daneshlink.com ACI 506.2M-13 (metric) Specification for Shotcrete An ACI Standard Reported by ACI Committee 506 --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com First Printing May 2014 American Concrete Institute® Advancing concrete knowledge Specification for Shotcrete Copyright by the American Concrete Institute, Farmington Hills, MI. All rights reserved. This material may not be reproduced or copied, in whole or part, in any printed, mechanical, electronic, film, or other distribution and storage media, without the written consent of ACI. The technical committees responsible for ACI committee reports and standards strive to avoid ambiguities, omissions, and errors in these documents. 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Phone: 248-848-3700 Fax: 248-848-3701 www.concrete.org ISBN-13: 978-0-87031-893-1 Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com ACI 506.2M-13 Specification for Shotcrete An ACI Standard Reported by ACI Committee 506 Lawrence J. Totten, Chair Jon B. Ardahl* Lars Balck, Jr. Michael Ballou Nemkumar Banthia Chris D. Breeds Wern-Ping Nick Chen Scott R. Cumming* Jean-Francios Dufour Jill E. Glassgold Charles S. Hanskat* Warren L. Harrison Marc Jolin*, Secretary Thomas Hennings Kristian Loevlie Mark R. Lukkarila Gregory S. McKinnon Jeffrey L. Novak H. Celik Ozyildirim Harvey W. Parker Ryan E. Poole John H. Pye James A. Ragland* Venkataswamy Ramakrishnan Raymond C. Schallom, III Raymond J. Schutz Philip T. Seabrook† W. L. Snow, Sr.* Peter C. Tatnall* Curtis White Peter T. Yen George Yoggy Lihe Zhang Christopher M. Zynda Task group members who produced this specification. Task group Chair who produced this specification. Consulting members Merlyn Isaak Richard A. Kaden Roman Malinowski Dudley R. Morgan CONTENTS (mandatory portion follows) * † --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- PART 1—GENERAL, p. 2 1.1—Scope, p. 2 1.2—Definitions, p. 2 1.3—Referenced standards, p. 2 1.4—Submittals, p. 3 1.5—Preconstruction testing by Contractor, p. 4 1.6—Testing during construction, p. 4 1.7—Delivery, storage, and handling, p. 5 This specification contains the construction requirements for the application of shotcrete. Both wet- and dry-mixture shotcrete are addressed, as well as fiber-reinforced shotcrete. The minimum standard for materials, properties, testing, and application are covered. The materials, processes, quality control measures, and inspections described in this specification should be tested, monitored, or performed as applicable only by individuals holding the appropriate ACI certifications or equivalent. Keywords: dry-mixture shotcrete; fiber-reinforced shotcrete; nozzleman; qualification; quality control; quality assurance; shooting; wet-mixture shotcrete. PART 2—PRODUCTS, p. 5 2.1—Materials, p. 5 2.2—Packaged shotcrete materials, p. 5 2.3—Fiber-reinforced shotcrete, p. 5 2.4—Shotcrete properties, p. 5 2.5—Proportioning, p. 6 2.6—Batching, mixing, and delivery, p. 6 PART 3—EXECUTION, p. 6 3.1—Preparation of surface to receive shotcrete, p. 6 3.2—Joints, p. 6 3.3—Alignment control, p. 6 3.4—Application, p. 6 ACI Committee Reports, Guides, and Commentaries are intended for guidance in planning, designing, executing, and inspecting construction. This document is intended for the use of individuals who are competent to evaluate the significance and limitations of its content and recommendations and who will accept responsibility for the application of the material it contains. The American Concrete Institute disclaims any and all responsibility for the stated principles. The Institute shall not be liable for any loss or damage arising therefrom. Reference to this document shall not be made in contract documents. If items found in this document are desired by the Architect/Engineer to be a part of the contract documents, they shall be restated in mandatory language for incorporation by the Architect/Engineer. Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS Subcommittee member Donald M. McPhee ACI 506.2M-13 supersedes ACI 506.2-95 and was adopted on October 29, 2013 and published in May 2014. Copyright © 2014 American Concrete Institute All rights reserved including rights of reproduction and use in any form or by any means, including the making of copies by any photo process, or by electronic or mechanical device, printed, written, or oral, or recording for sound or visual reproduction or for use in any knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors. 1 Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com 2 SPECIFICATION FOR SHOTCRETE (ACI 506.2M-13) 3.5—Finish, p. 7 3.6—Curing, p. 7 3.7—Protection, p. 8 3.8—Tolerances, p. 8 3.9—Repair of shotcrete, p. 8 3.10—Acceptance of Work, p. 8 (nonmandatory portion follows) NOTES TO SPECIFIER, p. 8 General notes, p. 8 FOREWORD TO CHECKLISTS, p. 9 CHECKLIST REFERENCES, p. 12 (mandatory portion follows) PART 1—GENERAL 1.1—Scope 1.1.1 Work specified—This Reference Specification covers the requirements for shotcrete as specified by the Architect/Engineer. Included are the requirements for materials; proportioning; and application of structural and nonstructural shotcrete, including structural and nonstructural fiberreinforced shotcrete. 1.1.2 Units—Values in this specification are stated in SI units. A companion specification in inch-pound units is also available. 1.2—Definitions accepted—determined to be satisfactory by Owner or Architect/Engineer. Architect/Engineer—the architect, engineer, architectural firm, engineering firm, or architectural and engineering firm issuing Contract Documents or administering the Work under Contract Documents, or both. Contract Documents—set of documents supplied by Owner to Contractor as the basis for construction; these documents contain contract forms, contract conditions, specifications, drawings, addenda, and contract changes. Contractor—the person, firm, or corporation with whom the Owner enters into an agreement for construction of the Work. fiber-reinforced shotcrete (FRS)––shotcrete containing discontinuous discrete fibers. gun finish––undisturbed final layer of shotcrete as applied from a nozzle without further finishing. overspray—waste shotcrete material deposited away from intended receiving surface. Owner—the corporation, association, partnership, individual, public body, or authority with whom the Contractor enters into an agreement and for whom the Work is provided. permitted—accepted by or acceptable to Architect/Engineer; usually pertains to a request by Contractor, or when specified in Contract Documents. predampening—in the dry-mixture process, adding water to the aggregate before mixing to bring its moisture content to a specified amount, usually 3 to 6 percent. quality assurance—actions taken by Owner or Owner’s representative to assure Work done and materials provided are in accordance with Contract Documents. quality control—actions taken by the Contractor to assure that Work meets requirements of Contract Documents. Reference Specification—a standardized mandatorylanguage document prescribing materials, dimensions, and workmanship, incorporated by reference in Contract Documents. Reference Standards—standardized mandatorylanguage documents of a technical society, organization, or association, including building codes of local or state authorities, which are referenced by the Contract Documents. required—stipulated in this specification or the Contract Documents. rod finish––a sharp-edged cutting screed to be used to trim shotcrete forms or ground wires. shotcrete—concrete or mortar conveyed through a hose and pneumatically projected at high velocity onto a surface to achieve compaction. structural shotcrete—plain or reinforced shotcrete in a member that is part of a structural system required to transfer gravity and/or lateral loads along a path to the ground. submit—provide to Architect/Engineer for review. submittal—documents or materials provided to Architect/Engineer for review and/or acceptance. Work—the entire construction or separately identifiable parts thereof required to be furnished under Contract Documents. 1.3—Referenced standards Standards of ASTM International cited in this Specification are listed by name and designation, including year. ASTM International A185/A185M-07—Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete A615/A615M-12—Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement A706/A706M-09b—Standard Specification for LowAlloy Steel Deformed and Plain Bars for Concrete Reinforcement C33/C33M-13—Standard Specification for Concrete Aggregates C78/C78M-10e1—Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third Point Loading C42/C42M-13—Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete C94/C94M-13a—Standard Specification for ReadyMixed Concrete C127-12—Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate C128-12—Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe American Concrete Institute Copyrighted Material—www.concrete.org Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com SPECIFICATION FOR SHOTCRETE (ACI 506.2M-13) --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- C150/C150M-12—Standard Specification for Portland Cement C171-07—Standard Specification for Sheet Materials for Curing Concrete C231/C231M-10—Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method C309-11—Standard Specification for Liquid MembraneForming Compounds for Curing Concrete C494/C494M-13—Standard Specification for Chemical Admixtures for Concrete C457/C457M-12—Standard Test Method for Microscopical Determination of Parameters of the Air-Void System in Hardened Concrete C618-12a—Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete C642-13—Standard Test Method for Density, Absorption, and Voids in Hardened Concrete C685/C685M-11—Standard Specification for Concrete made by Volumetric Batching and Continuous Mixing C928/C928M-09—Standard Specification for Packaged, Dry, Rapid-Hardening Cementitious Materials for Concrete Repairs C989/C989M-12a—Standard Specification for Slag Cement for Use in Concrete and Mortars C1059/C1059M-99 (2008)—Standard Specification for Latex Agents for Bonding Fresh to Hardened Concrete. C1064/C1064M-12—Standard Test Method for Temperature of Freshly Mixed Hydraulic -Cement Concrete C1077-13b—Standard Practice for Laboratories Agency Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation C1116/C1116M-10a—Standard Specification for FiberReinforced Concrete C1140/C1140M-11—Standard Practice for Preparing and Testing Specimens from Shotcrete Test Panels C1141/C1141M-08—Standard Specification for Admixtures for Shotcrete C1240-12—Standard Specification for Silica Fume Used in Cementitious Mixtures C1315-11—Standard Specification for Liquid MembraneForming Compounds Having Special Properties for Curing and Sealing Concrete C1385/C1385M-10—Standard Practice for Sampling Materials for Shotcrete C1399/C1399M-10—Standard Test Method for Obtaining Average Residual-Strength for Fiber-Reinforced Concrete C1436-08—Standard Specification for Materials for Shotcrete C1480/C1480M-12—Standard Specification for Packaged, Pre-Blended, Dry, Combined Materials for Use in Wet or Dry Shotcrete Application C1550-12a—Standard Test Method for Flexural Toughness of Fiber Reinforced Concrete (Using Centrally Loaded Round Panel) C1583/C1583M-13—Standard Test Method for Tensile Strength of Concrete Surfaces and the Bond Strength or Tensile Strength of Concrete Repair and Overlay Materials by Direct Tension (Pull off Method) Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS 3 C1602/C1602M-12—Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete C1604/C1604M-05(2012)—Standard Test Method for Obtaining and Testing Drilled Cores of Shotcrete C1609/C1609M-12—Standard Test Method for Flexural Performance of Fiber-Reinforced Concrete (Using Beam with Third-Point Loading) 1.4—Submittals 1.4.1 Submit data showing compliance with requirements specified in 1.4.1.1 through 1.4.1.17. Where available, submit material safety data sheets (MSDS) for all materials. 1.4.1.1 Submit shotcrete mixture proportions. Submittals shall show constituent proportions by mass in the case of batching by weight or proportions by volume in the case of volumetric batching. For prepackaged materials meeting ASTM C1480/C1480M, submit suppliers’ technical data showing compliance with requirements. 1.4.1.2 Submit compressive strength test results and, if fiber-reinforced shotcrete (FRS) is specified, flexural strength and flexural parameters in accordance with the Contract Documents. 1.4.1.3 Submit water-cementitious materials ratio (w/cm) for wet-mixture shotcrete only. 1.4.1.4 Submit admixture types, brand names, producers, manufacturer’s technical data sheets describing technical properties and performance in shotcrete and showing compatibility with the project cementitious materials. 1.4.1.5 Submit cementitious materials types, test reports showing manufacturing location, and compliance with applicable ASTM standards. 1.4.1.6 Submit aggregate source, producers’ names, gradations, specific gravities, compliance with ASTM C33/C33M, and evidence that this data is not more than 1 year old. 1.4.1.7 Submit aggregate absorption in accordance with ASTM C127 for coarse aggregate and ASTM C128 for fine aggregate. 1.4.1.8 Submit qualifications and experience of the proposed workers including the supervisor, nozzlemen, and crew. For structural or FRS shotcrete, submit evidence of ACI certification of nozzlemen proposed for the Work. 1.4.1.9 For application of structural shotcrete, submit proof of experience for the Contractor and the shotcrete crew foreman to include at least five projects of similar size and complexity. Proof shall include a description of previous project’s size; density of reinforcing materials; volume of shotcrete placed; and the name, address, and current phone number of person(s) representing the Owner or Architect/ Engineer. For other applications of shotcrete, submit proof that the Contractor and crew foreman have at least 3 years’ experience in that type of shotcrete application. 1.4.1.10 For nonpotable water, submit the source and reports confirming compliance with ASTM C1602/C1602M. 1.4.1.11 If FRS is specified, submit fiber material, length or lengths, and fiber content. 1.4.1.12 Submit mill certificate showing conformance for reinforcing steel or welded wire reinforcement. Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe American Concrete Institute Copyrighted Material—www.concrete.org Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com 4 SPECIFICATION FOR SHOTCRETE (ACI 506.2M-13) 1.4.1.13 When specified, provide test reports for shotcrete boiled absorption and volume of permeable voids showing compliance with the specified properties. 1.4.1.14 If hydration control admixtures are proposed by the Contractor, the submittal shall be in accordance with 1.4.1.4 and the use of such admixture shall be assessed in the prequalification test program in 1.5.1. 1.4.1.15 Submit repair procedure for shotcrete defects for the Architect/Engineer’s acceptance. The submittal shall include proposed materials, surface preparation, bonding procedures, and final surface finish. 1.4.1.16 Submit curing materials and curing procedures for shotcrete. 1.4.1.17 Submit name of proposed Contractor’s testing agency and documentation of the agency’s certification to ASTM C1077. --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- 1.5—Preconstruction testing by Contractor 1.5.1 Complete preconstruction testing required by Contract Documents. 1.5.1.1 Testing of materials required as part of the preconstruction program shall be conducted by the Contractor’s testing agency. Agency selection shall be acceptable to the Architect/Engineer. 1.5.1.2 Notify the Architect/Engineer of the time and place of preconstruction testing and provide Architect/Engineer with copies of testing reports. 1.5.1.3 Construct preconstruction test panels for examination by Architect/Engineer prior to project shotcrete placement. Preparation and testing shall comply with ASTM C1140/C1140M. Mixture proportions shall meet the requirements of 2.5. 1.5.1.4 Construct test panels for each proposed shotcrete mixture, each anticipated shooting orientation, and each proposed nozzleman. 1.5.1.5 Testing required as part of the preconstruction test program shall be provided by the Contractor’s testing agency. 1.5.1.6 Test specimens cored or sawed from the panels for compliance with the specified compressive strength in accordance with ASTM C1604/C1604M and, when specified, flexural strength shall be in accordance with ASTM C78/C78M with beams obtained by ASTM C42. 1.5.1.7 Complete testing to determine other specified shotcrete properties. 1.5.1.8 When FRS is specified, test flexural performance using beams sawed from test panels for flexural strength in accordance with ASTM C1609/C1609M and for residual strength in accordance with ASTM C1609/C1609M or C1399/C1399M. For toughness, test in accordance with ASTM C1550. 1.5.1.9 When the degree of encasement of reinforcement or severity of defects within the shotcrete sample is specified, prepare additional panels with the specified reinforcement. Core panels in accordance with ASTM C1140/C1140M. Cores containing reinforcement shall be provided to the Architect/Engineer for visual examination to determine Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS acceptance. Cores for examination shall have a minimum diameter of 95 mm and be the full thickness of the panel. 1.5.1.10 When the initial prequalification test panel is rejected, a second panel may be shot and tested. If this panel is acceptable, Work may proceed. If the second panel is not acceptable, the Contractor shall change procedures, mixture proportions, nozzlemen, or shotcrete equipment as necessary before repeating the preconstruction testing. Do not proceed with Work until preconstruction test results are satisfactory to Architect/Engineer. 1.5.2 Preplacement verification 1.5.2.1 The forms shall be to line and grade and have adequate support to remain rigid during shooting. 1.5.2.2 The formwork, substrata preparation, and cleanliness shall comply with Contract Documents. 1.5.2.3 The reinforcement type, size, grade, amount, placement, cleanliness, and other requirements shall comply with Contract Documents. 1.5.2.4 The placement of and clearance around reinforcement shall permit complete encasement of reinforcement with shotcrete. 1.5.2.5 The mixture proportions shall be the same as the approved submittal. 1.6—Testing during construction 1.6.1 Quality assurance by Owner or Architect/Engineer 1.6.1.1 The quality assurance testing agency shall be certified to ASTM C1077. 1.6.1.2 The Contractor shall provide the Owner and the quality assurance testing agency with 2 working days’ notice prior to the commencement of shotcreting. 1.6.1.3 The Owner’s quality assurance testing agency will inspect, sample, and test materials and shotcrete production as required by the Owner. When it appears that material or workmanship fails to comply with the Contract Documents, the agency will immediately report deficiencies to the Owner, Architect/Engineer, and Contractor. 1.6.2 Testing shotcrete 1.6.2.1 Test samples—Sample shotcrete in accordance with ASTM C1385/C1385M. The Contractor is responsible for the curing and protection of test panels on site prior to the time that they are transported to the testing agency’s laboratory. 1.6.2.2 Compressive strength samples—Obtain test specimens from job-site test panels unless Contract Documents stipulate that in-place shotcrete test specimens are to be used. 1.6.2.3 Flexural strength or other flexural parameter samples—For flexural strength, flexural parameter, or toughness requirements of FRS, only test panels shall be used. 1.6.2.4 Air content of mixture—When wet-mixture shotcrete is used and air entrainment is required, test for air content at discharge from the truck chute in accordance with ASTM C231/C231M prior to placement. Testing of dry-mix shotcrete air content as shot is difficult and there is no plastic state ASTM test method for this. Instead, it is recommended to use hardened air voids tests by ASTM C457/C457M. 1.6.2.5 Temperature of shotcrete mixture—Determine the temperature of the mixture using material sampled prior Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe American Concrete Institute Copyrighted Material—www.concrete.org Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com SPECIFICATION FOR SHOTCRETE (ACI 506.2M-13) --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- to discharge from the truck chute into the pump for wetmixture shotcrete or the shotcrete machine for dry-mix shotcrete. Testing shall be completed in accordance with ASTM C1064/C1064M. 1.6.3 Test panels 1.6.3.1 Construct a test panel for each mixture, each nozzleman, and each work day or for every 38 m3 placed, whichever results in the most panels. The face dimensions of a test panel shall be a minimum of 400 x 400 mm with a minimum depth of 125 mm. For toughness testing in accordance with ASTM C1550, the face dimension shall be 800 mm in diameter and 125 mm thick. Shoot test panels in a vertical orientation only unless otherwise specified. 1.6.3.2 Condition test panels in accordance with ASTM C1140/C1140M until transported to the testing agency’s laboratory. 1.6.3.3 Obtain test specimens from test panels using procedures outlined in ASTM C1140/C1140M or C1604/ C1604M. Cores shall be a nominal 75 mm diameter. 1.6.3.4 Test shotcrete specimens for compliance in accordance with ASTM C1604/C1604M for compressive strength. 1.6.3.5 When specified, test boiled absorption and volume of permeable voids in accordance with ASTM C642. 1.6.3.6 When specified, test FRS specimens for flexural parameters in accordance with 1.5.1.8. 1.6.4 Testing in-place shotcrete 1.6.4.1 Obtain core specimens from locations designated by Architect/Engineer in accordance with ASTM C1140/ C1140M. 1.6.4.2 Unless otherwise specified, condition test specimens by soaking as specified in ASTM C1604/C1604M. 1.6.4.3 Test specimens in accordance with 1.6.2. 1.6.5 Testing shotcrete bond to substrate—If required by Contract Documents, conduct bond testing of the shotcrete to the substrate in accordance with ASTM C1583/C1583M. 1.6.6 Reporting of quality assurance test results—Provide copies of any test results generated for quality assurance to the Contractor, Owner, Architect/Engineer, and concrete supplier. 1.7—Delivery, storage, and handling Deliver, store, and handle materials to prevent contamination, segregation, corrosion, or damage. Store and protect liquid admixtures as required to prevent evaporation and freezing. PART 2—PRODUCTS 2.1—Materials 2.1.1 Cement—Unless otherwise specified, cement shall comply with ASTM C150/C150M. 2.1.2 Supplementary cementitious materials—When specified, supplementary cementitious materials shall comply with ASTM C618 for fly ash and natural pozzolans, ASTM C989/C989M-12a for slag cement, and ASTM C1240 for silica fume. 2.1.3 Aggregate—Unless otherwise specified, aggregates shall comply with ASTM C33/C33M for normalweight Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS 5 aggregates. The combined aggregate gradation shall comply with grading No. 2 of ASTM C1436, unless otherwise specified. 2.1.4 Water—Unless otherwise specified, water shall be potable. When nonpotable water is permitted in Contract Documents, water shall comply with ASTM C1602/ C1602M, except that wash water shall not be permitted unless accepted by Architect/Engineer. 2.1.5 Admixtures—When admixtures are permitted or required, the admixtures shall comply with ASTM C1141/ C1141M or, for hydration control admixtures, with ASTM C494/C494M. 2.1.6 Fibers—When FRS is specified, fibers shall be the types, material, and sizes required by Contract Documents. Unless otherwise specified, they shall conform to ASTM C1116/C1116M. 2.1.7 Reinforcement—Reinforcement shall be the grades, types, and sizes required by the Contract Documents and, unless otherwise specified, shall conform to one of the following: a) Deformed steel reinforcement: ASTM A615/A615M; b) Welded wire reinforcement: ASTM A185/A185M; c) Weldable reinforcement: ASTM A706/A706M. 2.1.8 Curing materials 2.1.8.1 Sheet materials—Unless otherwise specified, sheet materials for curing shall comply with ASTM C171. 2.1.8.2 Curing compounds—Unless otherwise specified, curing compounds shall comply with ASTM C309 or C1315. Volatile organic compounds (VOC) content shall be in compliance with local air quality standards if those requirements are more stringent. 2.1.8.3 Do not use curing materials that cause stains for shotcrete having an architectural finish. 2.2—Packaged shotcrete materials When permitted, packaged, preblended, dry combined materials shall comply with ASTM C1480/C1480M. 2.3—Fiber-reinforced shotcrete Unless otherwise specified, FRS shall comply with ASTM C1116/C1116M. 2.4—Shotcrete properties 2.4.1 Shotcrete properties shall comply with the requirements of Contract Documents. 2.4.2 Where Contract Documents do not specify properties, the 28 day compressive strength shall be 28 MPa minimum. The Compressive strength shall be assessed in accordance with ACI 301. 2.4.3 Where Contract Documents specify FRS, the flexural strength shall be a minimum of 2.8 MPa at 28 days. 2.4.4 Air content for shotcrete shall be within the limits specified in the Contract Documents. Test frequency in accordance with the Contract Documents. 2.4.5 Water-soluble chloride ion content in mixture— Water-soluble chloride ion content shall not be greater than that specified in Contract Documents. Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe American Concrete Institute Copyrighted Material—www.concrete.org Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com 6 SPECIFICATION FOR SHOTCRETE (ACI 506.2M-13) 2.4.6 Limitations on supplementary cementitious materials—Contract Documents shall specify limits, if any, on type and quantity of supplementary cementitious materials as defined in 2.1.2. 2.4.7 Shotcrete boiled absorption and volume of permeable voids—When required, conduct testing of shotcrete absorption and volume of permeable voids in accordance with ASTM C642. Specify acceptable limits in the Contract Documents. 2.4.8 When required for FRS, flexural strength and flexural parameters shall be in accordance with Contract Documents. 2.4.9 Bond strength—If required, specify the bond strength. Testing for bond strength, when specified, shall be on a minimum of three core samples and the strength shall be the average of all samples. 2.5—Proportioning Proportion shotcrete mixture by mass complying with ASTM C94/C94M, or by volume complying with ASTM C685/C685M, to satisfy the specified properties. For FRS, proportion in compliance with ASTM C1116/C1116M. 2.6—Batching, mixing, and delivery 2.6.1 Batch, mix, and deliver wet-mixture shotcrete in accordance with ASTM C94/C94M, C685/C685M, or C1116/C1116M as applicable. For dry-mixture, batching, mixing and delivering shall be in accordance with ASTM C685 /C685M or C1116/C1116M. 2.6.2 Predampening or other methods suitable for prewetting the dry materials shall be used with packaged preblended material for dry-mixture shotcrete. PART 3—EXECUTION --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- 3.1—Preparation of surface to receive shotcrete 3.1.1 Earth—Surfaces shall be prepared to line and grade. Dampen surfaces immediately prior to shooting. No standing water shall be visible. 3.1.2 Concrete, masonry, and shotcrete—Remove all deteriorated, loose, unsound material or contaminants that will inhibit bonding. Receiving surface shall be dampened and allowed to dry to a saturated surface-dry (SSD) condition just prior to shotcrete application. 3.1.2.1 Chip surfaces to receive shotcrete to remove offsets causing abrupt changes in thickness. 3.1.2.2 Roughen receiving surfaces that have been sawcut. 3.1.3 Rock—Remove loose material, mud, or other foreign material that will inhibit bonding. Clean surface prior to shotcrete placement. Dampen surface in accordance with 3.1.1. 3.1.4 Reinforcement 3.1.4.1 Surface condition—The surface of the reinforcement shall be free of overspray or other deleterious materials that inhibit development of bond with the shotcrete. 3.1.4.2 Reinforcement laps—Laps shall be noncontact and shall be separated with a clearance of at least three times the diameter of the largest reinforcing bar; three times the maximum size aggregate; or 50 mm, whichever is least, Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS unless otherwise specified. Bars spliced by noncontact lap splices in flexural members shall not be spaced transversely farther apart than the smaller of 1/5 the required lap splice length and 150 mm. The use of contact lap splices necessary for support of the reinforcing is permitted when approved by the Architect/Engineer. Lapped bars shall be in the same plane and parallel to the direction of shooting. Welded splices are permitted. 3.1.4.3 Secure reinforcement to prevent movement. The use of mechanical splices is permitted when approved. 3.1.5 Forms—Use material of adequate thickness for formwork to resist movement during shooting. Reinforce, secure, and brace forms to minimize the effects of vibration during shooting. Construct forms to allow escape of placement air, overspray, and rebound. Use form-release coating material on removable forms unless the formed surface is to subsequently receive an additional coating. 3.2—Joints 3.2.1 Construction joints—Taper construction joints at approximately 45 degrees from receiving surface. Form joints by cutting plastic shotcrete. Joints at slab intersections shall be made at 90 degrees. Roughen shotcrete in the joint face while it is still plastic. 3.2.2 Contraction joints—Where specified, place control joints as indicated in Contract Documents. Discontinue reinforcement at control joints unless otherwise specified. 3.3—Alignment control To establish thickness and plane of required surface, install taut ground wires or other means to guide the nozzleman. Install alignment control means at corners or offsets not established by forms. 3.4—Application 3.4.1 Placement techniques 3.4.1.1 Use the same shotcrete mixture and equipment that was used during nozzleman qualification and mixture design acceptance for the production shotcrete. 3.4.1.2 Use temporary coverings to protect adjacent surfaces from the deposit of overspray or impact from the nozzle stream. 3.4.1.3 Install sufficient lighting and ventilation to provide the shotcrete crew with a clear view of the shooting area. Suspend Work and adopt corrective measures if visibility is unsuitable for the application of quality shotcrete. 3.4.1.4 Provide a working surface that permits nozzlemen unobstructed access to the receiving surface. Place shotcrete first in corners, recesses, and other areas where rebound or overspray cannot easily escape. 3.4.1.5 The supply of shotcrete material and air pressure at the nozzle shall be uniform, providing a steady, continuous flow of shotcrete with no detrimental surging or pulsing. Maintain the velocity and consistency of shotcrete exiting the nozzle at a uniform rate appropriate for the given job conditions so that satisfactory material consolidation and minimum rebound is achieved. Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe American Concrete Institute Copyrighted Material—www.concrete.org Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com SPECIFICATION FOR SHOTCRETE (ACI 506.2M-13) --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- 3.4.1.6 Place shotcrete perpendicular to the receiving surface with the nozzle held at such a distance to produce maximum consolidation of the shotcrete and full encapsulation of the reinforcement. 3.4.1.7 Shoot dry-mixture shotcrete material within 45 min after batching or, in the case of prepackaged material, within 45 min after predampening. Shoot wet-mixture shotcrete material within the time limits in ASTM C94/94M. 3.4.1.8 Apply shotcrete using a circular or elliptical motion of the nozzle while building the required thickness. 3.4.1.9 Use sufficient material velocity, material consistency, and distance from the end of the nozzle to the receiving surface to produce maximum consolidation of the shotcrete and full encapsulation of the reinforcing steel. 3.4.1.10 In corners, direct the nozzle to bisect the corner angle. Apply shotcrete so sagging or sloughing does not occur. Where there is potential for accumulated rebound or overspray material to be incorporated into the Work at congested areas of steel reinforcement, embedded obstructions, corners, and recesses, use a compressed air blow pipe to remove loose material from the Work. 3.4.1.11 Discontinue placement of shotcrete or shield the nozzle stream if wind causes separation of ingredients in the nozzle stream. 3.4.1.12 Do not reuse rebound or overspray in the Work. 3.4.1.13 Remove laitance from shotcrete surfaces that are to receive additional shotcrete layers. 3.4.1.14 Surface preparation prior to the shooting of shotcrete shall comply with 3.1.5. 3.4.1.15 Do not apply shotcrete to surfaces with standing or flowing water. 3.4.1.16 Remove hardened overspray and rebound from adjacent surfaces, including exposed reinforcement. 3.4.2 Intermediate surfaces 3.4.2.1 When applying more than one layer of shotcrete, use a cutting rod, brush with a stiff bristle, or other suitable equipment to remove all loose material, overspray, laitance, or other material that may compromise the bond of the subsequent layer of shotcrete. Conduct removal immediately after shotcrete reaches initial set. 3.4.2.2 Allow shotcrete to stiffen sufficiently before applying subsequent layers. If shotcrete has hardened, clean the surface of all loose material, laitance, overspray, or other material that may compromise the bond of subsequent layers. Bring the surface to a saturated surface-dry condition at the time of application of the next layer of shotcrete. 3.4.3 Encasement of reinforcement 3.4.3.1 Place shotcrete to encase reinforcement and other embedments, and provide the cover required by Contract Documents. 3.4.3.2 Adjust air volume, material feed volume, and distance of the nozzle from the Work as necessary to encase reinforcement. 3.4.3.3 Keep the front face of the reinforcement clean during shooting operations so that shotcrete builds up from behind to encase the reinforcement without the formation of shadows or voids. Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS 7 3.4.3.4 Shotcrete crew shall continuously remove accumulations of rebound and overspray using a compressed air blowpipe, or other suitable device, in advance of deposition of new shotcrete. 3.4.4 Hot weather shotcreting––Unless otherwise specified, do not place shotcrete when shotcrete temperature is above 35°C, unless prequalification testing in 1.5.1 shows that the required quality of materials can be achieved at higher temperatures. The temperature of reinforcement and receiving surfaces shall be below 32ºC prior to shotcrete placement. 3.4.5 Cold weather shotcreting—Unless otherwise specified, shooting may proceed when ambient temperature is 4°C and rising. Stop shooting when ambient temperature is 4°C and falling, unless measures are taken to protect the shotcrete. Shotcrete material temperature, when shot, shall not be less than 10ºC. Do not place shotcrete against frozen surfaces. 3.4.6 Shotcrete temperature 3.4.6.1 Unless otherwise specified, when the average of the highest and lowest ambient temperature during the period from midnight to midnight is expected to drop below 4°C for more than 3 consecutive days, deliver shotcrete to meet the following temperatures in place immediately after placement: a) Between 13°C and 24°C for sections less than 300 mm in the least dimension; b) Between 10°C and 21°C for sections to 900 mm in the least dimension. 3.4.6.2 The minimum requirements of 3.4.6.1 may be terminated when ambient temperatures greater than 10°C occur during more than half of any 24-hour duration. 3.5—Finish 3.5.1 Gun finish—Leave finished shotcrete surface as gun finish unless otherwise specified. Proceed to rod, rubber float, wood float, or troweled finish. 3.5.2 Troweled or rod finish—Do not initiate cutting or finishing until the shotcrete is sufficiently set to avoid sloughing or sagging. 3.6—Curing 3.6.1 When the daily mean temperature is above 4°C, curing shall be continuous for a minimum of 7 consecutive days or for the time necessary to attain 70 percent of the specified compressive or flexural strength, whichever period is less. 3.6.2 If shotcrete is placed with daily mean temperatures 4°C or lower, cold weather protection shall be provided until the shotcrete achieves 70 percent of the specified strength. 3.6.3 Unless otherwise specified, complete moist curing by one of the following methods: a) Ponding or continuous sprinkling for a minimum of 7 days; b) Covering with an absorptive mat or sand that is kept continuously wet; c) Covering with impervious sheet material; Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe American Concrete Institute Copyrighted Material—www.concrete.org Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com SPECIFICATION FOR SHOTCRETE (ACI 506.2M-13) d) Use of curing compounds; apply twice the rate for formed surfaces as recommended by manufacturer if the surface is a gun finish. 3.6.4 Do not use natural curing in lieu of that specified in this section unless the relative humidity of the air in contact with the shotcrete remains at or above 85 percent and such curing is authorized by Architect/Engineer. 3.7—Protection 3.7.1 After placement 3.7.1.1 Unless otherwise specified, immediately after placement, protect shotcrete from premature drying or excessively hot or cold temperatures and mechanical injury. 3.7.1.2 Maintain shotcrete protection to prevent freezing of the shotcrete and to ensure the necessary strength development for structural safety. Remove protection in such a manner that the maximum decrease in temperature measured at the surface of the shotcrete in a 24-hour period shall not exceed the following: a) 10°C for sections less than 300 mm in the least dimension; b) 4°C for sections from 300 to 900 mm in the least dimension. 3.7.2 Protect surfaces not intended for shotcrete placement against deposit of rebound and overspray or impact from nozzle stream. 3.8—Tolerances 3.8.1 Dimensional tolerances of shotcrete shall comply with Contract Documents. 3.9—Repair of shotcrete 3.9.1 General 3.9.1 Repair defects in shotcrete in accordance with an approved procedure submitted in 1.4.1.15. 3.9.1.2 Remove voids, shadows, sagging, or other defects in the hardened shotcrete using light-duty chipping hammers (maximum 8 kg) followed by high-pressure water blasting or grit blasting to remove bruised shotcrete surface. 3.9.1.3 Conduct removal of defective shotcrete without the creation of feather edges. 3.9.1.4 In the repair of core hole surfaces and sawcut edges, roughen the core hole or cut surface and predampen prior to repair. 3.9.2 Shotcrete repair with commercial patching products—Repair shotcrete with commercial patching products, including: a) Portland cement mortar, modified with a latex bonding agent conforming to ASTM C1059/C1059M, Type II; b) Packaged, dry concrete repair materials conforming to ASTM C928/C928M. 3.9.3 Removal of stains, rust, efflorescence, and surface deposits—Remove stains, rust, efflorescence, and surface deposits considered objectionable by Architect/Engineer by methods acceptable to the Architect/Engineer. Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS 3.10—Acceptance of Work 3.10.1 Remove and replace shotcrete that exhibits laminations, voids, or sand pockets exceeding the specified quality. Remove and replace shotcrete that does not comply with the Contract Documents. 3.10.2 Shotcrete Work that meets specifications shall be accepted. 3.10.3 Shotcrete Work that has previously failed to meet one or more requirements, but has been repaired to bring it into compliance shall be accepted. 3.10.4 Shotcrete Work that fails to meet one or more requirements and that cannot be brought into compliance shall be either accepted or rejected by Architect/Engineer. Modifications to the mixture proportions or the shotcreting procedures shall be implemented to assure that remaining Work complies with the requirements. 3.10.5 The basis for acceptance or rejection of shotcrete properties shall be the specified compressive or flexural strength. When additional criteria, properties, or both are required in the Contract Documents, acceptance criteria shall include compliance with those requirements. 3.10.6 Compliance with test properties 3.10.6.1 Compressive strength—Consider the compressive strength adequate if the average of the three cores from a test panel or from in-place shotcrete exceeds 85 percent of the specified compressive strength and no single core is less than 75 percent of the specified compressive strength. 3.10.6.2 Flexural strength—When required, the average flexural strength of a set of three test beams from one panel shall equal or exceed the specified flexural strength. 3.10.6.3 Boiled absorption and volume of permeable voids—When required, the average of tests on three specimens from a test panel, or from in-place shotcrete, shall be less than or equal to the specified boiled absorption and specified volume of permeable void limits at the specified test age with no single test greater than the specified boiled absorption plus 1 percent. 3.10.6.4 Flexural parameters—For FRS, and when required, flexural parameters and toughness requirements shall comply with specified requirements in the Contract Documents. 3.10.6.5 Bond—When required, the average of the bond strength of the specified number of cores shall exceed the specified minimum strength with no single core bond strength less than 75 percent of the specified strength. (nonmandatory portion follows) NOTES TO SPECIFIER General notes G1. ACI Specification 506.2M is to be used by reference or incorporation in its entirety in the Project Specification. Do not copy individual sections, parts, articles, or paragraphs into the Project Specification, because taking them out of context may change their meaning. G2. If Sections or Parts of ACI Specification 506.2M are copied into the Project Specification or any other document, --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- 8 Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe American Concrete Institute Copyrighted Material—www.concrete.org Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com SPECIFICATION FOR SHOTCRETE (ACI 506.2M-13) do not refer to them as an ACI Specification because the specification has been altered. G3. A statement such as the following will serve to make ACI Specification 506.2M a part of the Project Specification: “Work on (Project Title) shall conform to all requirements of ACI 506.2M (Specification number with date suffix and title) published by the American Concrete Institute, Farmington Hills, Michigan, except as modified by these Contract Documents.” G4. Each technical Section of ACI Specification 506.2M is written in the three-part section format of the Construction Specifications Institute, as adapted for ACI requirements. The language is imperative and terse. G5. ACI Specification 506.2 M is written to the Contractor. When a provision of this specification requires action by the Contractor, the verb “shall” is used. If the Contractor is allowed to exercise an option when limited alternatives are available, the phrasing “either...or...” is used. Statements provided in the specification as information to the Contractor use the verbs “may” or “will.” Informational statements typically identify activities or options that, “will be taken” or “may be taken” by the Owner or Architect/Engineer. FOREWORD TO CHECKLISTS F1. This foreword is included for explanatory purposes only; it is not a part of ACI Specification 506.2M. F2. ACI Specification 506.2M may be referenced by the specifier in the Project Specification for any building project, together with supplementary requirements for the --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS 9 specific project. Responsibilities for project participants must be defined in the Project Specification. ACI Specification 506.2M cannot and does not address responsibilities for any project participant other than the Contractor. F3. Checklists do not form a part of ACI Specification 506.2M. Checklists assist the specifier in selecting and specifying project requirements in the Project Specification. F4. The Mandatory Requirements Checklist indicates Work requirements regarding specific qualities, procedures, materials, and performance criteria that are not defined in ACI Specification 506.2M. The specifier must include these requirements in the Project Specification. F5. The Optional Requirements Checklist identifies specifier choices and alternatives. The checklist identifies the sections, parts, and articles of the ACI Reference Specification 506.2M and the action required or available to the specifier. The specifier should review each of the items in the checklist and make adjustments to the needs of a particular project by including those selected alternatives as mandatory requirements in the Project Specification. F6. The Submittals Checklist identifies information or data to be provided by the Contractor before, during, or after construction. F7. Recommended references—Documents and publications that are referenced in the checklists of ACI Specification 506.2M are listed below. These references provide guidance to the Specifier and are not considered to be part of ACI Specification 506.2M. Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe American Concrete Institute Copyrighted Material—www.concrete.org Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com 10 SPECIFICATION FOR SHOTCRETE (ACI 506.2M-13) MANDATORY REQUIREMENTS CHECKLIST Section/Part/Article 1.1.1 Notes to Specifier Specify whether shotcrete is structural or nonstructural. Specify if fiber-reinforced shotcrete (FRS) or other specialty shotcrete is required. 1.4.1.9 Specify if ACI Nozzleman Certification is required for nonstructural shotcrete. 1.5.1 Specify if preconstruction testing is required. 1.6.3.1 Specify panel orientation to match Work if other than vertical. 2.1.7 Specify the grades, types, and sizes of reinforcement required. 2.4.1 Specify compressive strength required. For FRS, specify the flexural strength and other flexural parameters. 2.4.2 2.4.4 2.4.5 Specify maximum w/cm based on project service conditions. Refer to ACI 318 or 350 to determine project requirements. Guidance with regard to freezing and thawing can be obtained from ASTM C33/C33M. Air entrainment may be required where the shotcrete is exposed to freeze/thaw, seawater, or deicing salts. Specify minimum air void parameters based on project service conditions. Refer to ACI 318 or 350 to determine project requirements. Guidance on the need for air entrainment to protect against freezing and thawing can be found in ASTM C33/C33M. Also specify the frequency of air testing. Specify maximum water-soluble chloride ion content based on project service conditions. Refer to ACI 318 or 350 to determine project requirements. 2.4.6 Specify limits, if any, on the types and dosages of supplementary cementing material. 2.4.7 If required, specify limits on the voids and absorption properties. 2.4.8 Specify if FRS is required and, if so, the flexural strength and flexural parameters required. 2.4.9 If required, specify bond strength of shotcrete to substrata. 2.5 3.4.3 Specify when mass or volume proportioning of the shotcrete is required. Shotcrete mixtures are normally proportioned to achieve a specified compressive strength. Refer to ACI 506R if specific properties other than strength are required. Specify reinforcement cover requirements for shotcrete based on project service conditions. Refer to ACI 318 or 350 to determine project requirements. 3.4.5 Specify cold weather procedures. Refer to ACI 306R and 306.1. 3.8.1 Specify tolerances based on function and appearance. Shotcrete can be built to the same tolerance as cast-in-place concrete; however, for some structures such as tunnels, only cover thickness is required and tolerances are not specified unless project-specific requirements dictate. Sometimes shotcrete tolerances are increased by a factor of 2 from those in ACI 117. Refer to ACI 318 or 350 to determine project requirements. OPTIONAL REQUIREMENTS CHECKLIST Section/Part/Article 1.4.1 1.4.1.7 1.4.1.13 Notes to Specifier Specify when there will be other submittal requirements. Some submittals may not be needed for some projects. Specify when aggregate absorption testing is required. The absorption values may be used to correct for absorbed moisture in the calculation of w/cm. Specify acceptance values for boiled absorption and volume of permeable voids. Typical values for quality shotcrete are a Maximum of 8 percent boiled absorption and 15 percent volume of permeable voids. 1.5.1.5 Specify when testing for other shotcrete properties will be required. 1.5.1.6 and 1.5.1.8 Specify when flexural strength testing is required. Specify when a ratio of compressive to flexural strength should be established so that during construction the more economical compressive strength testing might augment quality control requirements. 1.5.1.9 Specify acceptance criteria for degree of reinforcement encasement or severity of defects. 1.6.2.2 Specify when test specimens from other than test panels, such as from in-place shotcrete, are required. 1.6.2.4 and 2.4.4 Specify air content for wet-mixture shotcrete, if required. 1.6.3.1 Specify test panel orientation if other than vertical. 1.6.3.2 1.6.3.6 Specify when samples should be conditioned by a procedure other than soaking in accordance with ASTM C1604/ C1604M. When flexural strength or toughness testing is required, specify where and how samples are to be taken. Refer to ACI 506R. 1.6.5 and 2.4.9 Specify when bond tests are required and specify where bond tests are to be conducted. 2.1.1 Specify when a specific type of cement is required to satisfy project requirements such as durability. Refer to ACI 318 or 350 to determine project requirements. --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe American Concrete Institute Copyrighted Material—www.concrete.org Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com SPECIFICATION FOR SHOTCRETE (ACI 506.2M-13) 11 2.1.2 Specify when supplementary cementitious materials are required or permitted to satisfy project requirements. Refer to ACI 318 or 350 to determine project requirements. 2.1.3 Specify when an alternative aggregate will be acceptable or is required. 2.1.4 2.1.5 Specify when nonpotable water will be acceptable, including any specific limitations. Refer to ACI 318 or 350 to determine project requirements. ASTM C1602/C1602M provides testing requirements for nonpotable water. Specify when ready-mixed wash water will be acceptable and include any limitations. Specify when admixtures are permitted or required, including type and grades. Refer to ACI 318 or 350 to determine project requirements. ASTM C1141 Type 1, Grade 3, and Type 2, Grade 3, are supplemental cementitious materials and are not admixtures. Shotcrete placement reduces entrained air content such that shotcrete with a 7 percent or higher air content prior to shooting will have an entrained air content of approximately 3 to 4 percent after placement. Wet-mixture shotcrete exposed to moderate or severe freezing-and-thawing conditions should have an entrained air content of at least 6 to 7 percent prior to shooting. Obtaining greater than 4 percent air in the in-place material is difficult. Specifying air entrainment for dry-mixture shotcrete is not common but has been satisfactorily used in severe freezing-and-thawing exposures. Specify limits and types of other acceptable admixtures. Specify maximum dosage if important. Calcium chloride accelerators are not recommended for reinforced shotcrete structures. Refer to tables in ACI 201.2R and 318 or 350 for limits. If specified, calcium chloride should conform to ASTM D98. 2.1.6 Specify what types of fibers are required. Refer to ACI 506.1R and ACI 506.5R 2.1.7 Specify when there are limitations on what reinforcement is required or permitted. Refer to ACI 318, 301, or 350 to determine project requirements. 2.1.8.1 Specify when sheet materials for curing are not permitted. Refer to ACI 318 or 350 to determine project requirements. 2.2 Specify when packaged preblended materials are permitted, including any limitations. 2.3 Specify when there are additional limitations and requirements for FRS. 2.4.3 Specify flexural strength and other flexural parameters when required on the project. Specify the limits. Refer to ACI 506.1R and ACI 506.5R. 2.4.4 If it is desired to confirm the air void parameters in hardened shotcrete, use the procedures in ASTM C457/C457M. 2.4.6 2.4.7 Specify limitations on suitability of supplementary cementitious materials, when they are permitted. Refer to ACI 318 or 350 to determine project requirements. Specify when shotcrete boiled absorption and volume of permeable voids testing will be required. Specify the requirements. Guidance can be found in ACI 506R. 2.4.9 Specify bond strength if required. 3.1.4.2 Specify when reduction of clearances between reinforcing bar laps may be permitted based on preconstruction testing. 3.1.5 Specify when air-supported forms may be used. 3.2.2 Specify when contraction joints are required. Also specify if reinforcement is to pass through the joint. 3.4.4 3.4.5 Specify when a shotcrete temperature limit that is higher or lower than 35°C for shotcrete members is required or acceptable based on the member being shot, location, relative humidity, and past experience. Review ACI 305R for guidance on specifying a higher or lower temperature. If shotcrete delivered in hot weather with a temperature higher than 35°C has been used successfully in given climates or situations, the higher temperature may be specified in place of the 35°C limit. Specify when revised temperature requirements may be acceptable. Requirements herein have been taken from ACI 306.1. For projects in cold climates, such as in northern winters, or in situations where it is prudent to require the Contractor to follow specific procedures to achieve the limits of 3.4.6, the temperature limits for cold weather may be deleted and ACI 306.1 can be referred to in its entirety. Options within ACI 306.1 must then be exercised. 3.4.6.1 Specify when other ambient temperatures are permitted. 3.5 Specify if a finish other than gun finish is required. 3.6.3 Specify alternative curing systems if permitted. 3.7.1 Requirements for rate of temperature change have been excerpted from ACI 306.1. For optional cold-weather shotcreting requirements, specify ACI 306.1 in its entirety, if appropriate. 3.9 Specify what repair procedures are acceptable or required. 3.9.1 Edges of the repair area should not be feather-edged. Common methods used for edge preparation include sawcutting, chipping, grinding, sandblasting, hydro-milling, or other means to a depth of 13 to 25 mm normal to the surface of the member. Note: if saw-cutting or grinding is used, care should be taken to ensure reinforcing steel is not cut or damaged. --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe American Concrete Institute Copyrighted Material—www.concrete.org Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com 12 SPECIFICATION FOR SHOTCRETE (ACI 506.2M-13) SUBMITTALS CHECKLIST 1.4.1.1 Notes to Specifier Mixture proportions for each mixture design and test reports for hardened and plastic properties for each mixture design. 1.4.1.2 Test reports of compressive strength and, when FRS is specified, flexural strength and flexural parameters. 1.4.1.3 w/cm for wet-mixture only. 1.4.1.4 Admixture data. 1.4.1.5 Cementitious materials data. 1.4.1.6 Aggregate data. 1.4.1.7 When required, aggregate absorption. 1.4.1.8 Qualifications, certification, and experience of Work crew. Nozzlemen certification. 1.4.1.9 Submit proof of shotcreting experience. 1.4.1.10 Water source and data. Water report, when required. 1.4.1.11 When specified, fiber material, length, and fiber content. 1.4.1.12 Certificate showing compliance of reinforcement to specifications. 1.4.1.13 When specified, shotcrete boiled absorption and volume of permeable voids test reports. 1.4.1.14 For hydration control admixtures, submit data. 1.4.1.15 and 3.9.1 When necessary, proposed repair procedures. 1.4.1.16 Data showing that curing materials comply with specifications. 1.4.1.17 Contractor’s testing agency. 3.7.1 Method of measuring concrete surface temperature. --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- Section/Part/Article CHECKLIST REFERENCES ACI committee documents and documents published by other organizations are listed first by document number and year of publication. ACI 506R-05—Guide to Shotcrete ACI 506.1R-08—Guide to Fiber-Reinforced Shotcrete ACI 506.5R-09—Guide for Specifying Underground Shotcrete American Concrete Institute (ACI) ACI 117-10—Specification for Tolerances for Concrete Construction and Materials and Commentary ACI 201.2R-08—Guide to Durable Concrete ACI 301-10—Specifications for Structural Concrete ACI 305R-10—Guide to Hot Weather Concreting ACI 306R-10—Guide to Cold Weather Concreting ACI 306.1-90—Standard Specification for Cold Weather Concreting (Reapproved 2002) ACI 318-11—Building Code Requirements for Structural Concrete and Commentary ACI 350-06—Code Requirements for Environmental Engineering Concrete Structures ASTM International ASTM C33/C33M-13—Standard Specification for Concrete Aggregates ASTM C1141/C1141M-08—Standard Specification for Admixtures for Shotcrete ASTM C1602/C1602M-12—Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete ASTM C1604/C1604M-05 (2012)—Standard Test Method for Obtaining and Testing Drilled Cores of Shotcrete ASTM D98-05—Standard Specification for Calcium Chloride Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe American Concrete Institute Copyrighted Material—www.concrete.org Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com American Concrete Institute® Advancing concrete knowledge As ACI begins its second century of advancing concrete knowledge, its original chartered purpose remains “to provide a comradeship in finding the best ways to do concrete work of all kinds and in spreading knowledge.” In keeping with this purpose, ACI supports the following activities: · Technical committees that produce consensus reports, guides, specifications, and codes. · Spring and fall conventions to facilitate the work of its committees. · Educational seminars that disseminate reliable information on concrete. · Certification programs for personnel employed within the concrete industry. · Student programs such as scholarships, internships, and competitions. · Sponsoring and co-sponsoring international conferences and symposia. · Formal coordination with several international concrete related societies. · Periodicals: the ACI Structural Journal and the ACI Materials Journal, and Concrete International. Benefits of membership include a subscription to Concrete International and to an ACI Journal. ACI members receive discounts of up to 40% on all ACI products and services, including documents, seminars and convention registration fees. As a member of ACI, you join thousands of practitioners and professionals worldwide who share a commitment to maintain the highest industry standards for concrete technology, construction, and practices. In addition, ACI chapters provide opportunities for interaction of professionals and practitioners at a local level. American Concrete Institute 38800 Country Club Drive Farmington Hills, MI 48331 U.S.A. Phone: 248-848-3700 Fax: 248-848-3701 www.concrete.org --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com daneshlink.com Specification for Shotcrete The AMERICAN CONCRETE INSTITUTE was founded in 1904 as a nonprofit membership organization dedicated to public service and representing the user interest in the field of concrete. ACI gathers and distributes information on the improvement of design, construction and maintenance of concrete products and structures. The work of ACI is conducted by individual ACI members and through volunteer committees composed of both members and non-members. The committees, as well as ACI as a whole, operate under a consensus format, which assures all participants the right to have their views considered. Committee activities include the development of building codes and specifications; analysis of research and development results; presentation of construction and repair techniques; and education. Individuals interested in the activities of ACI are encouraged to become a member. There are no educational or employment requirements. ACI’s membership is composed of engineers, architects, scientists, contractors, educators, and representatives from a variety of companies and organizations. Members are encouraged to participate in committee activities that relate to their specific areas of interest. For more information, contact ACI. www.concrete.org American Concrete Institute® Advancing concrete knowledge --`,`,,```,,`,```,`,`,```,``,,,,-`-`,,`,,`,`,,`--- Copyright American Concrete Institute Provided by IHS under license with ACI No reproduction or networking permitted without license from IHS Licensee=University of Texas Revised Sub Account/5620001114, User=wer, weqwe Not for Resale, 01/26/2015 02:05:24 MST Daneshlink.com
