Project Number: 31269 (T5L01) - Hanford Site · Project Number: 31269 (T5L01) Doc. No.: 13-2-001...

Project Number: 31269 (T5L01) Doc. No.: 13-2-001 Date: June 5, 2017 Revision: 0

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REVISION PAGE

Project Name: LAWPS Discipline: Structural

Client: Washington River Protection Solutions Project Number: 31269 (T5L01)

Latest Revision: 0

REVISION SIGNATURES

Floyd Vissat

Prepared by Date Approved by (SDE/Lead) Date

Daud Sheikh Paul Bell

Checked by Date Approved by (QA) Date

Joseph Zmuda Daniel Priebe

Verified by (if required) Date Approved by (PEM) Date

Status Rev. No. Date Prepared By Pages Description of Changes

Final 0 June 5, 2017

James Klett All Approved for Construction

Safety Related: Yes No

Quality Level:

Full QA Enhanced QA Commercial QA

michael.schultze

Typewritten Text

For DP


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TABLE OF CONTENTS

1.0 PART 1 – GENERAL ......................................................................................................... 1 1.1 Section Scope............................................................................................................................ 1 1.2 Related CSI Sections ................................................................................................................ 1 1.3 Codes and Standards ................................................................................................................ 2 1.4 System Description (Not Used) ................................................................................................. 3 1.5 Submittals .................................................................................................................................. 4 1.6 Delivery, Storage, and Handling ................................................................................................ 5 1.7 Quality Assurance ..................................................................................................................... 5 1.8 Site Conditions .......................................................................................................................... 7

2.0 PART 2 - PRODUCTS ....................................................................................................... 9 2.1 Manufacturers ............................................................................................................................ 9 2.2 Materials .................................................................................................................................. 10 2.3 Equipment (Not Used) ............................................................................................................. 12 2.4 Components (Not Used) .......................................................................................................... 12 2.5 Fabrication (Not Used) ............................................................................................................ 12 2.6 Shop Quality Control (Not Used) ............................................................................................. 12

3.0 PART 3 – EXECUTION .................................................................................................... 13 3.1 Preparation .............................................................................................................................. 13 3.2 Erection, Installation, and Application ..................................................................................... 14 3.3 Field Quality Control ................................................................................................................ 27 3.4 Adjusting and Cleaning ............................................................................................................ 27 3.5 Demonstration (Not Used) ....................................................................................................... 28 3.6 Protection ................................................................................................................................. 28

4.0 LIST OF APPENDICES ................................................................................................... 29 4.1 Appendix A – Supporting Documentation Issued with this Specification ................................ 29


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LIST OF TERMS

Abbreviations and Acronyms

Term Definition ACI American Concrete Institute

AISC American Institute of Steel Construction

ASME American Society of Mechanical Engineers

ASTM ASTM International

AWS American Welding Society

CMTR Certified Material Test Report

CQA Commercial Quality Assurance

CSI Construction Specifications Institute

EQA Enhanced Quality Assurance

FQA Full Quality Assurance

H Hold

HRC Headed Reinforcement Corp.

IBC International Building Code

ICC International Code Council

LAWPS Low Activity Waste Pretreatment System

NCR Nonconformance Report

NQA Nuclear Quality Assurance

QA Quality Assurance

RFI Request for Information

W Witness

Units

Symbol Definition °F Degrees Fahrenheit

FT Feet

IN Inches

PSI Pound-Force per Square Inch


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Definitions

BUYER – The Company (or their agent) for whom the VENDOR is performing work or services.

COMMERCIAL QUALITY ASSURANCE (CQA) - Level of controls for those items, services, or processes where, based on an evaluation of risk or nuclear safety, no additional quality controls beyond the provider’s published or stated attributes of the item, service, or process is required.

DEVIATION – Any departure from the requirements contained in the purchase order and specification which VENDOR proposes to incorporate if approved by BUYER.

ENHANCED QUALITY ASSURANCE (EQA) - Level of controls for those items, services, or processes where, based on an evaluation of risk or nuclear safety, additional controls beyond the provider’s published or stated attributes of the item, service, or process are needed to verify critical attributes.

FULL QUALITY ASSURANCE (FQA) - Level of controls applied for items services, or processes that are commensurate with the controls invoked under ASME NQA-1 or other appropriate national consensus standard.

HANDLING - The movement or transportation of items following receipt from offsite/ project locations. This includes movement within storage areas and movement/transportation from receipt or storage areas to field locations. Handling requirements include the need for special handling tools and equipment, restrictions on material composition of surfaces in contact with the item, protection against damage or deterioration, which could occur during movement and placement, protection against physical damage due to excessive shock or vibration, and protection against entry of dirt, water, or other contaminants.

HOLD POINT – A mandatory inspection activity beyond which work shall not proceed until (1) the inspection is performed by an independent inspector and/or BUYER and acceptance is authenticated, or (2) a written release is authorized by the organization who established the hold point.

MANUFACTURER – The party responsible for making the product.

NONCONFORMANCE – a deficiency in characteristic, documentation, or procedure that renders the quality of an item or activity unacceptable or indeterminate.

PROCUREMENT QUALITY CLAUSES (QA Clauses) - Procurement quality clauses are to be used for the acquisition of items and services. The clauses establish contractual obligations for quality program systems, identification, traceability, documents submittals, testing, reporting, qualification, special process controls, inspections, etc.

QUALITY ASSURANCE RECORDS – Quality assurance plans, procedures, and records, including completed documents that furnish evidence of the quality of an item or activities affecting quality.


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SHALL / MUST – Denotes project requirements, compliance is required

SHIPPING – The movement of items from an off-site/project location (VENDOR, warehouse, etc.) to an on-site/project location, or movement from an onsite/ project location to an off-site/project location. Shipping requirements include packaging and securing of items to protect against damage or deterioration which could occur during movement and transportation, protection against physical damage due to excessive shock or vibration, protection against entry of dirt, water, or other contaminants, and protection against other environmental conditions such as temperature or humidity.

SHOULD – Denotes recommendation or expectation, compliance is expected.

SPECIFICATION – Refers to any design, fabrication or supply specification.

STORAGE – Holding of items in areas that address: the probable maximum period to be held, the inherent physical limitations of the item itself, and required protection from potential hazards such as fire, corrosion, chemical attack and environmental conditions. Storage also includes the requirements for maintaining the integrity and operability of items through routine maintenance, cleaning, or other means of preservation.

SUBSTITUTION – Any change or deviation from issued approved drawings, designs, methods, or contract terms and conditions. Changes in products, materials, equipment, methods of construction, and test criteria required by the Contract Documents proposed by the VENDOR after award of the Contract are considered to be requests for substitution.

VENDOR – The Company responsible for the supply of equipment or services.

WITNESS POINT – An inspection activity beyond which work shall not proceed until an inspector and/or BUYER is notified and (1) the inspection is performed and released, or (2) the inspection is deferred and can be completed at a later time, or (3) a written waiver is issued by the organization who established the witness point.


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1.0 PART 1 – GENERAL

1.1 Section Scope

This Specification provides the requirements for work associated with the conveyance and placement of concrete for the Low Activity Waste Pretreatment System (LAWPS) Project (Project T5L01).

This Specification delineates the requirements for concrete work, including but not limited to; preplacement, placement, and post-placement testing and inspection reporting; erecting and designing forms, bracing, and shoring for permanent plant construction; provisions for installing embedded items (i.e., plates, sleeves, wall boxes, piping, drains, trench boxes, etc.); conveying, forming, placing, consolidating, finishing, curing, and protecting concrete; and furnishing and installing miscellaneous concrete accessories (i.e., release agents, curing compounds, expansion joint fillers, and joint sealants).

Full Quality Assurance (FQA) material requirements will be in accordance with ACI 349 and ASME NQA-1 addendum requirements.

1.2 Related CSI Sections

01 25 00 Substitutions and Design Changes

01 33 00 Submittals

01 40 00 Quality Assurance

01 45 29 Technical Specification for Material Testing

01 60 00 Labeling

01 66 00 Delivery Storage and Handling

03 21 00 Specification for Furnishing of Reinforcing Steel

03 31 00 Furnishing and Delivery of Ready-Mix Concrete

05 50 00 Engineering Specification for Procurement of Miscellaneous Metals

05 55 01 Stainless Steel Liner Procurement, Fabrication, Shipment and Erection Specification

09 97 23 Specification for Field Applied Special Protective Coatings for Concrete Surfaces


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1.3 Codes and Standards

1.3.1 Work shall be performed in accordance with the referenced codes, standards, and documents for this specification.

1.3.2 The following codes and standards, of the exact issue shown, form part of the BUYER basis of design to the extent specified in the applicable sections of this document. In the event of a conflict between documents referenced herein and the requirements of this specification, the requirements of this specification shall take precedence only when this specification’s requirements are more stringent or conservative. If a code or standard not listed below is to be applied to the scope (see Section 1.1), apply the latest code or standard as of April 16, 2015.

Note: FQA material shall use those codes and standards as specified by ACI 349-13. Any comparable subsequent codes and standards prior to April 16, 2015 shall not be used in their stead.

1.3.3 American Concrete Institute (ACI)

- ACI 117-10, Specification for Tolerances for Concrete Construction and Materials - ACI 301-10, Specifications for Structural Concrete - ACI 304R-00, Guide for Measuring, Mixing, Transporting, and Placing Concrete - ACI 305R-10, Guide to Hot Weather Concreting - ACI 306R-10, Guide to Cold Weather Concreting - ACI 308R-01, Guide to Curing Concrete - ACI 309R-05, Guide for Consolidation of Concrete - ACI 311.4R-05, Guide for Concrete Construction - ACI 318-08/318R-08, Building Code Requirements for Structural Concrete and Commentary* - ACI 347R-14, Guide to Formwork for Concrete - ACI 349-13, Code Requirements for Nuclear Safety Related Concrete Structures and

Commentary

*As required by ACI-349

1.3.4 ASTM International (ASTM)

- ASTM A 615-14, Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

- ASTM A 706-09b, Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

- ASTM A 1064-14, Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

- ASTM C 171-07, Standard Specification for Sheet Materials for Curing Concrete - ASTM C 309-11, Standard Specification for Liquid Membrane-Forming Compounds for

Curing Concrete - ASTM C 579-01, Standard Test Methods for Compressive Strength of Chemical-Resistant

Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes


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- ASTM C 881-14, Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete

- ASTM C 920-08, Standard Specification for Elastomeric Joints Sealant - ASTM C 928-13, Standard Specification for Packaged Dry, Rapid-Hardening Cementitious

Materials for Concrete Repairs - ASTM C 1059-13, Standard Specification for Latex Agents for Bonding Fresh to Hardened

Concrete - ASTM C 1107-07, Standard Specification for Packaged Dry, Hydraulic-Cement Grout

(Nonshrink) - ASTM D 1751-04, Standard Specification for Preformed Expansion Joint Filler for Concrete

Paving and Structural Construction (Nonextruding and Resilient Bituminous Types) - ASTM E 136-09, Standard Test Method for Behavior of Materials in a Vertical Tub Furnace at

750°C

1.3.5 American Welding Society (AWS)

- AWS D1.1-10, Structural Welding Code-Steel - AWS D1.4-05, Structural Welding Code-Reinforcing Steel

1.3.6 American Institude of Steel Construction (AISC)

- AISC 303-10, Code of Standard Practice for Steel Buildings and Bridges

1.3.7 American Society of Mechanical Engineers (ASME)

- ASME NQA-1, 2008 (2009 Addenda), Quality Assurance Requirements for Nuclear Facility Application

1.3.8 International Code Council (ICC)

- IBC – 2012, International Building Code

1.3.9 U.S. Army Corps of Engineers

- CRD –C 572-74, Army Corps of Engineers Specification for Polyvinyl Waterstop

1.4 System Description (Not Used)


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1.5 Submittals

Submittals that are listed within this section shall be prepared and processed in accordance with requirements of CSI Section 01 33 00 “Submittals” and shall include all of the required Quality Assurance documentation in accordance with CSI Section 01 40 00 “Quality Assurance” of this specification.

1.5.1 Quality Assurance submittals include (complete list in Section 1.7, “Quality Assurance”).

1.5.1.1 QA Program for Nonconformance Documentation and Reporting in accordance with QA Clause B22.

1.5.1.2 Certificate of Conformance (CoC) on all applicable items in accordance with QA Clause B79.

1.5.2 Technical Submittals include:

1.5.2.1 List of Fabrication Codes and Standards including Revision and/or Issue Date.

1.5.2.2 VENDOR Technical Proposal Package, as identified in CSI Section 01 33 00 “Submittals”.

1.5.2.3 Project Schedule

1.5.2.4 Drawing List

1.5.2.5 QA Program Manual

1.5.2.6 Request for Information (RFI) shall be submitted on BUYER supplied form A-6003-417.

1.5.2.7 Nonconformance Reports/Deficiency Reports shall be approved in accordance with QA Clause B22.

1.5.2.8 Fabrication/Testing and Inspection Plan (Traveler) in accordance with QA Clause B13.

1.5.2.9 Welding Procedures and personnel qualifications in accordance with QA Clause B28.

1.5.2.10 Certified Welding Inspector (CWI) Qualification Records for personnel performing project work in accordance with QA Clause B25.

1.5.2.11 Delivery, Storage and Handling Plan, identifying the VENDOR procedures to be used to meet the requirements of Section 1.6 of this Specification, in accordance with QA Clause B85.

1.5.2.12 Final Design Review Package (BUYER approval required prior to release for shipment).

1.5.2.13 Final Lifetime Records.


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1.5.3 Drawings (Not Used)

1.5.4 Certification of Materials

1.5.4.1 Obtain and submit Certified Material Test Reports (CMTR’s), in accordance with QA Clause B49, for all materials furnished.

1.5.4.2 Certification against the procurement of potetially suspect or counterfeit items (i.e, all supplied materials shall be genuine, new , and unused), in accordance with QA Clause B76.

1.5.5 Final Design Submittals

1.5.5.1 As Built Documents

1.5.5.2 Inspection/ Test Reports in accordance with QA Clause B52.

1.5.5.3 Closed Nonconformance Reports in accordance with QA Clause B22.

1.5.5.4 Certified Material Test Reports (CMTR’s) in accordance with QA Clause B49.

1.5.5.5 Certificate of Conformance in accordance with QA Clause B79.

1.5.5.6 Product identification in accordance with QA Clause B37.

1.5.5.7 Calibration certificates for Vendor owned instruments and measurement equipment used during testing, in accordance with QA Clause B12.

1.5.6 Refer to related CSI Section 01 25 00 “Substitutions and Design Changes” for detailed substitution and design change requirements and Request for Information (RFI) forms/guidelines.

1.5.7 Concrete work shall be subject to IBC Special Inspections. Refer to General Notes and Special Instructions for further details.

1.6 Delivery, Storage, and Handling

1.6.1 Conveying and Placing Concrete shall use ACI 304R, ASME NQA-1 (Addendum Part II, Subsection 2.5), and CSI Section 01 66 00 “Delivery Storage and Handling” for guidance. See Section 3.2.6 for specific requirements.

1.7 Quality Assurance

The VENDOR Supplier Quality Assurance Program shall be submitted to the BUYER for acceptance.


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1.7.1 Submittals that are listed within this section shall be prepared and processed in accordance with requirements of CSI Section 01 33 00 “Submittals” and shall include all of the required QA documentation in accordance with CSI Section 01 40 00 “Quality Assurance” of this Specification.

Table 1.7-1 Procurement Quality Clause

SUPPLIER FABRICATION B12 Supplier Use of Calibrated Equipment

B13 Fabrication/Inspection/Test Plan

B22 Nonconformance Documentation and Reporting

B25 Certified Weld Inspector (CWI)

B28 Welding Procedures and Qualifications

B31 Nondestructive Examination Process

MATERIAL IDENTIFICATION B32 Identification of Items with Part number/Model number

B33 Identification of Items with Catalog Cut

B34 Identification of Items

B37 Identification and Traceability of Items

B43 Identification of Age Control Items

TESTING AND TEST DATA B49 Certified Material Test Report

B52 Inspection and Test Report

B61 Certification of Calibration

B76 Procurement of Potentially Suspect or Counterfeit Items

B79 Certificate of Conformance

MATERIAL HANDLING

B85 Packaging/ Shipping Procedures


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1.7.2 Hold Points

1.7.2.1 The following verification points required by this section shall be in accordance with CSI Section 01 40 00 verified by the BUYER, as applicable.

1.7.2.2 At a minimum, the following witness (W) and hold (H) points shall apply:

Table 1.7-2 Witness and Hold Point Verification

Verification Point Description Type of Verification

Prior to Initial Production Welding (First Weld*) W

Prior to Testing W

Prior to Inspections H

Prior to Acceptance Testing H

Prior to Shipping H

*First Weld Strike for Each Weld Procedure

1.7.2.3 The VENDOR shall provide required notifications of verification points in accordance with CSI Section 01 40 00 as applicable, and shall not proceed past required hold points without written authorization from the BUYER Quality Assurance (QA) representative.

1.7.3 Refer to CSI Section 01 60 00 for all labeling requirements.

1.7.4 Refer to CSI Section 01 25 00 for all Substitutions and Design Changes requirements.

1.8 Site Conditions

1.8.1 City, State, Country

Hanford Site, Richland, Washington, United States

1.8.2 Access - Roads, Highways, Transportation

The LAWPS will interface with existing roadways and may be accessed by WTP Loop Road from the north or by 4th Street from the south.


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1.8.3 Site - Size, Legal Description, Orientation, Plans

The site is located in the 200 East Area of the Hanford Site near Richland, Washington. The LAWPS facility contains all new structures.

1.8.4 Climate

1.8.4.1 Refer to related CSI Section 01 66 00 “Delivery, Storage and Handling” for storage conditions

1.8.4.2 Environmental Conditions (provided for information)

Temperature Range: -25 oF to 115 oF (direct sunlight) Relative humidity: 0 to 100%


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2.0 PART 2 - PRODUCTS

All products listed in Section 2.0 are industry standard commercial materials and shall meet the requirements of Section 2.2. They are not otherwise subject to FQA quality assurance requirements unless noted.

2.1 Manufacturers

2.1.1 Non-Shrink Grout

- Five Star Products, Inc. or Approved Equivalent.

2.1.2 Expansion Joint Material

- W.R Meadows, Inc. or Approved Equivalent.

2.1.3 Expansion Joint Sealant

- Sika Chemical Company or Approved Equivalent.

2.1.4 Waterproof Paper or Plastic Membrane

- Poly-America Construction Sheeting or Approved Equal

2.1.5 Evaporation Reducer

- Master Builders Solutions or Approved Equivalent.

2.1.6 Liquid Membrane Curing Compound

- Symons Corporation (by Dayton Superior) or Approved Equivalent.

2.1.7 Construction Aids

- Amico or Approved Equivalent. - Symons Corporation (by Dayton Superior) or Approved Equivalent.

2.1.8 Bonding Agent

- Euclid Chemical Company or Approved Equivalent.

2.1.9 Concrete Repair Mortar

- Five Star Products, Inc. or Approved Equivalent.

2.1.10 Water Stop

- Greenstreak Plastic Products, Inc.or Approved Equivalent


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2.2 Materials

2.2.1 Non-Shrink Grout

2.2.1.1 Non-shrink cement based grout shall be Five Star Fluid Grout 100 conforming to ASTM C 1107 or approved equal. The minimum 28 day compressive strength shall be 8000 psi, unless otherwise noted.

2.2.1.2 Non-shrink epoxy grout shall be Five Star SP Epoxy Grout or approved equal that conforms to ASTM C 579 with a minimum 7 day compressive strength of 14000 psi, unless otherwise noted.

2.2.1.3 Non-shrink grout shall be installed in accordance with the MANUFACTURER’s instructions.

2.2.2 Expansion Joint

Use 1/2 IN thick preformed joint filler conforming to ASTM D 1751 unless noted otherwise on the design documents.

2.2.3 Expansion Joint Sealant

One component polyurethane such as SIKAFLEX ® Self-Leveling Sealant by Sika Chemical Company meeting the requirement of ASTM C 920, Type S, Grade P, Class 25 or approved equal.

2.2.4 Waterproof Paper or Plastic Membrane

Conform to ASTM C 171.

2.2.5 Evaporation Reducer

Shall be MasterKure ER 50 by Master Builders Solutions or approved equal which reduces the rate of surface moisture evaporation under hot, dry and/or windy conditions.

2.2.6 Liquid Membrane Curing Compound

Shall conform to ASTM C 309, Type 1 or Type 1-D at an application rate recommended by the MANUFACTURER; must not contain silicone, paraffin or oil. Symons Corporation (by Dayton Superior) Cure & Seal 309 J18 Type l, Class B, (water-based dissipating curing compound) or approved equal, is an acceptable material.


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2.2.7 Construction Aids

Construction aids shall not interfere with Specification requirements for alignment and cover for reinforcement. Construction Aids shall be defined as: Any device used to assist in the support or placement of permanent plant concrete and its components. These Construction Aids may be used in all construction areas. The devices may be external to the finished concrete boundaries or cast in place non-organic devices depending on their use. A list of Construction aids includes, but is not limited to:

- Concrete “Dobie” Blocks - Tie Wire - Non-coated reinforcing support made of concrete, metal or plastic (i.e., non-organic

materials) - Galvanized or dielectric material supports for galvanized or epoxy coated rebar - Manufactured or job built form ties and accessories - Anchor bolt templates - Embedded items support - Stay in place formwork (e.g. Metal decking, Stayform, etc.) - Formwork release agent shall be Magic Kote emulsion form release or approved equal and

must not contain silicone, paraffin, or oil. - Shims for base plates

If the plastic reinforcing steel supports (aka chairs) do not satisfy ASTM E 136, then the following restrictions shall be followed:

- Plastic chairs shall not be used for shored beam construction and shored slab construction where decking is not used.

- If any plastic chairs protrude out of the finish surface of the walls or any vertical surface, the chair tips (if exposed) shall be ground off smooth at the wall surface.

2.2.8 Bonding Agent

The bonding agent type and grade shall be compatible with the conditions at the time of product application. The product shall be applied in accordance with the MANUFACTURER’s recommendations.

Bonding agent shall meet the following requirements:

- For bonding fresh to hardened concrete the bonding agent shall meet the requirements of ASTM C 1059 Type II Standard Specification for Latex Agents for Bonding Fresh to Hardened Concrete.

- For bonding concrete where humid conditions exist and the surfaces are damp, the bonding agent shall meet the requirements of ASTM C 881 Standard Specification for Epoxy-Resin-Base Bonding System for Concrete.

2.2.9 Concrete Repair Mortar

2.2.9.1 Concrete repair mortar shall be a prepackaged material suitable for the purpose that is approved by BUYER prior to use.


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2.2.9.2 Concrete repair mortar is typically CQA. Any FQA quality assurance requirements for concrete repair mortar will be identified on BUYER design documents in accordance with Section 2.0.

2.2.9.3 Concrete repair mortars shall be installed in accordance with the MANUFACTURER’s instructions.

2.2.9.4 Concrete repair mortars shall conform to ASTM C 928, Type R2 or approved equal.

2.2.10 Waterstop

2.2.10.1 Waterstop shall be extruded Polyvinyl-chloride of the size and shape specified in the design documents and shall conform to U.S. Army Corps of Engineers CRD-C 572.

2.3 Equipment (Not Used)

2.4 Components (Not Used)

2.5 Fabrication (Not Used)

2.6 Shop Quality Control (Not Used)


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3.0 PART 3 – EXECUTION

Requirements for installation and inspection of Concrete Work are in accordance with the following Codes;

Table 3.0-1: INSTALLATION AND INSPECTION CODES

STRUCTURE QUALITY CATEGORY

APPLICABLE CODE

Installation Inspection

FQA - ACI 117 - ACI 349 - ASME NQA-1,

Part II, Subpart 2.5

- IBC 2012 Special Inspection

- ACI 349 - ASME NQA-1,

Part II, Subpart 2.5

3.1 Preparation

3.1.1 Forms

Formwork shall be installed per MANUFACTURER’s instructions. The VENDOR shall ensure the proper use of forming and approve formwork installation. The formwork, shoring, re-shoring, etc. shall be designed and reviewed by a licensed civil/structural engineer. ACI 347R shall be used as the guide for design, inspection, and construction of Formwork with tolerances from ACI 117 as specified in ACI 347R.

3.1.2 Preparation Prior to Concrete Placement

3.1.2.1 Clean reinforcing steel and other metal to be embedded. Remove form release agent and all other substances that would affect bond.

Marking, using paint to segregate non-quality related reinforcement shall be acceptable. Painted surface area of bar shall not exceed 2% of bar surface for bars less than 10 FTin length. For bars greater than 10 FTin length, painted surface area shall not exceed 2% for any 10 FTof length of reinforcement.

3.1.2.2 Dampen all compacted soil, rock, or concrete surfaces before placement of concrete.

3.1.2.3 Remove snow, ice, frost, water, and other material from surface to receive concrete. Miscellaneous pieces of tie wire, cut pieces of reinforcing steel, tools, nails, and light amounts of saw dust that fall into forms after erection that cannot be reached need not be removed from the bottoms of forms so long as these items do not affect concrete cover or provide a path of corrosion to the reinforcing steel.


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3.2 Erection, Installation, and Application

3.2.1 Concrete

3.2.1.1 Tolerances for concrete placement shall be in accordance with Table 3.2-1 unless noted otherwise on the project documents.

3.2.1.2 Provide ¾ IN chamfers on all exposed exterior corners and edges unless noted otherwise on the design documents. On slabs, the VENDOR has the option of providing a tooled edge (½ IN minimum radius), even if the design document calls out a chamfer.

3.2.1.3 The following surface conditions shall be achieved as defined in ACI 347R Section 5.3 and 5.4.

3.2.1.3.1 Where concrete surfaces will receive special protective coatings:

- No sharp fins/edges are permitted; - No abrupt changes greater than ¼ IN are permitted where the forms butt or

join; and - Gradual changes such as bows, bulges and waves are permitted.

3.2.1.3.2 Concrete surfaces that will not receive special protective coatings will be Class C surface class.

3.2.1.4 When form release agent is used, do not allow the formwork release agent to puddle at the base of the form. If formwork release agent comes into contact with the hardened concrete surface of a construction joint, reinforcing steel, or any other item to be embedded the surface shall be cleaned.

3.2.1.5 Expanded metal form material such as Stayform by Amico may be used in locations such as duct banks and foundations where the vertical surface of the placement will be covered by compacted backfill material after concrete placement.


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Table 3.2-1 – Concrete Placement Tolerances

Component Category Tolerance

Footings Lateral Alignment – As cast to center of individual footing. 8 FTor more Less than 8 FT

±2 IN 0.02 times width of footing in direction of misplacement but not more than ½ IN

Horizontal dimension for unformed members cast against soil.

2 FT or less

Over 2 FT

+3 IN or –1/2 IN +6 IN or –1/2 IN

Level Alignment – Top of isolated footings

+1/2 IN and –2 IN

Level Alignment – Top of continuous footings

+1/2 IN and –1 IN

Cross-Sectional Dimensions – Horizontal dimension of formed members.

+2 IN and –1/2 IN

Cross-Sectional Dimensions – Vertical dimension (thickness)

-5%

Relative Alignment – Single footing side and top surface slope with respect to specified plane.

±1/4 IN within 10 FT

Cast-In-Place Concrete for Buildings Vertical Alignment/Plumbness – (Lines, surfaces, and rises):

Outside corner of exposed corner columns and control joint grooves in concrete exposed to view.

±1 IN

±1/2 IN


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Lateral Alignment: (Horizontal Location)

Members

Centerline location of all openings.

Sawcuts, joints, and weakened plane embeds

±1 IN

±1/2 IN

±3/4 IN

Level Alignment:

Elevation of top of slabs and other formed surfaces before removal of shoring

Elevation of lintels, sills, parapets, horizontal grooves, and other lines exposed to view

Elevation of slabs on grade

±3/4 IN ±1/2 IN ±3/4 IN

Cross-Sectional Dimensions: Members such as columns, beams, piers, or walls with thickness:

12 in. dimension or less

More than 12IN dimension but not over 3 FT dimension

Over 3 FT dimension

+ 3/8 IN or –1/4 IN + 1/2 IN or –3/8 IN + 1 IN or –3/4 IN

Relative Alignment:

Vertical alignment of outside corner of exposed corner columns and control joint grooves in concrete exposed to view

All other formed surfaces may slope in 10 FT with respect to the specified plane

1/4 IN in 10 FT ±3/8 IN in 10 FT

Offset between adjacent pieces of formwork facing material shall not exceed:

Surfaces that receive special protective coatings-Class B See Section 3.2.1.3 for further clarifications.

For a Class C surface

±1/4 IN ±1/2 IN


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Openings Through Members:

Cross-sectional size of openings

Location of centerline of opening

–1/2 IN or +1 IN

±1/2 IN

3.2.2 Placing Reinforcing Steel

3.2.2.1 Prior to placing steel, verify that the deformed bars conform to ASTM A 615 as stated on General Notes. Also, verify that the welded wire reinforcement conforms ASTM A 1064.

3.2.2.2 Place reinforcing steel securely following steel verification in accordance with section 3.2.2.1.

3.2.2.3 Placement tolerances for reinforcement shall be in accordance with Table 3.2-2 unless noted otherwise on the project documents.

Table 3.2-2 – Reinforcement Placement Tolerance

Category Condition Tolerance

Reinforcing Cover: Concrete cover measured perpendicular to concrete surface in direction of tolerance:

Member size – 8 IN or less

Member size – 8 IN and over

–3/8 IN

–1/2 IN

Reinforcing Placement: Total number of bars shall not be less than that specified.

Distance between longitudinal reinforcement in beams and columns. (When given spacing is greater than bar diameter or 1 IN)

¼ specified distance not to exceed 1 IN

Distance between longitudinal reinforcement in beams and columns for bundled bars

1 IN or 1.4 x individual bar diameter for 2 bar bundles, 1.7 X individual bar diameter for 3 bar bundles, and 2 x individual bar diameter for 4 bar bundles.

Spacing deviation in slabs and walls other than ties and stirrups

±3 IN

Spacing deviation in stirrups Lesser of ±3 IN or depth of beam/12 IN x 1 IN


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Spacing deviation in ties Lesser of ±3 IN or least width of column/12 IN x 1 IN

Embedded Length and Length of Bar Laps

#3 - #11 Bar Sizes –1 IN

Longitudinal Location of Bends and Ends of Bars

At discontinuous ends of members

At other locations

± ½ IN

± 2 IN

3.2.2.4 Assure that tie wire is not in contact with formed surfaces. If tie wire is exposed after removal of formwork, chip concrete approximately ¾ IN in depth, cut exposed tie wire, and repair concrete as a surface defect in accordance with Section 3.2.9.

3.2.2.5 Welding or tacking of reinforcing steel shown on the design documents is prohibited unless approved by the BUYER.

3.2.2.6 Field bending of reinforcement shall be controlled and approved by the VENDOR. Guidance for field bending is as follows:

- Reinforcement bend diameter shall not be less than the minimum bend diameter identified in Table 7.2 of ACI 349.

- Reinforcement partially embedded in concrete may be cold bent and/or straightened in the field one time for bar sizes #3 through #5 so long as the bar temperature is above 32°F.

- Reinforcement partially embedded in concrete may be cold bent and/or straightened up to 15 degrees in the field one time for bar sizes #6 through #11 so long as the bar temperature is above 32°F. For bend angles greater than 15 degrees from tangent, uniform preheating of bar is required prior to bending or straightening.

3.2.2.7 Preheating shall be by any means which does not harm the reinforcing or concrete. Preheat a length of bar equal to at least five (5) bar diameters in each direction from the center of the bend but do not extend preheating below the surface of the concrete. Do not allow the temperature of the bar at the concrete interface to exceed 500°F. The preheat temperature of the reinforcing shall be maintained between 1100°F to 1200°F until bending is complete. Do not artificially cool the bar until the temperature is less than 600°F.

3.2.3 Anchor Bolts and Embeds

3.2.3.1 Position and secure anchor bolts and other embedded items using templates. When embedded, the templates shall be steel or other material as approved by the BUYER. Items used for positioning embedded items shall be considered construction aids.


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Anchor bolts, embedded items, and liners (as applicable) shall conform to the requirements of the applicable CSI Sections (Sections 05 50 00 and 05 55 01)

3.2.3.2 Placement tolerances for embedded items shall be in accordance with Table 3.2-3 unless noted otherwise on the project documents:

Table 3.2-3 – Embedded Item Placement Tolerances

Conditions Embed Type Tolerance

Lateral alignment in both directions in the plane of the slab or wall. Level alignment through the slab or wall.

Standard Embeds per Standard Design Documents

±2 in unless noted otherwise in Design Documents

Other Embedments not shown on Standard Design Documents1

±1 IN unless noted otherwise on the design documents.

1The tolerance listed governs openings with embedment(s) (i.e. liners, sleeves, or other appurtenances affixed to the edges of the opening) that define the perimeter of the opening.

3.2.3.3 Install other embedded items, such as plates and anchor bolts, that are supplied by others as identified on the design documents to tolerances specified in Table 3.2-3 or 3.2-4 or the BUYER documents.

3.2.3.4 Locate anchor bolts within the tolerances defined in Table 3.2-4. This table is taken from Section 7.5.1 of AISC 303 with the exception to the last condition. In addition to building steel anchor bolts, apply these tolerances to all anchor bolts, including those for machinery bases, unless more stringent tolerances are noted on the design documents. Cutting of rebar is prohibited for placing anchor bolts without BUYER approval.


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Table 3.2-4 – Anchor Bolt Placement Tolerances


Anchor Bolts Variation in dimension between the centers of any two anchors within an anchor bolt group

Less than or equal to 1/8 IN

Variation in dimension between the centers of adjacent anchor bolt groups


Variation in elevation from the specified vertical elevation of the tops of anchors within an anchor bolt group

+/-1/2 IN

Accumulated variation in the dimension between centers of anchor bolt groups along the established column line through multiple anchor bolt groups

Less than or equal to 1/4 IN in 100 FT, but not to exceed 1 IN total.

Variation in dimension from the center of any anchor group to the established column line.


Variation in dimension from the center of the closest anchor or anchor group to a to a concrete edge


3.2.3.5 A stud may be field bent or straightened to clear interferences by striking the stud with a hammer on the unwelded end or by placing a pipe or other suitable hollow devise over the stud and manually or mechanically bending the stud (no heating of the stud). Unless otherwise approved by the BUYER, the bending/straightening limitations are:

- A maximum of one-half of the total studs on an embed may be bent. For this purpose, a stud shall be considered as bent if the shank of the stud is greater than 5 degrees from its original axis.

- A stud may be bent to an angle of 30 degrees maximum from its original axis away from an adjacent stud.

- If two studs in a plane are bent in the same direction (not toward other studs), both may be bent to 30 degrees maximum.

- A stud may be bent to an angle of 15 degrees maximum from its original axis toward an adjacent stud.

- If two adjacent studs are bent toward each other, then the combined bends are limited to a sum of 15 degrees.

- Studs bent during fabrication as a result of intentional testing shall be left in the bent position provided no interferences are present, regardless of the angle of bend. Such studs shall be considered as “bent”.


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A Qualified Inspector shall independently visually examine the weld for cracks after field bending or straightening. Additionally, any stud that has been straightened shall be visually examined along the surface of the shank for any local perforations and or cleavage. Any stud that experiences such damage shall be considered as ineffective and replaced with a new stud as close as possible to the original stud.

3.2.3.6 Replacement studs shall be installed in accordance with Section 7.0, Stud Welding, of AWS D1.1.

3.2.4 Welded and Mechanical Splices

3.2.4.1 Welded splices must be approved by BUYER in advance on a case-by-case basis.

3.2.4.2 Reinforcement to be welded shall conform to ASTM A 706.

3.2.4.3 A full welded splice shall develop at least 125% of the specified yield strength of the bar. Welding of reinforcing bars, welding procedure qualifications, welder qualifications and inspection of welds on reinforcing steel shall be in accordance with AWS D1.4 with the exception that the only acceptable reinforcing steel weld is a direct butt weld.

3.2.4.4 Mechanical couplers shall develop the specified tensile strength of the bar.

3.2.4.5 Mechanical couplers shall be inspected in accordance with the MANUFACTURERS approved Operation Manual.

3.2.4.6 Operator qualification testing for mechanical couplers shall be performed in accordance with Specification for Furnishing of Reinforcing Steel, CSI Section 03 21 00, Appendix A.

3.2.4.7 Headed Reinforcement Corp. (HRC) mechanical couplers approved for project use in the Specification for Furnishing of Reinforcing Steel, CSI Section 03 21 00, may be used in lieu of lap splices for #7, #9, and #11 bars in slabs or walls unless noted otherwise on the design document. The use of HRC couplers shall be documented unless shown on the design document.

3.2.4.7.1 Form saver mechanical coupler combination HRC 520H/525 need not be staggered.

3.2.4.7.2 Where reinforcement is spliced using the HRC 500/510 mechanical coupler combination, no more than half the bars shall be connected in one plane normal to the bars, and the mechanical couplers shall be staggered at least 36 IN unless noted otherwise on the design document.

3.2.5 Construction Joints

3.2.5.1 Obtain prior BUYER approval to relocate or delete construction joints shown on the design documents prior to placement. The VENDOR shall locate construction joints in the field as required for efficient concrete placement unless prohibited by the design documents.


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3.2.5.2 Unless noted otherwise by the design documents, assure that construction joints have been prepared so that the interface is roughened to a full amplitude of approximately ¼ IN, ensuring that the surface laitance is removed by mechanical or other means-such as “green cutting”, water blasting, etc. Create a sound, fundamentally level profile, free of undercut and cracked coarse aggregate, that is without pockets or irregularities that could trap air when the fresh concrete is placed. Remove all loose mortar, curing compound, and all other substances that can adversely affect bond. Unless concrete has been continuously cured prior to placement of the adjacent concrete, pre-wetting of vertical construction joint is required.

3.2.5.3 Expanded metal form material such as Stay-Form by Amico may not be used at construction joints.

3.2.5.4 Cold joints are considered to have occurred between subsequent concrete pours when a running vibrator will not sink into the concrete layer below by means of its own weight. Where cold joints are encountered, consult BUYER for recommended course of action.

3.2.6 Conveying and Placing Concrete

3.2.6.1 Convey concrete from the truck discharge point to the point of placement using conveying methods that do not allow segregation of the mix. Allowable methods of concrete conveyance include conveyors, concrete pumps, crane and bucket, buggies, chutes, and tremies. Concrete with slump classes 1 through 4 may be allowed to freefall when a pump or chute is used provided concrete will not be distrusted in a vertical fall into place. For slump class 7, and where embedded items (reinforcement, tie rods, etc.) do not allow for undisturbed fall of concrete, free fall of concrete shall not exceed five (5) FT.

See CSI Section 03 31 00 for definition of slump classes.

3.2.6.2 If concrete is pumped, do not allow grout or mortar used to slick the pump line to be incorporated into the work.

3.2.6.3 Clean all placing equipment before depositing concrete.

3.2.6.4 Consolidate concrete by mechanical, internal type vibrators using the guidance provided in ACI 309R. Lift heights shall not exceed 24 IN.

Manual consolidation methods may be used for small, non-structural placements such as stair landings and stair pans provided the mix is plastic/flowable in nature with a slump of at least three (3) IN. Other placements may utilize manual consolidation with the approval of the BUYER.

3.2.6.5 Protect the exposed surface of fresh concrete from rain that is detrimental to the placement. Continue protection after placement and finishing until the concrete has achieved sufficient set to prevent damage.


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3.2.6.6 Protect surfaces of freshly placed concrete flat-work from rapid evaporation. An evaporation retardant may be used.

3.2.6.7 Aluminum pipe shall not be used to convey concrete.

3.2.7 Finishing and Curing

3.2.7.1 Interior Slabs shall have a steel trowel finish. Where a special protective coating is specified on floors, the steel trowel shall receive a fine broom finish.

3.2.7.2 Interior non-exposed slabs shall have a flat float finish (e.g., slabs to be covered by liner plate).

3.2.7.3 Outdoor Slabs (walking and working surfaces; pavements and parking areas) shall have a bull float finish followed by surface texturing with a steel or fiber broom to produce corrugations that are approximately 1/16 to 1/8 IN deep. Broom shall be perpendicular to nearest edge of pavement and all areas of a panel in the same direction.

3.2.7.4 Outdoor Slabs (Other) shall have a float finish.

3.2.7.5 Tops of footings that will be buried shall have a float finish.

3.2.7.6 Tops of walls and similar surfaces shall strike off smooth and float to obtain texture similar to adjacent surfaces.

3.2.7.7 Top of duct banks, thrust blocks and other buried concrete items shall vibrate the surface level.

3.2.7.8 Refer to Architectural finish schedules for special protective coatings information and finishes. Refer to Specification for Field-Applied Special Protective Coatings for Concrete Surfaces, CSI Section 09 97 23, for concrete surface preparation requirements.

3.2.7.9 Concrete shall be maintained above 50°F and in a moist condition for at least the first 7 days after placement unless following hot or cold weather concrete placement requirements.

3.2.7.10 Mudmats are not required to be protected in accordance with Table 3.2-5, but shall be maintained above 32°F until the concrete obtains a minimum compressive strength of 2000 psi as determined by field cured cylinders. When mudmats are not protected in accordance with Table 3.2-5, construction loads shall not be supported on mudmats until the concrete attains the strength identified above.

3.2.7.11 When a liquid membrane forming curing compound is to be used on horizontal surfaces, the concrete shall be allowed to reach a uniformly damp appearance with no free water on the surface and then application of the curing compound shall begin as soon as practicable. The surface of concrete walls shall be cured using curing compound or sprayed with water as soon as practicable after forms are removed. Until the curing compound is uniformly applied in accordance with the MANUFACTURER’s instructions, keep all concrete surfaces moist.


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3.2.7.12 Plastic membrane, reinforced waterproof paper, or other sheet material may be used to minimize evaporative losses from a saturated cover material, such as burlap, cotton mats, etc., that are in direct contact with the concrete. Sheet materials alone are not satisfactory for curing concrete. If sheet materials are used with saturated cover materials, monitor the moisture content of the cover materials, and replenish with water as required to maintain a moist concrete surface.

3.2.7.13 Prepackaged grouts and repair mortars shall be cured in accordance with the MANUFACTURER’s instructions.

3.2.8 Form Removal

3.2.8.1 Forms and shores supporting the weight of concrete for walls, columns, elevated slabs and beams, and other parts shall remain in place until the concrete has attained 80% (minimum) of the specified 28 day design strength. Determine concrete strength for form and shore removal in accordance with ACI 301, Section 2.3.4.

3.2.8.2 Forms for columns, walls, sides of beams, slabs and girders and other parts not supporting the weight of the concrete may be removed from non-load bearing concrete elements after the concrete has attained sufficient strength so as not to be damaged by the form removal operation, but not sooner than twelve (12) hours after completion of the placement.

3.2.8.3 No construction loads shall be supported on, nor any shoring removed from any part of concrete work except when that portion of the structure can be shown by tests or calculations to have sufficient strength to support that work.

3.2.9 Repairs

3.2.9.1 As soon as practicable after form removal, repair, cure and protect all surface defects, including tie rod holes, with an appropriate BUYER approved patching material in accordance with ACI 301 Section 5.3.7 and the MANUFACTURER’s instructions (if applicable). These types of repairs are considered to be non-quality level work.

3.2.9.2 At all honeycombed, rock pocketed, or other defective areas not included in 3.2.9.1, saw cut or chip the perimeter of the area to be repaired. If the repair will be made using concrete containing coarse aggregate, saw cut or chip to a depth of ¾ in (minimum) measured from the concrete surface. Otherwise, saw cut or chip to a depth of ¼ in (minimum). Remove all loose or poorly consolidated material until sound concrete is encountered. Saw cut or chip edges perpendicular to the concrete surface, and prepare the final surface such that air will not be trapped when the patch material is placed, and in accordance with the patch material MANUFACTURER’s written instructions (if applicable).

3.2.9.3 If reinforcing steel is exposed or encountered when defective concrete is being removed, refer the situation to the BUYER for evaluation. If the BUYER determines the defect to be a structural repair, the defect shall be documented as a non-conforming condition and situation shall be referred to the BUYER for review and repair method direction. Structural repairs shall be considered quality level work. If


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the BUYER evaluation determines the defect to be cosmetic, repairs may proceed per paragraph 3.2.9.2 and shall be considered non-quality level work.

3.2.10 Hot Weather Concrete Placement

3.2.10.1 Along with ACI 308R, refer to ACI 305R for guidelines to employ during hot weather concreting. Likely conditions for hot weather concrete are a combination of high ambient temperature, increased concrete temperature, low relative humidity, wind velocity, and solar radiation.

3.2.10.2 Procedures shall be in place to control the loss of moisture due to effects of hot weather concreting, such as wind breaks, evaporation retarders, or placement times during cooler parts of the day.

3.2.10.3 See CSI Section 01 45 29, Technical Specification for Material Testing, for concrete temperature requirements at time of placement.

3.2.10.4 Cool placing environment by fog spraying forms, reinforcing steel, and subgrade with site available water (firewater, raw water, or potable water) just prior to concrete placement.

3.2.11 Cold Weather Concrete Placement

3.2.11.1 Cold weather is defined as a period when, for more than three (3) consecutive days, the average daily temperature is less than 40º F and the air temperature is not greater than 50ºF for more than half of any 24 hour period. Along with ACI 308R, the recommendations of ACI 306R may be used as guidance for the development of procedures along with the requirements of this Specification.

3.2.11.2 Do not place any concrete on frozen subgrade. Assure that all frozen material is removed; regardless of depth, before placing.

3.2.11.3 Do not begin concrete placement until the temperature of the forms, reinforcing steel, and embedded items is 35ºF or greater. Do not expose the entire pour to below freezing temperatures at the start of the placement. Sequence removal of the thermal protection/insulation used to attain the minimum form temperature such that the temperature of the forms/bar/embeds is ≥ 25ºF when they first contact the fresh concrete.

3.2.11.4 Maintain the surface temperature of the concrete for 72 hours after completion of the placement in accordance with Table 3.2-5.

Table 3.2-5 – Concrete Temperature Requirements

Section Size- Minimum

Dimension, IN

Minimum Surface Temperature

°F

Maximum Allowable Temperature Drop in 24 Hours After Removal of Thermal

Protection, °F <12 55 50

12 to 36 50 40

36 to 72 45 30


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Section Size- Minimum

Dimension, IN

Minimum Surface Temperature

°F

Maximum Allowable Temperature Drop in 24 Hours After Removal of Thermal

Protection, °F >72 40 20

3.2.11.5 For concrete being buried below grade, the required duration for surface temperature protection may be reduced provided the concrete has attained a compressive strength of at least 500 psi and will not be subjected to more than one freeze/thaw cycle prior to being buried or backfilled.

3.2.11.6 Note that the temperature requirements in Table 3.2-5 are to assure that the concrete is not damaged by freezing, freeze/thaw cycling or thermal shock when protection is removed.

3.2.11.7 Monitor surface temperatures of the concrete at least twice within a 24 hour period throughout the protection period. The VENDOR shall determine the method of surface temperature measurement.

3.2.12 Thermal Protection

3.2.12.1 For concrete sections where the least dimension is greater than 3 FT, thermal protection is required.

When concrete sections contain columns, beams, or pilasters, the larger element(s) (by volume) shall be considered as the controlling element.

3.2.12.2 Prior to concrete placement, embed one (minimum) thermocouple in the middle of the concrete mass being poured. Assure that this device is functioning and capable of allowing measurement of internal temperature for a period of one (1) month (minimum) after placement.

3.2.12.3 For concrete slab placements, embed one (minimum) thermocouple between the unformed face (surface) and the top layer of horizontal reinforcement steel. Similarly, for wall placements, embed thermocouples approximately mid-height on two (2) opposing formed faces, between the formed surface and the first layer of reinforcement steel. Assure that these devices are functioning and capable of providing surface temperature measurements for a period of one (1) month (minimum) after placement.

3.2.12.4 The provisions of 3.2.12.2 and 3.2.12.3 shall apply until directed otherwise by the BUYER. None of the devices used to measure concrete temperature are classified as important-to-safety.

3.2.12.5 Measures will be applied to control the temperature differential between the interior and exterior of concrete greater than three (3) FT in thickness. This will include covering the majority of the surface of concrete pours with thermal concrete insulating blankets. For all concrete placements greater than three (3) FT in section, a minimum thickness of two (2) concrete insulation blankets of adequate resistivity shall be placed over the majority of the top surface. Formed sides of slabs do not


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need to be insulated. Wall placements greater than three (3) FT in thickness shall be insulated over the entire exposed and formed surfaces of concrete. Efforts shall be made to protect concrete in areas of reinforcing dowels and embedments. The BUYER will provide guidance for the removal of concrete insulating blankets based on thermal data gathered. This Section applies to slabs, walls, and mats of permanent structures.

3.2.12.6 Assure that the requirements for “maximum allowable temperature drop in 24 hours” per Table 3.2-5 of this Specification are met.

3.2.12.7 Mass Concrete Concrete that has been designated as mass concrete shall meet the mass concrete requirements contained in ACI 301, Section 8. Initial concrete delivery temperatures shall be developed in accordance with Section 8 of ACI 301 considering the proposed concrete mix design, concrete pour size, dimensions and configuration, curing method, and any other pertinent information. A thermal control plan shall be submitted and approved for mass concrete placement.

3.2.12.8 In the event that conditions as defined under Section 3.1.9.1 of Specification Furnishing and Delivery Ready-Mix Concrete, CSI Section 03 31 00, arise, BUYER shall be notified of this imminent non-conforming condition. BUYER shall direct the appropriate course of action:

- The BUYER may determine that stopping the placement jeopardizes the integrity of the structure, under these circumstances the placement may continue as directed by the BUYER.

- The BUYER may direct the construction of cold (construction) joint. - The BUYER shall also direct additional cylinders to be taken on over temperature

concrete. - The BUYER shall determine the amount of additional insulation blankets required

and any other necessary mitigating measures to control differential temperature. - Based on time restraints in placing the concrete this direction may be verbal, but

must be documented in a nonconformance report (NCR) for disposition. - The VENDOR shall map the location, both in plan and elevation of placed over

temperature concrete.

3.3 Field Quality Control

Placement tolerances, as identified in Table 3.2-1 of this specification, shall be independently verified by qualified inspector(s).

3.4 Adjusting and Cleaning

The VENDOR shall follow the requirements of the specification for cleaning and adjustment as identified in Section 3.0.


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3.5 Demonstration (Not Used)

3.6 Protection

Protect concrete during hot weather placement using methods contained in ACI 305R, and during cold weather using methods contained in ACI 306R, as allowed in ACI 318R and ACI 349.


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4.0 LIST OF APPENDICES

4.1 Appendix A – Supporting Documentation Issued with this Specification


Page A1 of A1

Appendix A – Supporting Documentation Issued with this Specification

Drawings:

H-16-000301-1, Structural General Notes and Special Inspections



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