1、ACI 372R-13Guide to Design and Construction of Circular Wire- and Strand-Wrapped Prestressed Concrete StructuresReported by ACI Committee 372First PrintingDecember 2013Guide to Design and Construction of Circular Wire- and Strand-Wrapped Prestressed Concrete StructuresCopyright by the American Concr
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11、 are gathered together in the annually revised ACI Manual of Concrete Practice (MCP).American Concrete Institute38800 Country Club DriveFarmington Hills, MI 48331U.S.A.Phone: 248-848-3700Fax: 248-848-3701www.concrete.orgISBN: 978-0-87031-851-1American Concrete InstituteAdvancing concrete knowledgeTh
12、is guide provides recommendations for the design and construc-tion of circular, wrapped, prestressed concrete structures commonly used for liquid or bulk storage. These structures are constructed using thin cylindrical shells of either concrete or shotcrete. Shot-crete and precast concrete core wall
13、s incorporate a thin steel diaphragm that serves both as a liquid barrier and vertical rein-forcement. Cast-in-place concrete core walls incorporate either vertical prestressing or a steel diaphragm. Recommendations are given for circumferential prestressing achieved by wire or strand wrapping. In w
14、rapping, the wire or strand is fully tensioned before placing it on the structural core wall. Procedures for preventing corrosion of the prestressing elements are emphasized. The design and construction of dome roofs are also covered.Many recommendations of this guide can also be applied to similar
15、structures containing low-pressure gases, dry materials, chemi-cals, or other materials capable of creating outward pressures. This guide is not intended for application to nuclear reactor pres-sure vessels or cryogenic containment structures.Keywords: circumferential prestressing; dome; footing; jo
16、int sealant; prestressed concrete; prestressing steel; shotcrete; wall.CONTENTSCHAPTER 1GENERAL, p. 21.1Introduction, p. 21.2Objective, p. 21.3Scope, p. 21.4Associated structures, p. 21.5History and development, p. 2CHAPTER 2NOTATION AND DEFINITIONS, p. 32.1Notation, p. 32.2Definitions, p. 3CHAPTER
17、3DESIGN, p. 43.1Strength, serviceability, and durability, p. 43.2Floor and footing design, p. 63.3Wall design, p. 73.4Roof design, p. 11CHAPTER 4MATERIALS, p. 134.1Concrete, p. 134.2Shotcrete, p. 134.3Supplementary cementitious materials, p. 134.4Admixtures, p. 134.5Fibers, p. 144.6Concrete and shot
18、crete durability requirements, p. 144.7Grout for vertical tendons, p. 144.8Reinforcement, p. 144.9Waterstops, bearing pads, and filler materials, p. 154.10Sealant for steel diaphragm, p. 154.11Epoxy adhesives, p. 154.12Coatings for outer surfaces of tank walls and domes, p. 164.13Coatings for interi
19、or surfaces of tanks, p. 16CHAPTER 5CONSTRUCTION PROCEDURES, p. 165.1Concrete, p. 16ACI 372R-13Guide to Design and Construction of Circular Wire- and Strand-Wrapped Prestressed Concrete StructuresReported by ACI Committee 372Daniel J. McCarthy, Chair Andrew R. Minogue, SecretaryJon B. ArdahlAshok K.
20、 DhingraKenneth R. HarveyCharles S. HanskatAtis A. LiepinsRamon E. LuceroSalvatore MarquesJustin NorvellMorris SchupackMarwan N. Youssef1ACI Committee Reports, Guides, and Commentaries are intended for guidance in planning, designing, executing, and inspecting construction. This document is intended
21、 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 princi
22、ples. 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 langu
23、age for incorporation by the Architect/Engineer.ACI 372R-13 supersedes ACI 372R-03 and was adopted and published December 2013.Copyright 2013 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 ph
24、oto process, or by electronic or mechanical device, printed, written, or oral, or recording for sound or visual repro-duction or for use in any knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors.5.2Shotcrete, p. 185.3Forming, p. 195.4Nonp
25、restressed reinforcement, p. 205.5Prestressed reinforcement, p. 205.6Tolerances, p. 225.7Seismic restraint cables, p. 225.8Waterstops, p. 225.9Elastomeric bearing pads, p. 225.10Sponge-rubber fillers, p. 225.11Cleaning and disinfection, p. 23CHAPTER 6ACCEPTANCE CRITERIA FOR LIQUID-TIGHTNESS OF TANKS
26、, p. 236.1Test recommendations, p. 236.2Liquid-loss limit, p. 246.3Visual criteria, p. 246.4Repairs and retesting, p. 24CHAPTER 7ARCHITECTURAL TREATMENT, p. 247.1Treatment options, p. 247.2Connections to structure, p. 24CHAPTER 8REFERENCES, p. 25APPENDIX ARECOMMENDATIONS AND CONSIDERATIONS RELATED T
27、O DESIGN AND CONSTRUCTION OF TANK FOUNDATIONS, p. 27A.1Scope, p. 27A.2Subsurface investigation, p. 28A.3Design considerations, p. 28A.4Geotechnical report content, p. 30A.5Shallow foundation, p. 31CHAPTER 1GENERAL1.1IntroductionThe design and construction of circular prestressed concrete structures
28、requires specialized engineering knowl-edge and experience. The recommendations herein reflect over 6 decades of experience in designing and constructing circular prestressed structures. When designed and built with understanding and care, these structures can be expected to serve for well over 50 y
29、ears without requiring significant maintenance.1.2ObjectiveThis guide provides recommendations for the design and construction of circular wire- and strand-wrapped prestressed concrete structures based on practices used in successful projects.1.3ScopeThe recommendations supplement the general requir
30、e-ments for reinforced concrete and prestressed concrete design and construction given in ACI 350 and ACI 350.5. Design and construction recommendations cover the following elements or components of circular-wrapped prestressed concrete structures:a) Floorsi) Reinforced concreteb) Floor-wall connect
31、ionsi) Hingedii) Fixediii) Partially fixediv) Unrestrainedv) Changing restraintc) Wallsi) Cast-in-place concrete walls with steel diaphragms or vertical prestressingii) Shotcrete walls with steel diaphragmsiii) Precast concrete walls with steel diaphragmsd) Wall-roof connectionsi) Hingedii) Fixediii
32、) Partially fixediv) Unrestrainede) Roofsi) Concrete dome roofs with a prestressed dome ring, constructed with cast-in-place concrete, shotcrete, or precast concreteii) Flat concrete roofsf) Wall and dome ring prestressing systemsi) Circumferential prestressing using wrapped wire or strand systemsii
33、) Vertical prestressing using single or multiple high-strength strands or bars1.4Associated structuresBaffle walls and inner storage walls are frequently constructed inside water storage tanks. Baffle walls are used to increase the chlorine retention time of water as it circu-lates from the tank inl
34、et to the outlet. The configuration and layout of baffle walls vary depending on the tank geometry, flow characteristics, and the desired effectiveness of the chlorination process. The most common baffle wall config-urations are straight, C-shaped, or a combination of the two. Baffle walls can be pr
35、ecast or cast-in-place concrete, masonry block, redwood, shotcrete, metal, or fabric.Inner storage walls are separate storage cells normally used to provide flexibility in a systems water storage capa-bilities and hydraulics. Inner walls are typically constructed the same as the outer tank walls and
36、 are designed for external and internal hydrostatic pressure.1.5History and developmentHewett (1923) first applied circumferential prestressing to a concrete water tank using turnbuckles to connect and tension individual steel tie rods. Long-term results were not effective because the steel used was
37、 of low yield strength, limiting applied unit tension to approximately 30,000 psi (210 MPa). Shrinkage and creep of the concrete resulted in a rapid and almost total loss of the initial prestressing force. E. Freyssinet was the first to realize the need to use steel of high quality and strength, str
38、essed to relatively high levels, to overcome the adverse effects of concrete creep and shrinkage (Mautner 1936). Freyssinet successfully American Concrete Institute Copyrighted Materialwww.concrete.org2 CIRCULAR WIRE- AND STRAND-WRAPPED PRESTRESSED CONCRETE STRUCTURES (ACI 372R-13)applied prestressi
39、ng to concrete structures as early as the late 1920s. Vertical wall prestressing was introduced in the 1930s as a means to control horizontal cracking that might permit leakage and subsequent corrosion of circumferential prestressing steel.In 1941, J. M. Crom (1943a) (the first to apply high-strengt
40、h prestressing steels to concrete tanks) developed a novel method to apply high-strength wire in a continuous spiral to the exterior surface of concrete tanks. The method is based on mechanically stressing the wire as it is placed on the wall, thus avoiding prestressing loss due to friction between
41、the prestressed reinforcement and the wall. This method of circumferentially prestressing tank walls and dome rings is commonly known as wire winding or wire wrapping. After placement, the prestressed reinforcement is protected from corrosion by encasing it in shotcrete. More than 9000 tanks of vari
42、ous sizes and shapes have been constructed using methods based on this concept. Approxi-mately 75 percent of these structures are in the U.S., and the remaining 25 percent worldwide have been constructed by U.S. companies or their licensees.In 1952, shotcrete tanks incorporating a light-gauge steel
43、diaphragm fluid barrier (3.3.2.3) within the wall were first built by J. M. Crom based on a concept he patented 9 years before (Crom 1943b; McCarthy and Balck 2012). By the early 1960s, nearly all prestressed shotcrete tanks used a steel diaphragm. In 1966, the first precast-prestressed concrete tan
44、ks with a steel diaphragm were built. By 1970, nearly all wire-wound precast concrete tanks incorporated a steel diaphragm or, alternatively, vertical prestressing within the wall (ACI Committee 344 1970). The use of a steel diaphragm or vertical prestressing prevents the stored liquid from penetrat
45、ing to the outside of the core wall, where it could potentially contribute to the corrosion of the prestressing steel. The diaphragm also serves as vertical reinforcement.CHAPTER 2NOTATION AND DEFINITIONS2.1NotationAg= gross area of unit height of core wall that resists circumferential force, in.2(m
46、m2)Agr= gross area of wall that resists externally applied circumferential forces, such as backfill, in.2(mm2)Aps= area of prestressed circumferential reinforcement, in.2(mm2)As= area of nonprestressed circumferential reinforce-ment, in.2(mm2)Bc= buckling reduction factor for creep, nonlinearity, an
47、d cracking of concreteBi= buckling reduction factor for geometrical imperfectionD = dead loads or related internal moments and forces, lb/ft2(kPa)Ec= modulus of elasticity of concrete under short-term load, psi (MPa)Es = modulus of elasticity of steel, psi (MPa)Ev= vertical seismic load, lb/ft2(kPa)
48、fc = specified compressive strength of concrete, psi (MPa)fci = compressive strength of concrete at time of prestressing, psi (MPa)fg = specified compressive strength of shotcrete, psi (MPa)fgi = compressive strength of shotcrete at time of prestressing, psi (MPa)fpu= specified tensile strength of p
49、restressing wires or strands, psi (MPa)fy= specified yield strength of nonprestressed rein-forcement, psi (MPa)h = wall thickness, in. (mm)hd = dome shell thickness, in. (mm)L = uniformly distributed dome live load, lb/ft2(kPa)N = modular ratio of elasticity = Es/EcPe = circumferential force per unit of height of wall caused by the effective prestressing, lb (N)Ph = circumferential force per unit of height of wall caused by the external pressure of soil, ground-water, or other loads, lb (N)Po = nominal axial compressive s
