Attachment_1A_Specifications_Part_2_GRCA_182403_Div_02-49.pdf

Division 03

Concrete

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031414 CONCRETE

SECTION 03 09 00

CONCRETE

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Cast-in-place concrete and grout.

B. Related Specification Sections include but are not necessarily limited to:

1. Division 00 - Procurement and Contracting Requirements.

2. Division 01 - General Requirements.

1.2 QUALITY ASSURANCE

A. Referenced Standards:

1. American Concrete Institute (ACI)

a. 117, Specification for Tolerances for Concrete Construction and Materials.

b. 212.3R, Chemical Admixtures for Concrete.

c. 304, Guide for Measuring, Mixing, Transporting, and Placing Concrete.

d. 305, Specification for Hot Weather Concreting

e. 306, Guide to Cold Weather Concreting

f. 318, Building Code Requirements for Structural Concrete.

g. 347, Guide to Formwork for Concrete.

h. CT-13, Concrete Terminology.

2. ASTM International (ASTM):

a. A615, Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete

Reinforcement.

b. C31, Standard Practice for Making and Curing Concrete Test Specimens in the Field.

c. C33, Standard Specification for Concrete Aggregates.

d. C39, Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens.

e. C143, Standard Test Method for Slump of Hydraulic Cement Concrete.

f. C150, Standard Specification for Portland Cement.

g. C157, Standard Test Method for Length Change of Hardened Hydraulic-Cement

Mortar and Concrete

h. C172, Standard Practice for Sampling Freshly Mixed Concrete.

i. C309, Standard Specification for Liquid Membrane-Forming Compounds for Curing

Concrete.

j. C1315, Standard Specification for Liquid Membrane-Forming Compounds Having

Special Properties for Curing and Sealing Concrete.

k. C1611, Standard Test Method for Slump Flow of Self-Consolidating Concrete.

l. D882, Standard Test Method for Tensile Properties of Thin Plastic Sheeting.

m. D1056, Standard Specification for Flexible Cellular Materials-Sponge or Expanded

Rubber.

n. D1709, Standard Test Methods for Impact Resistance of Plastic Film by the Free-

Falling Dart Method.

o. E329, Standard Specification for Agencies Engaged in Construction Inspection and/or

Testing.

3. Corps of Engineers (COE):

a. CRD-C621, Standard Specification for Packaged, Dry, Hydraulic-Cement Grout

(Nonshrink).

B. Qualifications:

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1. Contractor shall be trained in person by the prepackaged concrete manufacturer on proper storage, mixing, placing, and curing techniques.

a. The Contracting Officer shall be allowed to attend this training at their option.

C. Mock-Ups:

1. Construct a mock-up slab at the South Rim staging area prior to placement of pump pads at the project site.

a. Minimum 4 FT x 6 FT x 14 IN thick.

b. Construct using the same materials, equipment, mixing, placement, lifts, and curing methods to be employed at the project site.

c. Acceptance based on inspection by Contracting Officer.

d. Construct additional mock-ups as required until accepted.

e. Mock-up constitutes minimum standard of quality for actual construction.

f. Maintain mock-up during construction.

g. Remove when directed by Contracting Officer.

1.3 DEFINITIONS

A. Per ACI CT-13 except as modified herein:

1. Concrete Testing Agency: Testing agency employed by Contractor to perform materials evaluation, design of concrete mixes or testing of concrete placed during construction.

2. Exposed concrete: Exposed to view after construction is complete.

3. Indicated: Indicated by Contract Documents.

4. Required: Required by Contract Documents.

5. Specified strength: Specified compressive strength at 28 days.

6. Submitted: Submitted to Contracting Officer.

7. Temporary applications: Concrete elements that will be removed upon completion of the pump replacement project.

8. Initial Set: The degree of concrete stiffness after placement when a person standing on the concrete causes it to deform no more than 1/4 IN under their feet but before final setting.

1.4 SUBMITTALS

A. Shop Drawings:

1. See Specification Section 01 33 23 for requirements for the mechanics and administration of the submittal process.

2. Reinforcing steel:

a. Show grade, sizes, number, configuration, spacing, location and all fabrication and placement details.

b. In sufficient detail to permit installation of reinforcing without having to make reference to Contract Drawings.

c. Obtain approval of Shop Drawings by Contracting Officer before fabrication.

d. Mill certificates.

B. Product Technical Data:

1. Acknowledgement and demonstration that products submitted meet requirements of standards referenced.

2. Manufacturer's installation instructions.

3. Manufacturers and types:

a. Prepackaged concrete.

b. Curing agents.

c. Chemical sealer.

d. Bonding and patching mortar.

e. Construction joint bonding adhesive.

f. Nonshrink grout.

C. Reports:

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1. Strength test results of in-place concrete including slump or spread and concrete temperature.

2. Concrete placement plan, including but not limited to:

a. Concrete mixer equipment data.

1) Manufacturer and model number of unit.

2) Maximum batch size of unit.

b. Volume of planned batches.

c. Anticipated time required for batching and placement.

d. Description of equipment and methods for placement into forms.

e. Description of consolidation equipment and methods.

f. Curing procedures.

3. Records of training provided by prepackaged concrete manufacturer.

a. Manufacturer to provide letter stating date and location of training and attendees.

b. Include manufacturer’s training and written instructions for storage, mixing, placing, and curing.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Storage of Material:

1. Prepackaged Concrete:

a. All materials must be delivered in original, unopened containers with the manufacturer’s name, labels, product identification, and batch numbers.

b. Damaged material must be removed from the site immediately.

c. Store all materials off the ground and protect from rain, freezing or excessive heat until ready for use.

d. Condition the specified product as recommended by the manufacturer.

e. Do not use if caked or lumpy.

2. Reinforcing steel: Support and store all rebar above ground.

1.6 SEQUENCING AND SCHEDULING

A. Do not begin concrete production and placement until submittals have been approved by

Contracting Officer.

1. Approval by Contracting Officer does not relieve Contractor of his responsibility to provide concrete that meets the requirements of this Specification.

B. Do not adjust or use revised concrete mixes unless submitted to and approved by Contracting

Officer.

PART 2 - PRODUCTS

2.1 ACCEPTABLE MANUFACTURERS

A. Subject to compliance with the Contract Documents, the following products and manufacturers are acceptable:

1. Nonshrink, nonmetallic grout:

a. Sika "SikaGrout 212."

b. Euclid Chemial "NS Grout."

c. BASF Admixtures, Inc. "Masterflow 713."

2. Expansion joint fillers:

a. Permaglaze Co.

b. Rubatex Corp.

c. Williams Products, Inc.

3. Form coating:

a. Richmond "Rich Cote."

b. Industrial Lubricants "Nox-Crete Form Coating."

c. Euclid Chemical "Kurez DR VOX."

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4. Chemical sealer:

a. L&M Construction Chemicals, Inc.

b. Euclid Chemical Company.

c. Dayton Superior.

5. Prepackaged concrete for pump pads:

a. Sika “Sikacrete 211 SCC Plus”

b. Sika “Sikacrete 211”

6. General Use prepackaged concrete for temporary applications:

a. Sika “Sikacrete 211 SCC Plus”

b. Sika “Sikacrete 211”

c. Quikrete “Q-max Pro”

d. Quikrete “5000 Concrete Mix”

e. Sakrete “5000 Plus High Strength Concrete Mix”

7. Fast-setting, pre-packaged concrete:

a. Quikrete “Q-max Pro”

B. Submit request for substitution in accordance with Specification Section 01 67 00.

2.2 MATERIALS

A. Prepackaged Concrete:

1. Placeable from 1 IN to 8 IN depth.

2. Supplied with all dry ingredients as a factory blended unit, with only addition of water and mixing required.

3. Gradation of coarse aggregates in prepackaged concrete:

a. Minimum gradation distribution: ASTM C-33, Size #8.

b. Maximum gradation distribution: ASTM C-33, Size #67.

4. Admixtures: not allowed unless part of factory blended units.

5. Strength: 4,000 psi minimum compressive strength at 28 days.

6. Shrinkage: Not to exceed 0.05% per ASTM C-157.

7. Slump or Spread:

a. Self-consolidating concrete:

1) Initial spread: 27 IN to 33 IN.

2) Spread at 30 min: 15 IN minimum.

b. All other concrete: 3 IN minimum, 6-1/2 IN maximum.

c. Measured at point of discharge of the concrete into the concrete construction member.

d. Spread per ASTM C1611.

e. Slump per ASTM C143.

B. Water: Potable, clean, free of oils, acids and organic matter.

C. Grout:

1. Nonshrink, nonmetallic grout:

a. Nonmetallic, noncorrosive, nonstaining, premixed with only water to be added.

b. Grout to produce a positive but controlled expansion.

c. Mass expansion not to be created by gas liberation.

d. Minimum compressive strength of nonshrink grout at 28 days: 6500 psi.

e. In accordance with COE CRD-C621.

2. Epoxy grout:

a. 3-component epoxy resin system.

1) Two liquid epoxy components.

2) One inert aggregate filler component.

b. Each component packaged separately for mixing at jobsite.

D. Reinforcing Steel:

1. Reinforcing bars: ASTM A615, Grade 60.

E. Forms:

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1. Prefabricated or job built.

2. Wood forms:

a. 5/8 or 3/4 IN 5-ply structural plywood of concrete form grade.

b. Built-in-place or prefabricated type panel.

3. Metal forms:

a. Metal forms may be used except for aluminum in contact with concrete.

b. Forms to be tight to prevent leakage, free of rust and straight without dents to provide members of uniform thickness.

4. Chamfer strips: Clear white pine, surface against concrete planed.

F. Form Ties:

1. Commercially fabricated for use in form construction.

a. Field fabricated ties are unacceptable.

2. Constructed so that ends or end fasteners can be removed without causing spalling at surfaces of the concrete.

3. Form release: Nonstaining and shall not prevent bonding of future finishes to concrete surface.

G. Chairs, Runners, Bolsters, Spacers, and Hangers:

1. Stainless steel, epoxy coated, or plastic coated metal.

a. Plastic coated: Rebar support tips in contact with the forms only.

H. Chemical Floor Sealer:

1. Colorless low VOC water-based solution containing acrylic copolymers.

a. ASTM C1315, Class B, minimum 30 percent solids.

2. L&M Construction Chemicals Inc. Dress & Seal WB 30.

I. Membrane Curing Compound:

1. ASTM C309, Type II-B.

2. Resin based, dissipates upon exposure to UV light.

3. Curing compound shall not prevent bonding of any future coverings, coatings or finishes.

PART 3 - EXECUTION

3.1 FORMING AND PLACING CONCRETE

A. Formwork:

1. Contractor is responsible for design and erection of formwork.

2. Construct formwork so that concrete members and structures are of correct size, shape, alignment, elevation and position.

a. Allowable tolerances: As recommended in ACI 347.

3. Openings:

a. Provide openings in formwork to accommodate work of other trades.

b. Accurately place and securely support items built into forms.

4. Chamfer strips: Place 3/4 IN chamfer strips in forms to produce 3/4 IN wide beveled edges on permanently exposed corners of members.

5. Clean and adjust forms prior to concrete placement.

6. Tighten forms to prevent mortar leakage.

7. Coat form surfaces with form release agents prior to placing reinforcing bars in forms.

B. Reinforcement:

1. Position, support and secure reinforcement against displacement.

2. Locate and support with chairs, runners, bolsters, spacers and hangers, as required.

3. Set wire ties so ends do not touch forms and are directed into concrete, not toward exposed concrete surfaces.

4. Lap splice lengths: ACI 318 Class B top bar tension splices unless indicated otherwise on the Drawings.

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5. Extend reinforcement to within 2 IN of concrete perimeter edges.

a. If perimeter edge is earth formed, extend reinforcement to within 3 IN of the edge.

6. Minimum concrete protective covering for reinforcement: As shown on Drawings.

7. Do not weld reinforcing bars.

C. Joints with Existing Concrete:

1. Thoroughly clean and remove all laitance and loose and foreign particles from construction joints.

2. Before new concrete is placed, dampen concrete surfaces.

D. Embedments:

1. Set and build in anchorage devices and other embedded items required for other work that is attached to, or supported by concrete.

2. See Specification Section 03 15 19 - Anchorage to Concrete.

3. Use setting diagrams, templates and instructions for locating and setting.

E. Mixing Prepackaged Concrete:

1. Mix in accordance with manufacturer’s specifications.

2. Do not add more water than allowed by the manufacturer’s recommendations at any time.

3. Mix in a motorized concrete mixer of sufficient size to batch all materials required in a single batch.

4. Batch all concrete materials required for individual placements (such as a single lift for a pump pad or exterior cast-in-place pour strip) in a single batch at the project site.

F. Placing Prepackaged Concrete:

1. Place concrete accordance with manufacturer’s specifications.

2. Place in a continuous operation within planned joints or sections.

3. Begin placement when work of other trades affecting concrete is completed.

4. Place concrete by methods which prevent aggregate segregation.

5. Transport concrete between mixer and forms and place in accordance with ACI 304.

6. Do not allow concrete to free fall more than 4 FT.

7. Place in sufficient time such that cold joints do not form between placements.

8. At pump pads, where depth of concrete exceeds manufacturer’s maximum placing thickness, place in 2 equal lifts on the same day.

a. Place the second lift after the first lift has reached initial set, but without further delay.

1) Initial Set shall be as defined in the Definitions Paragraph of this Specification

Section.

G. Consolidation (except at self-consolidating concrete): Consolidate all concrete using mechanical vibrators supplemented with hand rodding and tamping, so that concrete is worked around reinforcement and embedded items into all parts of forms.

1. Where self-consolidating concrete is used, refer to manufacturer’s recommendations and instructions for placement and form vibration.

H. Protection:

1. Protect concrete from physical damage or reduced strength due to weather extremes.

2. In cold weather comply with ACI 306.1 except as modified herein.

a. Do not place concrete on frozen ground or in contact with forms or reinforcing bars coated with frost, ice or snow.

b. Do not place heated concrete that is warmer than 80 DegF.

c. If freezing temperatures are expected during curing, maintain the concrete temperature at or above 50 DegF for 7 days or 70 DegF for 3 days.

d. Do not allow concrete to cool suddenly.

3. In hot weather comply with ACI 305.1 except as modified herein.

a. At air temperature of 90 DegF and above, keep concrete as cool as possible during placement and curing.

b. Do not allow concrete temperature to exceed 90 DegF at placement.

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c. Prevent plastic shrinkage cracking due to rapid evaporation of moisture.

d. Do not place concrete when the actual or anticipated evaporation rate equals or exceeds

0.2 LBS/SF/HR as determined from ACI 305.1, Figure 2.1.5.

I. Curing:

1. Begin curing concrete as soon as free water has disappeared from exposed surfaces.

2. Cure concrete by use of moisture retaining cover, burlap kept continuously wet or by membrane curing compound.

3. Provide protection as required to prevent damage to concrete and to prevent moisture loss from concrete during curing period.

4. Provide curing for minimum of 7 days.

5. Form materials left in place may be considered as curing materials for surfaces in contact with the form materials except in periods of hot weather.

6. In hot weather follow curing procedures outlined in ACI 305.1.

7. In cold weather follow curing procedures outlined in ACI 306.1.

8. Curing vertical surfaces with a curing compound:

a. Cover vertical surfaces with a minimum of two coats of the curing compound.

b. Allow the preceding coat to completely dry prior to applying the next coat.

c. Apply the first coat of curing compound immediately after form removal.

d. Vertical surface at the time of receiving the first coat shall be damp with no free water on the surface.

e. A vertical surface is defined as any surface steeper than 1 vertical to 4 horizontal.

J. Form Removal:

1. Remove forms after concrete has hardened sufficiently to resist damage from removal operations or lack of support, and a minimum of 24 HRS after placement.

K. Form Types:

1. Surfaces exposed to view:

a. Prefabricated or job-built wood forms.

b. Laid out in a regular and uniform pattern with long dimensions vertical and joints aligned.

c. Produce finished surfaces free from offsets, ridges, waves, and concave or convex areas.

d. Construct forms sufficiently tight to prevent leakage of mortar.

2. Surfaces normally submerged or not normally exposed to view: Wood or steel forms sufficiently tight to prevent leakage of mortar.

3. Other types of forms may be used:

a. For surfaces not restricted to plywood or lined forms.

b. As backing for form lining.

3.2 CONCRETE FINISHES

A. Tolerances:

1. Class A: 1/8 IN in 10 FT.

2. Class B: 1/4 IN in 10 FT.

B. Surfaces Exposed to View:

1. Provide a smooth finish for exposed concrete surfaces and surfaces that are:

a. To be covered with a coating or covering material applied directly to concrete.

b. Scheduled for grout cleaned finish.

2. Remove fins and projections, and patch voids, air pockets, and honeycomb areas with cement grout.

C. Surfaces Not Exposed to View:

1. Patch voids, air pockets and honeycomb areas with cement grout.

2. Fill tie holes with nonshrink, nonmetallic grout.

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D. Float Finish:

1. After concrete has been placed, consolidated, struck off, and leveled, do no further work until ready for floating.

2. Do not use water to aid in finishing.

3. Begin floating when water sheen has disappeared and surface has stiffened sufficiently to permit operation.

4. During or after first floating, check planeness of entire surface with a 10 FT straightedge applied at not less than two different angles.

5. Cut down all high spots and fill all low spots during this procedure to produce a surface within Class B tolerance throughout.

6. Refloat slab immediately to a uniform sandy texture.

E. Troweled Finish:

1. Float finish surface first.

2. Next hand trowel.

3. Do not use water to aid in finishing.

4. Produce a smooth surface which is relatively free of defects with first hand troweling.

5. Perform additional trowelings by hand after surface has hardened sufficiently.

6. Final trowel when a ringing sound is produced as trowel is moved over surface.

7. Thoroughly consolidate surface by hand troweling.

8. Leave finished surface essentially free of trowel marks, uniform in texture and appearance and plane to a Class A tolerance.

9. On surfaces intended to support floor coverings remove any defects of sufficient magnitude that would show through floor covering by grinding.

F. Broom Finish: Immediately after concrete has received a float finish as specified, give it a transverse scored texture by drawing a broom across surface.

3.3 GROUT

A. Preparation:

1. Nonshrinking, nonmetallic grout:

a. Clean concrete surface to receive grout.

b. Saturate concrete with water for 24 HRS prior to grouting.

B. Application:

1. Nonshrinking, nonmetallic grout:

a. Mix in a mechanical mixer.

b. Use no more water than necessary to produce flowable grout.

c. Place in accordance with manufacturer's instructions.

d. Completely fill all spaces and cavities below the bottom of baseplates.

e. Provide forms where baseplates and bedplates do not confine grout.

f. Where exposed to view, finish grout edges smooth.

g. Except where a slope is indicated on Drawings, finish edges flush at the baseplate, bedplate, member, or piece of equipment.

h. Protect against rapid moisture loss by covering with wet rags or polyethylene sheets.

i. Wet cure grout for seven (7) days, minimum.

3.4 FIELD QUALITY CONTROL

A. Contractor to employ and pay for services of a testing laboratory to perform testing of concrete placed during construction.

1. See Specification Section 01 40 00, Section 1.6 for requirements.

B. Tests During Construction:

1. Strength test:

a. For each strength test, mold and cure cylinders from each sample in accordance with

ASTM C31.

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1) Cylinder size: 4 IN per ASTM C31.

2) Quantity:

a) 4 IN DIA by 8 IN high: Five (5) cylinders.

b. Field cure one (1) cylinder for the seven (7) day test.

1) Laboratory cure the remaining.

c. Test cylinders in accordance with ASTM C39.

1) 4 IN DIA cylinders:

a) Test three (3) cylinders at 28 days for strength test result and the one (1) field cured cylinder at seven (7) days for information.

b) Hold remaining cylinders in reserve.

d. Strength test result:

1) Average of strengths of three (3) 4 IN DIA cylinders from the same sample tested at 28 days.

2) If one (1) cylinder in a test manifests evidence of improper sampling, molding, handling, curing, or testing, discard and test reserve cylinder(s); average strength of remaining cylinders shall be considered strength test result.

3) Should all cylinders in any test show any of above defects, discard entire test.

e. Frequency of tests:

1) One (1) strength test to be taken not less than once a day, nor less than once for each 60 CU YD or fraction thereof placed in any one (1) day.

2. Slump or Spread test:

a. Slump per ASTM C143.

b. Spread per ASTM C1611.

c. Determined for each strength test sample.

d. Additional slump tests may be taken.

3. Temperature: Determined for each strength test sample.

C. Evaluation of Tests:

1. Strength test results:

a. Average of 28-day strength of two cylinders from each sample.

1) If one cylinder manifests evidence of improper sampling, molding, handling, curing or testing, strength of remaining cylinder will be test result.

2) If both cylinders show any of above defects, test will be discarded.

D. Acceptance of Concrete:

1. Strength level of each type of concrete shall be considered satisfactory if both of the following requirements are met:

a. Average of all sets of three consecutive strength tests equals or exceeds the required specified 28-day compressive strength.

b. No individual strength test falls below the required specified 28-day compressive strength by more than 500 psi.

2. If tests fail to indicate satisfactory strength level, perform additional tests and/or corrective measures as directed by Contracting Officer.

a. Perform additional tests and/or corrective measures at no additional cost to the

Government.

E. Concrete tolerances per ACI 117.

3.5 SCHEDULES

A. Grout:

1. Nonshrinking, nonmetallic grout: General use.

B. Concrete:

1. Prepackaged concrete for pump pads: Below all pump.

2. Fast-setting, prepackaged concrete:

a. At transition strips between temporary precast slabs.

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b. At transition strips between temporary precast slabs and sidewalk.

3. General use prepackaged concrete: All other locations.

C. Concrete Finishes:

1. Slab finishes:

a. Use following finishes as applicable, unless otherwise indicated:

1) Floated finish: Concrete fill.

2) Troweled finish: Interior floor slabs and equipment bases exposed to view.

3) Broom finish: Sidewalks.

END OF SECTION

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031414 ANCHORAGE TO CONCRETE

SECTION 03 15 19

ANCHORAGE TO CONCRETE

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Requirements for all cast-in-place anchor bolts, anchor rods, reinforcing adhesive anchorage, and post-installed concrete anchors required for the Project but not specified elsewhere in the Contract Documents.

2. Design of all concrete anchors not indicated on the Drawings including, but not limited to, installation of anchors into concrete for the following structural and nonstructural components:

a. Structural members and accessories.

b. Metal, wood, and plastic fabrications.

c. Architectural components.

d. Mechanical and electrical equipment and components.

e. Plumbing, piping, and HVAC work.

f. All other components requiring attachment to concrete.

B. Related Specification Sections include but are not necessarily limited to:

1. Division 00 - Procurement and Contracting Requirements.

2. Division 01 - General Requirements.

1.2 QUALITY ASSURANCE

A. Referenced Standards:

1. American Concrete Institute (ACI):

a. 318, Building Code Requirements for Structural Concrete and Commentary.

2. American Concrete Institute/Concrete Reinforcing Steel Institute (ACI-CRSI):

a. Adhesive Anchor Installation Certification Program: Adhesive Anchor Installer.

3. American Institute of Steel Construction (AISC):

a. 303, Code of Standard Practice for Steel Buildings and Bridges.

4. ASTM International (ASTM):

a. A36, Standard Specification for Carbon Structural Steel.

b. A108, Standard Specification for Steel Bar, Carbon and Alloy, Cold-Finished.

c. A123, Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel

Products.

d. A153, Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

e. A307, Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile

Strength.

f. A496, Standard Specification for Steel Wire, Deformed, for Concrete Reinforcement.

g. A563, Standard Specification for Carbon and Alloy Steel Nuts.

h. A780, Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip

Galvanized Coatings.

i. F436, Standard Specification for Hardened Steel Washers.

j. F593, Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs.

k. F594, Standard Specification for Stainless Steel Nuts.

l. F1554, Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield

Strength.

5. ICC Evaluation Service (ICC-ES):

a. AC193, Acceptance Criteria for Mechanical Anchors in Concrete Elements.

b. AC308, Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete

Elements.

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6. Building code:

a. International Code Council (ICC):

1) International Building Code and associated standards, 2015 Edition including all amendments, referred to herein as Building Code.

1.3 QUALIFICATIONS:

1. Anchor designer for Contractor-designed post-installed anchors shall be a professional engineer licensed in the State of Arizona.

2. Installer for post-installed anchors shall be trained by the manufacturer or certified by a training program approved by the Contracting Officer.

B. Post-installed anchors and related materials shall be listed by the following agencies:

1. ICC-ES.

2. Contracting Officer approved equivalent.

1.4 DEFINITIONS

A. Adhesive Anchors:

1. Post-installed anchors developing their strength primarily from chemical bond between the concrete and the anchor.

2. Includes anchors using acrylics, epoxy and other similar adhesives.

B. Anchor Bolt: Any cast-in-place anchorage that is made of a headed (i.e. bolt) material.

C. Anchor Rod: Any cast-in-place or post-installed anchorage made from unheaded, threaded, rod or deformed bar material.

D. Concrete Anchor: Generic term for either an anchor bolt or an anchor rod.

E. Galvanizing: Hot-dip galvanizing per ASTM A123 or ASTM A153 with minimum coating of

2.0 OZ of zinc per square foot of metal (average of specimens) unless noted otherwise or dictated by standard.

F. Hardware: As defined in ASTM A153.

G. Installer or Applicator:

1. Installer or applicator is the person actually installing or applying the product in the field at the Project site.

2. Installer and applicator are synonymous.

H. MPII: Manufacturer’s printed installation instructions.

I. Mechanical Anchors:

1. Post-installed anchors developing their strength from attachment other than thru adhesives or chemical bond to concrete.

2. Includes expansion anchors, expansion sleeve, screw anchors, undercut anchors, specialty inserts and other similar types of anchorages.

3. Drop-in anchors and other similar anchors are not allowed.

J. Post-Installed Anchor: Any adhesive or mechanical anchor installed into previously placed and adequately cured concrete.

1.5 SUBMITTALS

A. Shop Drawings:

1. See Specification Section 01 33 23 for requirements for the mechanics and administration of the submittal process.

2. Product technical data including:

a. Acknowledgement that submitted products meet requirements of referenced standards.

b. Manufacturer material data sheet for each anchor.

1) Clearly indicate which products on the data sheet are proposed for use on the

Project.

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c. Manufacturer's printed installation instructions.

d. Current ICC-ES report for each post-installed anchor system indicating the following:

1) Certification that anchors meet all requirements indicated in this Specification.

2) Performance data showing that anchor is approved for use in cracked concrete.

3) Seismic design categories for which anchor system has been approved.

4) Required installation procedures.

5) Special inspection requirements for installation.

e. Anchorage layout drawings and details:

1) Indicate anchor diameter, embedment, length, anchor type, material and finish.

2) Drawings showing location, configuration, spacing and edge distance.

f. Contractor Designed Post-Installed Anchors:

1) Show diameter and embedment depth of each anchor.

2) Indicate compliance with ACI 318, Appendix D.

3) Design tension and shear loads used for anchor design.

4) Engineering design calculations:

a) Indicate design load to each anchor.

b) When the design load is not indicated on Drawings, include calculations to develop anchor forces based on Design Criteria listed herein.

c) Sealed and signed by contractor’s professional engineer registered in the state of Arizona.

d) Calculations will be submitted for information purposes only.

5) Type of post-installed anchor system used.

a) Provide manufacturer's ICC-ES report for the following:

(1) Mechanical anchorage per ICC-ES AC193.

(2) Adhesive anchorage per ICC-ES AC308.

B. Samples:

1. Representative samples of concrete anchors may be requested by Contracting Officer.

Review will be for type and finish only. Compliance with all other requirements is exclusively the responsibility of the Contractor.

C. Informational Submittals:

1. See Specification Section 01 33 23 for requirements for the mechanics and administration of the submittal process.

2. Certification of qualifications for each installer of post-installed anchors.

a. Indicate successful completion or certification for each type of approved post-installed anchor as required by the Contract Documents.

b. Provide one of the following for each type of anchor, as required by this specification section:

1) Letter from manufacturer documenting successful training completion.

2) Certification of completion for Contracting Officer approved program.

1.6 DELIVERY, STORAGE, AND HANDLING

A. Deliver products to job site in manufacturer’s or distributor’s packaging undamaged and complete with installation instructions.

B. Store above ground on skids or other supports to keep items free of dirt and other foreign debris and to protect against corrosion.

C. Protect and handle materials in accordance with manufacturer’s recommendations to prevent damage or deterioration.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Cast-in-place Concrete Anchors:

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1. Building, nonbuilding structures, and equipment:

a. ASTM F1554, Grade 36 or Grade 55 with weldability supplement S1 for threaded rods.

b. ASTM A307, Grade A for galvanized headed bolts.

2. All other cast-in-place concrete anchors:

a. Stainless steel with matching nut and washer.

b. Submerged application: ASTM F593, Type 316.

c. Non-submerged application: ASTM F593, Type 304 or Type 316.

B. Post-Installed Mechanical and Adhesive Concrete Anchors:

1. Stainless steel with matching nut and washer.

2. Submerged application: ASTM F593, Type 316.

3. Non-submerged application: ASTM F593, Type 304 or Type 316.

C. Reinforcement: See Section 03 09 00.

D. Headed Studs: ASTM A108 with a minimum yield strength of 50,000 psi and a minimum tensile strength of 60,000 psi.

E. Deformed Bar Anchors: ASTM A496 with minimum yield strength of 70,000 psi and a minimum tensile strength of 80,000 psi.

F. Washers:

1. ASTM F436 unless noted otherwise.

2. If stainless steel anchorage is being used for cast-in-place anchorage, furnish washers of the same material and alloy as in the accompanying anchorage.

3. Plate washers: Minimum 1/2 IN thick fabricated ASTM A36 square plates as required.

4. Follow manufacturer’s requirements for all post-installed anchorage.

G. Nuts:

1. ASTM A563 for all cast-in-place anchorage.

2. If stainless steel anchorage is being used for cast-in-place anchorage, nuts shall meet ASTM

F594 and be the matching material and alloy as in the accompanying anchorage.

3. Follow manufacturer’s requirements if using post-installed anchorage.

H. Galvanizing Repair Paint:

1. High zinc dust content paint for regalvanizing welds and abrasions.

2. ASTM A780.

3. Zinc content: Minimum 92 percent in dry film.

4. ZRC "ZRC Cold Galvanizing" or Clearco "High Performance Zinc Spray."

2.2 CONTRACTOR DESIGNED ANCHORAGE

A. Acceptable Manufacturers:

1. Post-installed anchor systems for the listed manufacturers will be considered only if a current ICC-ES evaluation report is submitted in accordance with the SUBMITTALS

Article in PART 1 of this Specification Section and if the anchor system is approved by the

Contracting Officer.

a. Hilti.

b. Dewalt.

c. Simpson Strong-Tie.

2. Submit request for substitution in accordance with Specification Section 01 67 00.

B. Contractor shall design the anchorage when any of the following occur:

1. Design load for concrete anchorage is shown on the Drawings.

2. When specifically required by the Contract Documents.

3. When an anchorage is required but not specified in the Drawings.

4. When anchorage is shown on Drawings other than Structural Drawings.

C. Anchorage Design Loads:

1. Determine all of the design loads, including wind and seismic loads, per the Building Code.

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a. Anchorage of equipment and non-structural components: Use the actual dead and operating loads provided by the manufacturer.

D. When Contract Drawings, other than the Structural Drawings, indicate an anchor diameter or length, the Contractor design shall incorporate these as “minimums.”

E. Cast-in-Place Concrete Anchors:

1. Provide the material, nominal diameter, embedment length, spacing, edge distance and design capacity to resist the calculated load based on the requirements given in the Building

Code including ACI 318, Appendix D.

2. Design assuming cracked concrete.

F. Post-installed Concrete Anchors:

1. Provide the manufacturer’s system name/type, nominal diameter, embedment depth, spacing, minimum edge distance, cover, and design capacity to resist the specified or calculated load based on requirements given in the Building Code, ACI 318, Appendix D and current ICC-ES report, for the anchor to be used.

2.3 ENGINEER DESIGNED ANCHORAGE

A. When the size, length and details of anchorages are shown on Contract Structural Drawings, Contractor design of anchorage is not required.

B. Acceptable Manufacturers:

1. Additional newer post-installed anchor systems for the listed manufacturers will be considered only if a current evaluation agency report is submitted in accordance with the

SUBMITTALS Article in PART 1 of this Specification Section, the anchor system is certified by ICC-ES for cracked concrete conditions, and if approved by the Contracting

Officer.

2. Mechanical Anchors:

a. Hilti:

1) Kwik Bolt TZ (ICC-ES ESR-1917).

3. Adhesive Concrete Anchors:

a. Hilti:

1) HIT RE 500 V3 (ICC ESR-3814).

4. Screw Concrete Anchors:

a. Hilti: Kwik HUS-EZ Screw (ICC-ES ESR-3027).

5. Submit request for substitution in accordance with Specification Section 01 33 23.

a. Substitution request to indicate the proposed anchor has the at least the same tension and shear strength as the specified anchor installed as indicated in the Contract

Drawings.

b. Calculations to be stamped by a Professional Engineer registered in the state that the

Project is located in.

PART 3 - EXECUTION

3.1 GENERAL

A. Cast-in-Place Anchorage:

1. Use where anchor rods or bolts are indicated on the Drawings, unless another anchor type is approved by the Contracting Officer.

2. Provide concrete anchorage as shown on the Drawings or as required to secure components to concrete.

B. Adhesive Anchorage:

1. Use only where specifically indicated on the Drawings or when approved for use by the

Contracting Officer.

2. May be used where subjected to vibration or where buried or submerged.

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3. Do not use in overhead applications or sustained tension loading conditions such as utility hangers.

4. Contact Contracting Officer for clarification when anchors will not be installed in compliance with manufacturer's printed installation requirements.

C. Mechanical Anchorage:

1. Use only where specifically indicated on the Drawings or when approved for use by the

Contracting Officer.

2. Do not use where subjected to vibration.

3. May be used in overhead applications.

4. Notify Contracting Officer for clarification when anchors will not be installed in compliance with manufacturer's printed installation requirements.

D. Do not use powder actuated fasteners and other types of bolts and fasteners not specified herein for structural applications unless approved by the Contracting Officer or specified in Contract

Documents.

3.2 PREPARATION

A. Provide adequate time to allow for proper installation and inspection prior to placing concrete for cast-in-place concrete anchorage.

B. Prior to installation, inspect and verify areas and conditions under which concrete anchorage is to be installed.

1. Notify Contracting Officer of conditions detrimental to proper and timely completion of work.

2. Do not proceed with work until unsatisfactory conditions have been corrected in a manner acceptable to the Contracting Officer.

C. Special Inspection is required in accordance with the Building Code for all concrete anchorage.

1. Notify the Special Inspector that an inspection is required prior to concrete placement (or during post-installed anchorage installation).

D. Post-installed anchor manufacturer’s representative shall demonstrate and observe the proper installation procedures for the post-installed anchors with a 2’x2’x8” thick mockup slab at the

South Rim staging area at no additional expense to the Owner.

1. Follow such procedures to assure acceptable installation.

3.3 INSTALLATION

A. Tie cast-in-place anchorage in position to embedded reinforcing steel using wire.

1. Tack welding of anchorage is prohibited.

2. Coat the projected portion of carbon steel anchors and nut threads with a heavy coat of clean grease after concrete has cured.

3. Anchorage location tolerance shall be in accordance with AISC 303.

4. Provide steel or durable wood templates for all column and equipment anchorage.

a. Templates to be placed above top of concrete and not impede proper concrete placement and consolidation.

B. Unless noted or specified otherwise:

1. Connect aluminum and steel members to concrete and masonry using stainless steel cast-in-place anchorage unless shown otherwise.

a. Provide dissimilar materials protection.

2. Provide washers for all anchorage.

3. Where exposed, extend threaded anchorage a minimum of 1/2 IN above the top of the fully engaged nut.

a. If anchorage is cut off to the required maximum height, threads must be dressed to allow nuts to be removed without damage to the nuts.

C. Do the following after nuts are snug-tightened down:

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1. If using post-installed anchorage, follow MPII.

2. Upset threads of anchorage to prevent nuts from backing off.

a. Provide double nut or lock nut in lieu of upset threads for items that may require removal in the future.

3. For all other cast-in-place anchorage material, tighten nuts down an additional 1/8 turn to prevent nuts from backing off.

4. If two (2) nuts are used per concrete anchor above the base plate, tighten the top nut an additional 1/8 turn to "lock" the two (2) nuts together.

5. If using post-installed anchorage, follow manufacturer’s installation procedures.

D. Assure that embedded items are protected from damage and are not filled in with concrete.

E. Secure architectural components such that it will not be aesthetically distorted nor fasteners overstressed from expansion, contraction or installation.

F. Coat aluminum surfaces in contact with dissimilar materials.

G. Repair damaged galvanized surfaces in accordance with ASTM A780.

1. Prepare damaged surfaces by abrasive blasting or power sanding.

2. Apply galvanizing repair paint to minimum 6 mils DFT in accordance with manufacturer's instructions and ASTM A780.

H. For post-installed anchors, comply with the MPII on the hole diameter and depth required to fully develop the tensile strength of the anchor or reinforcing bar.

1. Use hammer drills to create holes.

2. Properly clean out the hole per the ICC-ES reports utilizing a non-metallic fiber bristle brush and compressed air or as otherwise required to remove all loose material from the hole prior to installing the anchor in the presence of the Special Inspector.

3.4 FIELD QUALITY CONTROL

A. Special Inspection:

1. See Section 01 40 00.

3.5 CLEANING

A. After concrete has been placed, remove protection and clean all anchorage of all concrete, dirt, and other foreign matter.

B. Provide surface acceptable to receive field applied paint coatings when specified in Specification

Section 09 96 00.

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031414 PRECAST AND PRESTRESSED CONCRETE

SECTION 03 41 33

PRECAST AND PRESTRESSED CONCRETE

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Precast and prestressed concrete.

B. Related Specification Sections include but are not necessarily limited to:

1. Division 00 - Procurement and Contracting Requirements.

2. Division 01 - General Requirements.

3. Section 03 09 00 - Concrete.

1.2 QUALITY ASSURANCE

A. Referenced Standards:

1. American Association of State Highway and Transportation Officials (AASHTO):

a. HB, Standard Specifications for Highway Bridges.

2. American Concrete Institute (ACI):

a. 211.1, Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass

Concrete

b. 211.2, Standard Practice for Selecting Proportions for Structural Lightweight Concrete.

c. 318, Building Code Requirements for Structural Concrete.

3. ASTM International (ASTM):

a. A36, Standard Specification for Carbon Structural Steel.

b. A108, Standard Specification for Steel Bar, Carbon and Alloy, Cold-Finished.

c. A416, Standard Specification for Steel Strand, Uncoated Seven-Wire for Prestressed

Concrete.

d. A496, Standard Specification for Steel Wire, Deformed, for Concrete Reinforcement.

e. A1064, Standard Specification for Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.

f. C33, Standard Specification for Concrete Aggregates.

g. C143, Standard Test Method for Slump of Hydraulic Cement Concrete.

h. C150, Standard Specification for Portland Cement.

i. C330, Standard Specification for Lightweight Aggregates for Structural Concrete.

j. D2240, Standard Test Method for Rubber Property-Durometer Hardness.

k. E329, Standard Specification for Agencies Engaged in Construction Inspection and/or

Testing.

4. American Welding Society (AWS):

a. A5.1/A5.1M, Specification for Carbon Steel Electrodes for Shielded Metal Arc

Welding.

b. A5.5/A5.5M, Specification for Low-Alloy Steel Electrodes for Shielded Metal Arc

Welding.

c. D1.1, Structural Welding Code - Steel.

d. D1.4, Structural Welding Code - Reinforcing Steel.

e. D1.6, Structural Welding Code – Stainless Steel.

5. Occupational Safety and Health Administration (OSHA).

6. Precast/Prestressed Concrete Institute (PCI):

a. MNL 116, Manual for Quality Control for Plants and Production of Precast and

Prestressed Concrete Products.

b. MNL 120, Design Handbook - Precast and Prestressed Concrete.

7. Building code:

a. International Code Council (ICC):

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1) International Building Code and associated standards, 2015 Edition including all amendments, referred to herein as Building Code.

1.3 QUALIFICATIONS:

1. Provide precast and prestressed concrete units produced by an active member of PCI.

2. Plant to be certified by the Precast/Prestressed Concrete Institute, Plant Certification

Program, as applicable :

a. Certification Code C1: Precast Concrete Products.

b. Plant shall have been certified within past year from bid date.

3. Provide units manufactured by plant which has regularly and continuously engaged in manufacture of units of same type as those required for a minimum of three (3) years.

4. Assure manufacturer's testing facilities meet requirements of ASTM E329.

5. Engineer for all precast or prestressed members: Professional Engineer licensed in the State of Arizona.

a. Engineer to have minimum five (5) years of experience in design of precast and prestressed members with scope similar to this Project.

1.4 DEFINITIONS

A. Slabs: May refer to hollow core slabs or solid flat slabs, prestressed or non-prestressed.

1.5 SUBMITTALS

A. Shop Drawings:

1. See Specification Section 01 33 23 for requirements for the mechanics and administration of the submittal process.

2. Product technical data including:

a. Acknowledgement that products submitted meet requirements of standards referenced.

b. Manufacturer's installation instructions.

c. Sizes, types and manufacturer of bearing pads.

d. Hardware to be utilized to support suspended appurtenances.

3. Shop Drawings and erection plans for precast units, their connections and supports showing:

a. Member size and location.

b. Size, configuration, location and quantity of reinforcing bars and prestressing strands.

c. Initial prestress forces.

d. Size and location of openings verified by Contractor.

e. Size, number, and locations of embedded metal items and connections.

f. Required concrete strengths.

g. Identification of each unit using same standard marking numbers as used to mark actual units.

4. Calculations for members and connections designed by fabricator.

a. Calculations to be sealed by a professional Structural Engineer registered in the State of

Arizona.

b. Perform calculations using the dead load of the members plus the superimposed uniform and concentrated loads shown on the Drawings and indicated in this

Specification Section.

c. Indicate the following:

1) Design for maximum moment, maximum shear and maximum torsion.

2) Final top and bottom flexural stresses resulting from the stresses due to maximum moment and prestress force.

3) Ultimate moment capacity.

4) Final top and bottom flexural stresses, ultimate moment capacity, and ultimate shear capacity, if affected, for members with reduced cross sections due to openings or penetrations.

5) When required on Drawings, a check for no tension in top and bottom of members due to prestress force and member dead load plus superimposed loads indicated on

Drawings and in this Specification Section.

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6) Column design for maximum axial load and maximum moment.

5. Submit test results, when so required on Drawings, showing that embedded connection items will adequately support the indicated loads.

a. Connection items to have an ultimate load capacity of at least two (2) times the required indicated load.

6. Concrete mix designs proposed for use, including:

a. Sieve analysis and source of fine and coarse aggregates.

b. Proportioning of all materials.

c. Type of cement with mill certificate for cement.

d. Type of fly ash with certificate of conformance to specification requirements.

e. Slump.

f. Air content.

g. Brand, type, ASTM designation, and quantity of each admixture proposed for use.

h. 28-day cylinder compressive test results of trial mixes per ACI 318 and as indicated herein.

7. Copies of source quality control tests.

8. Certification of manufacturer's testing facility qualifications.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Cement:

1. Comply with ASTM C150, Type I or III.

B. Aggregates for Normal Weight Concrete:

1. ASTM C33 with coarse aggregate meeting the gradation for Size 67 as stated in ASTM

C33.

2. Provide aggregates approved for bridge construction by the State Highway Department in the state where the precast units are fabricated or in the state where the Project is located.

3. All fine aggregate to be natural not manufactured.

C. Water:

1. Potable, clean.

2. Free of oils, acids, and organic matter.

D. Reinforcing Steel and Welded Wire Reinforcement: See Specification Section 03 09 00.

2.2 DESIGN

A. General Design Requirements:

1. Design units and connections in strict accordance with ACI 318 and the PCI MNL 120.

2. Design units for spans, dead load of members, dead and live loads indicated on the

Drawings with concentrated loads placed in their actual locations.

a. Verify weights and locations of concentrated loads.

3. Provide all reinforcing in units as indicated.

a. Where not indicated, design and provide all reinforcing and prestressing strands subject to approval of Contracting Officer.

2.3 CONCRETE MIXES

A. Strength: 5,000 PSI

B. Slump - 4 IN maximum, 1 IN minimum:

1. Measured at point of discharge of the concrete into the concrete construction member.

2. Concrete of lower than minimum slump may be used provided it can be properly placed and consolidated.

3. Determine slump per ASTM C143.

4. Slump may be adjusted through the use of water reducers.

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C. Selection of Proportions:

1. General:

a. Proportion ingredients to:

1) Produce proper workability, durability, strength, and other required properties.

2) Prevent segregation and collection of excessive free water on surface.

2. Maximum water cement ratio: 0.40

3. Fly ash:

a. A maximum of 25 percent by weight of Portland cement content per cubic yard may be replaced with fly ash at a rate of 1 LB fly ash for 1 LB cement.

b. If fly ash is used, the water to fly ash plus cement ratio not to exceed the maximum water cement ratio specified in this Specification Section.

4. Concrete mix proportioning methods:

a. Per ACI 318, Chapter 5, except as modified herein.

b. Record and report temperature of trial mixes.

c. Proportion trial mixes per ACI 211.1.

5. Required average strength to exceed the specified 28-day compressive strength by the amount determined or calculated in accordance with the requirements of Chapter 5 of ACI

318 using the standard deviation of the proposed concrete production facility.

D. Do not begin fabrication of units until concrete mix design(s) have been approved by

Contracting…