subcontractor shall notify the 'Construction Manager
immediately by phone or in person when seven day strength tests fall below
the following percentage of the specified 28 -day strengths:
Cement Type Percent
70
II 60
III 80
IV 50
V 60
3.5 Obtaining and Testing Drilled Cores
Where the results of the strength tests of the test specimens indicate that the
concrete_ as placed does not meet specified strength requirements, or where, in the
opinion of the Construction Manager, there is other evidence that the quality'of the
concrete is below specification requirements, the Construction. Manager may direct the
Testing Subcontractor to obtain and test drilled cores in accordance with'ASTM C42.
Results of tests on drilled cores shall be entered in and shall become a part of Testing
Subcontractor's weekly test reports submitted to the Construction Manager.
3.6 Grouting Inspection, Sampling and Testing
The Testing Subcontractor shall perform the inspection, sampling and testing of grout
placement as specified herein to verify the suitability of materials, grout mixture and
adequacy of the in-place grout.
3.6.1 The Testing Subcontractor shall recommend to the _Construction Manager
for his approval, the kinds of. tests and the frequency of sampling and,
testing required for adequate quality control of the grouting. As a minimum
the following tests shall be conducted for nonshrink grout:
a. Compressive strength shall be tested in accordance with ASTM C109.
b. Plastic shrinkage shall be tested in accordance with ASTM C827.
C. Hardened. shrinkage shall be tested in accordance with ASTM. C 1090.
d. Initial setting time shall be tested in accordance'with ASTM C191.
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Bayffieon Eng;l&eerS & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001 -
Constructors AND CONSTRUCTION CONTROL OF Spec. No. 1308.01T
CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 7 of 10
3.6.2 The Testing Subcontractor shall report test results, recommendations for
acceptance of rejection and recommendations for improvement or
corrective measures to the Construction Manager.
4. TESTING AND INSPECTION - EARTHWORK
4.1 Soils Sampling and Testing
Testing to Determine Suitability of Earthwork Materials
The Testing Subcontractor shall, as directed by the Construction Manager, determine
the suitability of earthwork materials to be furnished and. used on the Project site.
These tests, performed in sufficient quantity and frequency to determine that
suitability is being met or maintained, shall include, but not necessarily be limited to:
determination of liquid -limit and plasticity index in accordance with ASTM C117 and
ASTM C136, and abrasion and soundness according to ASTM C131, ASTM C535
and ASTM C88. Moisture -density relations shall be determined in accordance with
ASTM D698, ASTM D1557, ASTM D4253 or ASTM D4254 as required. Definitions
of suitable materials shall be as specified in the project Soil Report, project
specifications and shown on the engineering drawings which will be furnished to the.
Testing Subcontractor for the work of this sampling and testing service agreement.
4.2 Inspection to Determine Suitability of Exposed Soil Strata for Its Intended Use
The Testing Subcontractor shall inspect all excavations for structures and *pipe
and all subgrade preparation to determine that the proper soils strata has been
exposed and that the material exposed is satisfactory for its intended use as
shown on the drawings. When any non-conformance is observed it shall be
reported to the Construction Manager. The frequency and location of such
inspections shall be included in the weekly reports submitted by the Testing
Subcontractor to the Construction Manager.
4.3 Construction Control Testing and Inspection
4.3.1 During periods of the earthwork operation when material is being placed in
a structural. fill, backfill sub -base or any other area where a compaction
requirement is shown on the drawing, or stated in the specification, the
Testing Subcontractor, shall perform in place density tests on the material
that has been placed. The frequency of testing shall be as directed by the
Construction Manager but sufficient tests shall be taken to insure that the
equipment being used, and the procedures being employed, result in the
required compaction. As a minimum, density tests shall be performed
every 200 sq. yards of each layer of compacted fill placed for each major
foundation.
• 4.3.2 The Testing Subcontractor shall observe and inspect the fill material to
insure compliance with the specification.
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Raytheon En&eerS & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001
COriSti'l1CtOTS AND CONSTRUCTION CONTROL OF Spec. No. 808.01 T
CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 8 of 10
4.3.3 The Testing Subcontractor shall observe the fill placement procedure to
insure. that there is no deviation from the established procedure which is
known to produce the desired results.
4.3.4 Field (in-place) density test of compacted materials shall be performed in
accordance with ASTM D 1556, ASTM D2167 or ASTM D 2922 (nuclear
method).
5. TESTING AND INSPECTION - STRUCTURAL STEEL
5.1 Testing of Direct Tension Indicators
The Testing Subcontractor shall be responsible for field testing each lot of Direct
Tension Indicators (Load Indicator Washers) that will be used in the installation of
high strength bolts for field connections of the structural steel.
5.1.1 The Testing Subcontractor shall test three (3) washers from each lot for
each bolt diameter in a Skidmore -Wilhelm device to ascertain that the load
indicator washer, when installed in the same manner as they will be
installed in the structure, will result in a bolt tension 5% greater'than the
required proof load of the bolt when the gap has been closed to the
measurement specified by the manufacturer of the load indicating washer.
5.1.2 Impact wrenches shall be set to tighten the bolt and flatten the protrusions
on the load indicator washer to the specified measurement in ten seconds
or less after the wrench begins to impact.
5.2 Inspection of High Strength Bolts and Nuts
The Testing Subcontractor shall inspect each shipment of high strength bolt, nut
and washer assemblies.
5.2.1 The Testing Subcontractor shall ascertain that all certification and test
documentation as required by the project specifications has accompanied
the shipment and that the documents are applicable and traceable to the
particular shipment.
5.2.2 The Testing Subcontractor shall ascertain that all high strength bolts have
been properly packaged for shipment and that the bolts and nuts are
lubricated in accordance with the specification requirements.
5.2.3 The Testing Subcontractor shall be prepared to perform rotational capacity
tests on bolt assemblies, as required by ASTM, A325, if required for field
verification.
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Raytheon En&eers &SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001
Constructors AND CONSTRUCTION CONTROL OF Spec. No. ' B08.01 T
CONCRETE, EARTHWORK &.STRUCTURAL STEEL Page 9 of 10
5.3 Inspection of High Strength Bolted Steel Connections
5.3.1 General
The Testing Subcontractor shall inspect the work of the steel erector to insure
that proper "bolt up" procedures are followed at all times. Installation and
tightening procedures shall comply with the requirements of the RCSC
specification and the RISC.
5.3.2 Connections with Fully Pre -Tensioned Bolts
a. All plies of each connection are to be brought into snug contact prior
to final tightening of the bolts.
b. Tightening of the bolts shall begin at the most rigid part of the
connection and work outward until all bolts are tightened. On large
connections the bolts should only be tightened to approximately
50% of the final tension and the tightening cycle should be repeated
to obtain the final tension load in the bolt.
C. Direct tension indicators are to be installed in strict conformance to
the manufacturer's recommendations.
d. The Testing Subcontractor shall visually inspect. 100% of the high
strength bolts in each connection to insure that the protrusions on
the direct tension indicators have been flattened to the proper
extent.
5.4 Testing of High Strength Bolted Steel Connections
5.4.1 Bearing Connections with Fully Pre -Tensioned Bolts
No testing is required.
5.4.2 Slip -Critical Connections with Fully Pre -Tensioned Bolts
a. Testing Subcontractor shall measure the average gap of the installed
direct tension indicator in at least 10% of the bolts, but not less than
two (2) bolts, in each connection. When the bolt is properly tightened,
the resulting average gap shall be the gap specified by the manufacturer
of the direct tension indicator or less.
b. The feeler gauge shall be used as a "go" or "no-go" tool. If the gauge
does not enter the gap, the installation will be considered satisfactory.
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layth+ n En&eers & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052:001
AND CONSTRUCTION CONTROL OF Spec. No. B08.01 T
Construdors CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 10 of 10
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DOCUMENTATION
6.1 Test Inspection Reports
6.1.1 Reports of all tests and/or inspections performed under this Specification,
both. field and laboratory, shall be furnished to the Construction Manager
on a scheduled basis. Except where the results of any individual test,
group of tests or the results of an inspection must be immediately made
known, to the Construction ,Manager (e.g., failure of concrete compressive
strengths), submittal of test and inspection reports shall be on a weekly
basis. Each submittal shall, as a minimum, cover all tests and inspections
performed or completed during the previous seven (7) calendar days. The
original report shall be signed and sealed by a professional engineer
registered in the State of California .
6.1.2 The submittal of test and/or inspection reports shall be accompanied by
detailed recommendations of the Testing Subcontractor for correcting any
deficiencies reflected in the weekly report. The' report shall also include
detailed descriptions of any work by others which is or was rejected due to
inspection or testing by the Testing Subcontractor and reason for the
Testing Subcontractor's rejection of such work, with recommendations
made to Construction Manager for correction of such rejected work.
6.2 Submittal of Data
The Testing Subcontractor shall submit to the Construction Manager all test and
inspection reports which have been prepared in performance of the work specified
herein. Reports may be in Testing Subcontractor's own format, but will be subject to
approval of the Construction Manager. Reports shall be entirely legible and suitable
for "Xerox" type reproduction by the Construction Manager. Submittal of reports
shall be as follows:
Two (2) copies to Construction Manager. °#
One (1) copy to appropriate Subcontractor (supplying or performing the work
tested).
6.3 Test Records
Throughout the performance of the work, the Testing Subcontractor, unless
otherwise directed by the Construction Manager, shall maintain at the jobsite one (1)
complete set of all reports, data and records of testing performed hereunder. The
Testing Subcontractor shall allow the Construction Manager unrestricted access to
these records.
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