The unbonded high-strength strands may need to be de-tensioned before repair and re-tensioned after repair to restore the initial structural integrity of the member. If you would like to add additional copies of this product please adjust the quantity in the cart. What is the tolerance for compression test results of concrete, according to the standards? Pre-tensioning can be further classified into two categories such as linear pre-tensioning and circular pre-tensioning. The Building System Performance branch of MBIE has sponsored access to view and print a single downloadable PDF copy of the cited versions of this standard at no charge. Asresahegn K dimiru. During your subscription period, we are also able to make any necessary changes and ensure you are aware of any pricing changes that result. Methods of treatment of joints and embedded items, repair of surface defects, and finishing of formed and unformed surfaces are specified. Please contact our Customer Service team.Please contact our Customer Service team on Email: sales@saiglobal.com Phone: 131 242 (Within Australia). Download Free PDF View PDF Voting Subcommittee Members BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-02) AND COMMENTARY (ACI 318R-02) REPORTED BY ACI COMMITTEE 318 ACI Committee 318 Structural Building Code It is the responsibility of engineer in charge to decided whether supplemental reinforcement is used or not, and each member need its own decision. Please contact our. Replacement of reinforcements or supplemental reinforcements are the two methods which can be used for both types of steel repair: After exposing and cleaning reinforcements, a decision should be made whether to replace steel bars or supplementing partially damaged reinforcements. Processing of High-Paraffinic vacuum residues by thermocatalytic methods to obtain bitumen. B5) based on the selected locations and types and the applied loads. ZAR. Second edition AS 1481-1978. This is because welding process may lead to expand embedded bars and causes cracking of surrounding concrete. Design of RCC Structures by N.SUBRAMANIAN. 4.3.3 Increase in axis distance for prestressing tendons. Enter the email address you signed up with and we'll email you a reset link. What must be the maximum dry density of Granular Sub Base & Wet Mix Macadam used What is the Safe Bearing Capacity values for Different Soils? The cost of your subscription will depend on which standards you want to access, and how many people in yourorganisation need to be able to access the Online Library subscription at the same time (concurrent users). The major types of reinforcements used in prestressing are: Spalling Reinforcement: The Spalling stress adjured leads to stress behind the loaded area of the anchor blocks. MP 13 first published 1957. Strengthening structures with externally prestressed tendons Literature review Hkan Nordin, AASHTO LRFD Bridge Design Specifications 6th Ed (US), Review on bonding techniques of CFRP in strengthening concrete structures. Alberto Ramirez Garcia. Table of Contents. First published in part as AS CA2-1934. If all deteriorated concrete is removed and steel bars are partially exposed, then it is not required to remove the entire concrete around the bars. 1.2 Contract documents and calculations . 43 No. You have selected more than three (3) trainings. Please change the currency. MP 13-1957 revised and redesignated AS CA35-1963. 2009-2021 The Constructor. Its usage worldwide, ton for ton, is twice that of steel, wood, plastics, and aluminum combined. Standard Test Method for Fire-Resistive Joint Systems, ASTM E1966-01. Chapter 1General. india-national-building-code-nbc-2016-vol-2.pdf. Moreover, if coating such as epoxy, polymer cement slurry, or zinc-rich coats is applied to reinforcement to prevent corrosion in the future, then coating thickness should be smaller than 0.3mm to decline lose of bond development at the deformations.
The length of supplemental bars is equal to the length of deteriorated portion of deteriorated bars plus lap splice length of each side. Invalid username/password. Enter the email address you signed up with and we'll email you a reset link. Reissued incorporating Amendment No. Reading time: 1 minute Repair of corroded or deteriorated steel reinforcement and prestressing stands is one of the techniques by which deteriorated structural elements are rehabilitated to regain its original load carrying capacity. Unless the component being reinforced is unloaded, the strengthening system only provides reinforcement for future loadings. Table of Contents. CAD
All Rights Reserved. The repair procedure requires replacing the damaged section with the new section of strand connected to the existing ends of the undamaged strands. Concrete is the second-most-used substance in the world after water, and is the most widely used building material. Download Free PDF View PDF. Second edition 1973. Second edition 1973. The repair of reinforcements includes the repair of mild reinforcement and prestressed strand. Join TheConstructor to ask questions, answer questions, write articles, and connect with other people. Related Papers. Related Papers. Please try again. The Code was substantially reorganized and reformatted in 2014, and this Code continues and expands that same organizational philosophy. hTj1| M!a6e)W7%i1l9 !JA[(F Bs8110 1 1997 structural use of concrete design construction. In contrast, cast-in-place concrete is poured into site-specific forms and cured on site. AS A26 first published 1934. Basic Civil Engineering by S.S.Bhavikatti - civilenggforall. The strands are protected against corrosion by the sheathing, corrosion-inhibiting material, or combination thereof. For queries about copyright, please contact Standards New Zealand atcopyright@standards.govt.nz. 709-06 Low-Relaxation Prestressing Steel, Grade 270 Reinforcing Steel Low-Relaxation Prestressing Steel, Grade 1860 709-07 Stone Curb Anchor Bars 709-08 Expoxy-Coated Wire Fabric Reinforcement Reinforcing Steel, Epoxy Coatings Epoxy Coating Materials/Applicators for Wire Fabric Reinforcement 5)UM_H*.JC\43yZh5[&7/2:HI 0xA=8w.PF5],2Uei.n`0J3zN5}L[E]T +-`j`n%r1`e%sEOiMmZzIj/Pl!9EF+o$^Y#bw!U$91dMRronYLchJw4qM1u_FF.hj#vuoj?1b=nlgOj0mFQ:<>9g*M X, ESr+HKHiYE3iK| yb-UlZ
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AS 3600 2009 specifies minimum requirements for the design and construction of concrete building structures and members that contain reinforcing steel or tendons, or both. Credit card payment only is accepted for this order because it contains a mix of both publications and training products. Access to this standard has been sponsored by the Ministry of Business, Innovation and Employment under copyright licence LN001319. Uses simplified constitutive models such as linear and nonlinear elastic for resistance-displacement response in 1-D problems Uses advanced constitutive models such as elasticplastic, continued yield plasticity and DSC for microstructural changes leading to microcracking, failure and liquefaction Delves into the FE and FD methods for problems that are idealized as two-dimensional (2-D) and three-dimensional (3-D) Covers the application for 3-D FE methods and an approximate procedure called multicomponent methods Includes the application to a number of problems such as dams , slopes, piles, retaining (reinforced earth) structures, tunnels, pavements, seepage, consolidation, involving field measurements, shake table, and centrifuge tests Discusses the effect of interface response on the behavior of geotechnical systems and liquefaction (considered as a microstructural instability) This text is useful to practitioners, students, teachers, and researchers who have backgrounds in geotechnical, structural engineering, and basic mechanics courses. Building Construction Handbook. Chapter 2Notation and Terminology. Chapter 7One-Way Slabs. English, Published date:
After the cause of steel damage is determined, it can be repaired by either replacing deteriorated bars or supplementing partially deteriorated bars. Tests for Fire Resistance of Building Joint Systems, UL 2079. Call: 131 242 or +61 2 8206 6060, SAI Global Australia
4.5 Fibres Second edition AS 1481-1978. Download Free PDF. SOIL MECHANICS AND FOUNDATION ENGINEERING PROGRAMME, Basic Geotechnical Earthquake Engineering - (Malestrom), FOUNDATION ANALYSIS AND DESIGN Fifth Edition, CHAPTER X OTHER DAMS 10-i Chapter X Other Dams Contents, ISBN0071188444Bowles Foundation Analysisand Design, Soil engineering: testing, design, and remediation, Linear and non-linear numerical analysis of foundations, Soft Ground Improvement at the Rampal Coal Based Power Plant Connecting Road Project in Bangladesh, -Soil engineering testing design and emediation, S OIL E NGINEERING : T ESTING , D ESIGN , AND R EMEDIATION Edited by, CONVERSION FACTORS FROM ENGLISH TO SI UNITS, Gratitude In appreciation and gratitude to The Custodian of the Two Holy Mosques, Principlesoffoundationengineering 7th SIed, AXIALLY LOADED PILE BEHAVIOR IN SANDS WITH/WITHOUT LIMITED LIQUEFACTION, SOIL MECHANICS IN THE LIGHT OF CRITICAL STATE THEORIES, Third US-Japan Workshop on Advanced Research on Earthquake Engineering for Dams, San Diego, California, 22-23 June 2002, Geotechnical Engineering Journal of the SEAGS & AGSSEA Vol. Damaged and lose concrete is removed around steel bars. The bridge consists of two crossings, east and west of Yerba Buena Island, a natural mid-bay outcropping inside San Francisco city limits.The western crossing between Yerba Buena and downtown San Francisco has two complete suspension spans connected at a center anchorage. Download Free PDF. endstream
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When read along with Verification Method B1/VM1, it provides a means of complying with the performance requirements of New Zealand Building Code clause B1 Structure. Download. Reinforcement Repair: Methods, and Procedures, 3. NZS 3101.1:2006 and NZS 3101.2:2006 Concrete structures standard, Part 1: The design of concrete structures, 1.1.3 Materials and workmanship requirements, 2.2.2 Design for strength and serviceability, 2.2.3 Design for robustness, durability and fire resistance, 2.3 Design for strength and stability at the ultimate limit state, 2.5.2 Fatigue (serviceability limit state), 2.6 Additional design requirements for earthquake effects, 2.6.6 Additional requirements for nominally ductile structures, 2.6.7 Additional requirements for ductile frames and limited ductile moment resisting frames, 2.6.9 Structures incorporating mechanical energy dissipating devices, 3.2.4 Design for particular environmental conditions, 3.4.2 Environmental exposure classification, 3.5 Requirements for aggressive soil and groundwater exposure classification XA, 3.7 Additional requirements for concrete exposure classification C, 3.7.1 Supplementary cementitious materials, 3.7.2 Water/binder ratio and binder content, 3.8 Requirements for concrete for exposure classification U, 3.9 Finishing, strength and curing requirements for abrasion, 3.10 Requirements for freezing and thawing, 3.11 Requirements for concrete cover to reinforcing steel and tendons, 3.11.2 Cover of reinforcement for concrete placement, 3.12 Chloride based life prediction models and durability enhancement measures, 3.12.2 Other durability enhancing measures, 3.13 Protection of cast-in fixings and fastenings, 3.14 Restrictions on chemical content in concrete, 3.14.1 Restriction on chloride ion content for corrosion protection, 4.3.2 General rules for the interpretation of tabular data and charts, 4.3.3 Increase in axis distance for prestressing tendons, 4.3.6 Increasing FRRs by the addition of insulating materials, 4.4.1 Structural adequacy for beams incorporated in roof or floor systems, 4.4.2 Structural adequacy for beams exposed to fire on all sides, 4.6.1 Insulation and integrity for columns, 4.7.3 Chases and recesses for services in walls, 4.8 External walls or wall panels that could collapse inward or outward due to fire, 4.9 Increase of fire resistance periods by use of insulating materials, 4.9.4 Reinforcement in sprayed or trowelled insulating materials, 4.10 Fire resistance rating by calculation, 5.2.5 Modulus of rupture for calculation of deflections, 5.3.1 Use of plain and deformed reinforcement, 5.5 Properties of steel fibre reinforced concrete, 6.2.2 Interpretation of the results of analysis, 6.2.4 Vertical loads on continuous beams, frames and floor systems, 6.2.5 Slabs where critical actions arise from individual wheel loads, 6.3.4 Critical sections for negative moments, 6.3.6 Secondary bending moments and shears resulting from prestress, 6.3.7 Moment redistribution in reinforced concrete for ultimate limit state, 6.7 Simplified methods of flexural analysis, 6.7.2 Simplified method for reinforced continuous beams and one-way slabs, 6.7.3 Simplified method for reinforced two-way slabs supported on four sides, 6.7.4 Simplified method for reinforced two-way slab systems having multiple spans, 6.8 Calculation of deflection of beams and slabs for serviceability limit state, 6.8.2 Deflection calculation with a rational model, 6.8.3 Calculation of deflection by empirical model, 6.8.4 Calculation of deflection prestressed concrete, 6.9 Additional requirements for earthquake effects, 7 FLEXURE, SHEAR, TORSION AND ELONGATION OF MEMBERS, 7.4 Flexural strength of members with shear and with or without axial load, 7.4.2 General design assumptions for flexural strength, 7.5.4 Nominal shear strength provided by the concrete, Vc, 7.5.5 Nominal shear strength provided by the shear reinforcement, 7.5.7 Location and anchorage of reinforcement, 7.5.8 Design yield strength of shear reinforcement, 7.5.9 Alternative methods for determining shear strength, 7.5.10 Minimum area of shear reinforcement, 7.6 Torsional strength of members with flexure and shear with and without axial loads, 7.6.2 Reinforcement for compatibility torsion, 7.6.4 Design of reinforcement for torsion required for equilibrium, 7.6.5 Interaction between flexure and torsion, 7.7.5 Maximum shear stress for shear friction, 7.7.6 Design yield strength of shear-friction reinforcement, 7.7.7 Reinforcement for net tension across shear plane, 7.7.9 Concrete placed against previously hardened concrete, 7.7.10 Concrete placed against as-rolled structural steel, 7.8.1 Elongation in reinforced concrete members and interaction of structural elements, 7.8.2 Magnitude of elongation in plastic regions for the ultimate limit state, 7.8.3 Magnitude of elongation in plastic regions for the maximum considered earthquake, 7.8.4 Magnitude of elongation in plastic regions for the serviceability limit state, 8 STRESS DEVELOPMENT, DETAILING AND SPLICING OF REINFORCEMENT AND TENDONS, 8.3.1 Clear distance between parallel bars, 8.3.3 Placement of parallel bars in layers, 8.3.5 Spacing of principal reinforcement in walls and slabs, 8.3.6 Spacing of outer bars in bridge decks or abutment walls, 8.3.7 Spacing between longitudinal bars in compression members, 8.3.9 Spacing between pretensioning reinforcement, 8.3.10 Bundles of ducts for post-tensioned steel, 8.5.2 In-line quenched and tempered steel bars, 8.6.1 Development of reinforcement General, 8.6.2 Development of shear and torsion reinforcement, 8.6.3 Development length of deformed bars and deformed wire in tension, 8.6.4 Development length of plain bars and plain wire in tension, 8.6.5 Development length of deformed bars and deformed wire in compression, 8.6.6 Development length of plain bars and plain wires in compression, 8.6.8 Development of welded plain and deformed wire fabric in tension, 8.6.12 Development of flexural reinforcement, 8.6.13 Development of positive moment reinforcement in tension, 8.6.14 Development of negative moment reinforcement in tension, 8.7.2 Lap splices of bars and wire in tension, 8.7.3 Lap splices of bars and wires in compression, 8.7.6 Splices of welded plain or deformed wire fabric, 8.8 Shrinkage and temperature reinforcement, 8.9 Additional design requirements for structures designed for earthquake effects, 9 DESIGN OF REINFORCED CONCRETE BEAMS AND ONE-WAY SLABS FOR STRENGTH, SERVICEABILITY AND DUCTILITY, 9.3 General principles and design requirements for beams and one-way slabs, 9.3.2 Strength of beams and one-way slabs in bending, 9.3.5 Distance between lateral supports of beams, 9.3.8 Longitudinal reinforcement in beams and one-way slabs, 9.3.9 Transverse reinforcement in beams and one-way slabs, 9.4 Additional design requirements for members designed for ductility inearthquakes, 9.4.3 Longitudinal reinforcement in beams containing ductile or limited ductile plastic regions, 9.4.4 Transverse reinforcement in beams of ductile structures, 9.4.5 Buckling restraint of longitudinal bars in potential ductile and limited ductile plastic regions, 10 DESIGN OF REINFORCED CONCRETE COLUMNS AND PIERS FOR STRENGTH AND DUCTILITY, 10.3 General principles and design requirements for columns, 10.3.1 Strength calculations at the ultimate limit state, 10.3.3 Design cross-sectional dimensions for columns, 10.3.4 Strength of columns in bending with axial force, 10.3.5 Transmission of axial force through floor systems, 10.3.6 Perimeter columns to be tied into floors, 10.3.7 Strength of columns in torsion, shear and flexure, 10.3.8 Longitudinal reinforcement in columns, 10.3.9 Splices of longitudinal reinforcement, 10.3.10 Transverse reinforcement in columns, 10.4 Additional design requirements for members designed for ductility in earthquakes, 10.4.1 Strength calculations at the ultimate limit state, 10.4.2 Protection of columns at the ultimate limit state, 10.4.4 Limit for design axial force on columns, 10.4.6 Longitudinal reinforcement in columns, 10.4.7 Transverse reinforcement in columns, 11 DESIGN OF STRUCTURAL WALLS FOR STRENGTH, SERVICEABILITY AND DUCTILITY, 11.2.2 Requirements determined by curvature ductility, 11.3 General principles and design requirements for structural walls, 11.3.3 Maximum wall thickness for singly reinforced walls, 11.3.5 Simplified stability assessment for slender singly reinforced walls, 11.3.6 Simplified stability assessment for doubly reinforced concrete walls, 11.3.8 Minimum thickness for compression flanges of walls, 11.4 Additional design requirements for members designed for ductility in earthquakes, 11.4.1 General seismic design requirements, 11.4.8 Special splice and anchorage requirements, 12 DESIGN OF REINFORCED CONCRETE TWO-WAY SLABS FOR STRENGTH AND SERVICEABILITY, 12.5.2 Effective area of concentrated loads, 12.5.3 Design moments from elastic thin plate theory, 12.5.4 Design moments from non-linear analysis, 12.5.5 Design moments from plastic theory, 12.7.4 Shear reinforcement consisting of bars or wires or stirrups, 12.7.5 Shear reinforcement consisting of structural steel I or channel-shaped sections andother equivalent devices, 12.7.7 Transfer of moment and shear in slab column connections, 12.8 Design of reinforced concrete bridge decks, 12.8.2 Empirical design based on assumed membrane action, 12.8.3 Design based on elastic plate bending analysis, 12.8.4 Span length of reinforced concrete bridge deck slabs, 13.3 General principles and design requirements, 13.3.7 Diaphragms incorporating precast concrete elements, 13.3.8 Reinforcement detailing for elastically responding diaphragms, 13.4 Additional design requirements for elements designed for ductility in earthquakes, 13.4.1 Design forces for designed to dissipate energy diaphragms, 13.4.3 Diaphragms incorporating precast concrete elements, 14.3.1 Serviceability and ultimate limit state design, 14.3.5 Development of reinforcement in footings, 14.4 Additional design requirements for members designed for ductility inearthquakes, 15.3 General principles and design requirements for beam-column joints, 15.3.4 Maximum horizontal joint shear force, 15.3.5 Design principles, mechanisms of shear resistance, 15.3.6 Horizontal joint shear reinforcement, 15.3.7 Vertical joint shear reinforcement, 15.4 Additional design requirements for beam-column joints with ductile, includinglimited ductile, members adjacent to the joint, 15.4.4 Horizontal joint shear reinforcement, 15.4.5 Vertical joint shear reinforcement, 15.4.6 Joints with wide columns and narrow beams, 15.4.8 Maximum diameter of longitudinal beam bars passing through joints, 15.4.9 Maximum diameter of column bars passing through joint, 16 BEARING STRENGTH, BRACKETS AND CORBELS, 16.4.2 Design actions and limiting dimensions for a corbel, 16.5 Empirical design of corbels or brackets, 16.5.2 Design actions at the critical section, 16.5.6 Reinforcement for axial tension force, 16.6 Design requirement by strut and tie method, 16.7 Design requirements for beams supporting corbels or brackets, 16.8 Design requirements for ledges supporting precast units, 16.8.1 The ledge support of precast floor units, 17 EMBEDDED ITEMS, ANCHORS AND SECONDARY STRUCTURAL ELEMENTS, 17.5.5 Strength of anchors by calculation, 17.5.7 Lower characteristic strength of anchor in tension, 17.5.8 Lower characteristic strength of anchor in shear, 17.6 Additional design requirements for anchors designed for earthquake effects, 17.6.2 Anchors designed for seismic separation, 17.6.3 Anchors stronger than the overstrength capacity of the attachment, 17.6.4 Anchors designed to remain elastic, 18 PRECAST CONCRETE AND COMPOSITE CONCRETE FLEXURAL MEMBERS, 18.2.2 Composite concrete flexural members defined, 18.2.3 Composite concrete and structural steel not covered, 18.2.4 Section 18 in addition to other provisions of this Standard, 18.3.1 Design to consider all loading and restraint conditions, 18.3.2 Include forces and deformations at connections, 18.3.3 Consider serviceability and ultimate limit states, 18.3.5 Effects to be taken into consideration, 18.4 Distribution of forces among members, 18.4.1 Forces perpendicular to the axis of the member, 18.5.2 Composite concrete flexural members, 18.5.3 Shear resisted by composite and non-composite sections, 18.5.4 Longitudinal shear in composite members, 18.6.1 Load path to lateral force-resisting systems, 18.6.7 Deformation compatibility of precast flooring systems, 18.7.1 Transfer of forces between members, 18.7.3 Connections using different materials, 18.7.4 Floor or roof members supported by bearing on a seating, 18.7.5 Development of positive moment reinforcement, 18.8 Additional requirements for ductile structures designed for earthquake effects, 18.8.1 Seating requirements for ductile structures, 18.8.2 Detailing requirements for support of rib and infill floors, 18.8.3 Composite concrete flexural members, 18.8.4 Broad categories of precast concrete seismic systems, 19.2.2 Other provisions for prestressed concrete, 19.3.2 Classification of prestressed members and sections, 19.3.3 Serviceability limit state requirements flexural members, 19.3.5 Ultimate limit state design requirements, 19.3.6 Flexural strength of beams and slabs, 19.3.7 Compression members combined flexure and axial loads, 19.3.8 Statically indeterminate structures, 19.3.9 Redistribution of design moments for ultimate limit state, 19.3.13 Anchorage zones for post-tensioned tendons, 19.3.15 Corrosion protection for unbonded tendons, 19.3.17 Post-tensioning anchorages and couplers, 19.4 Additional design requirements for earthquake actions, 19.4.5 Prestressed moment resisting frames, APPENDIX B SPECIAL PROVISIONS FOR THE SEISMIC DESIGN OF DUCTILE JOINTED PRECAST CONCRETE STRUCTURAL SYSTEMS, B8 System displacement compatibility issues, APPENDIX D METHODS FOR THE EVALUATION OF ACTIONS IN DUCTILE AND LIMITED DUCTILE MULTI-STOREY FRAMES AND WALLS, D5 Wall-frame structures Ductile and limited ductile, Part 2: Commentary on the design of concrete structures, C2.2.3 Design for robustness, durability and fire resistance, C2.3 Design for strength and stability at the ultimate limit state, C2.5.2 Fatigue (serviceability limit state), C2.6 Additional design requirements for earthquake effects, C2.6.6 Additional requirements for nominally ductile structures, C2.6.7 Additional requirements for ductile and limited ductile moment resisting frames, C2.6.9 Structures incorporating mechanical energy dissipating devices, C3.2.4 Design for particular environmental conditions, C3.5 Requirements for aggressive soil and groundwater exposure classification XA, C3.6 Minimum concrete curing requirements, C3.7 Additional requirements for concrete for exposure classification C, C3.7.1 Supplementary cementitious materials, C3.7.2 Water/binder ratio and binder content, C3.8 Requirements for concrete for exposure classification U, C3.9 Finishing, strength and curing requirements for abrasion, C3.10 Requirements for freezing and thawing, C3.11 Requirements for concrete cover to reinforcing steel and tendons, C3.11.2 Cover of reinforcement for concrete placement, C3.12 Chloride based life prediction models and durability enhancement measures, C3.12.1 The use of life prediction models, C3.12.2 Other durability enhancing measures, C3.13 Protection of cast-in fixings and fastenings, C3.14 Restrictions on chemical content in concrete, C3.14.1 Restriction on chloride ion for corrosion protection, C4.3.2 General rules for the interpretation of tabular data and charts, C4.3.3 Increase in axis distance for prestressing tendons, C4.8 External walls or wall panels that could collapse inward or outward due to fire, C4.10 Fire resistance rating by calculation, C5.2.5 Modulus of rupture for calculation of deflections, C5.3.1 Use of plain and deformed reinforcement, C5.5 Properties of steel fibre reinforced concrete, APPENDIX A TO C5 DESIGN PROPERTIES OF MATERIALS, C5A TEST AND DESIGN METHODS FOR STEEL FIBRE REINFORCED CONCRETE SUBJECTED TO MONOTONIC LOADING, C5.A5 Design at serviceability limit states, C5.A7 Derivation of stresses in s e diagram test, C6.2.2 Interpretation of the results of analysis, C6.2.4 Vertical loads on continuous beams, frames and floor systems, C6.3.6 Secondary bending moments and shears resulting from prestress, C6.3.7 Moment redistribution in reinforced concrete for ultimate limit state, C6.3.8 Idealised frame method of analysis, C6.7 Simplified methods of flexural analysis, C6.7.2 Simplified method for reinforced continuous beams and one-way slabs, C6.7.3 Simplified method for reinforced two-way slabs supported on four sides, C6.7.4 Simplified method for reinforced two-way slab systems having multiple spans, C6.8 Calculation of deflection of beams and slabs for serviceability limit state, C6.8.2 Deflection calculation with a rational model, C6.8.3 Calculation of deflection by empirical method, C6.8.4 Calculation of deflection prestressed concrete, C7 FLEXURE, SHEAR, TORSION AND ELONGATION OF MEMBERS, C7.4 Flexural strength of members with shear and with or without axial load, C7.4.2 General design assumptions for flexural strength, C7.5.2 Maximum nominal shear stress, vmax, C7.5.4 Nominal shear strength provided by the concrete, Vc, C7.5.5 Nominal shear strength provided by the shear reinforcement, C7.5.7 Location and anchorage of reinforcement, C7.5.8 Design yield strength of shear reinforcement, C7.5.9 Alternative methods for determining shear strength, C7.5.10 Minimum area of shear reinforcement, C7.6 Torsional strength of members with flexure and shear with and without axial loads, C7.6.2 Reinforcement for compatibility torsion, C7.6.4 Design of reinforcement for torsion required for equilibrium, C7.6.5 Interaction between flexure and torsion, C7.7.5 Maximum shear stress for shear friction, C7.7.10 Concrete placed against as-rolled structural steel, C8 STRESS DEVELOPMENT, DETAILING AND SPLICING OF REINFORCEMENT AND TENDONS, C8.3.1 Clear distance between parallel bars, C8.3.5 Spacing of principal reinforcement in walls and slabs, C8.3.6 Spacing of outer bars in bridge decks or abutment walls, C8.3.7 Spacing between longitudinal bars in compression members, C8.3.9 Spacing between pretensioning reinforcement, C8.3.10 Bundles of ducts for post-tensioned steel, C8.5.1 Compliance with AS/NZS 1554: Part 3, C8.5.2 In-line quenched and tempered steel bars, C8.6.1 Development of reinforcement General, C8.6.3 Development length of deformed bars and deformed wire in tension, C8.6.4 Development length of plain bars and plain wire in tension, C8.6.5 Development length of deformed bars and deformed wire in compression, C8.6.8 Development of welded plain and deformed wire fabric in tension, C8.6.9 Development of prestressing strand, C8.6.12 Development of flexural reinforcement, C8.6.13 Development of positive moment reinforcement in tension, C8.6.14 Development of negative moment reinforcement in tension, C8.7.2 Lap splices of bars and wire in tension, C8.7.3 Lap splices of bars and wires in compression, C8.7.4 Welded splices and mechanical connections, C8.7.6 Splices of welded plain or deformed wire fabric, C8.8 Shrinkage and temperature reinforcement, C8.9 Additional design requirements for structures designed for earthquake effects, C9 DESIGN OF REINFORCED CONCRETE BEAMS AND ONE-WAY SLABS FORSTRENGTH, SERVICEABILITY AND DUCTILITY, C9.3 General principles and design requirements for beams and one-way slabs, C9.3.5 Distance between lateral supports of beams, C9.3.8 Longitudinal reinforcement in beams and one-way slabs, C9.3.9 Transverse reinforcement in beams and one-way slabs, C9.3.10 Special provisions for deep beams, C9.4 Additional design requirements for structures designed for earthquake effects, C9.4.3 Longitudinal reinforcement in beams of ductile structures, C9.4.4 Transverse reinforcement in beams of ductile structures, C9.4.5 Buckling restraint of longitudinal bars in potential ductile and limited ductile plastic regions, C10 DESIGN OF REINFORCED CONCRETE COLUMNS AND PIERS FOR STRENGTH AND DUCTILITY, C10.3 General principles and design requirements for columns, C10.3.1 Strength calculations at the ultimate limit state, C10.3.3 Design cross-sectional dimensions for columns, C10.3.5 Transmission of axial force through floor systems, C10.3.6 Perimeter columns to be tied into floors, C10.3.8 Longitudinal reinforcement in columns, C10.3.10 Transverse reinforcement in columns, C10.4 Additional design requirements for structures designed for earthquake effects, C10.4.2 Protection of columns at the ultimate limit state, C10.4.4 Limit for design axial force on columns, C10.4.6 Longitudinal reinforcement in columns, C10.4.7 Transverse reinforcement in columns, C11 DESIGN OF STRUCTURAL WALLS FOR STRENGTH, SERVICEABILITY AND DUCTILITY, C11.3 General principles and design requirements for structural walls, C11.3.8 Minimum thickness for compression flanges of walls, C11.4 Additional design requirements for members designed for ductility in earthquakes, C11.4.1 General seismic design requirements, C11.4.8 Special splice and anchorage requirements, C12 DESIGN OF REINFORCED CONCRETE TWO-WAY SLABS FOR STRENGTH AND SERVICEABILITY, C12.5.2 Effective area of concentrated loads, C12.5.3 Design moments from elastic thin plate theory, C12.5.4 Design moments from non-linear analysis, C12.5.5 Design moments from plastic theory, C12.7.7 Transfer of moment and shear in slab column connections, C12.8 Design of reinforced concrete bridge decks, C13.3 General principles and design requirements, C13.3.7 Diaphragms incorporating precast concrete elements, C13.3.10 Reinforcement near plastic hinges in beams, C13.4 Additional design requirements for elements designed for ductility in earthquakes, C13.4.3 Diaphragms incorporating precast concrete elements, C14.3 General principles and requirements, C14.4 Additional design requirements for structures designed for earthquake effects, C15.3 General principles and design requirements for beam-column joints, C15.3.4 Maximum horizontal joint shear force, C15.3.5 Design principles, mechanisms on shear resistance, C15.3.6 Horizontal joint shear reinforcement, C15.3.7 Vertical joint shear reinforcement, C15.4 Additional design requirements for beam-column joints with ductile, includinglimited ductile, members adjacent to the joint, C15.4.4 Horizontal joint shear reinforcement, C15.4.5 Vertical joint shear reinforcement, C15.4.6 Joints with wide columns and narrow beams, C16 BEARING STRENGTH, BRACKETS AND CORBELS, C16.4.3 Bearing area and bearing stresses, C16.5 Empirical design of corbels or brackets, C16.5.2 Design actions at the critical section, C16.5.6 Reinforcement for axial tension force, C16.6 Design requirement by strut and tie method, C16.7 Design requirements for beams supporting corbels of brackets, C16.8 Design requirements for ledges supporting precast units, C16.8.1 The ledge support of precast floor units, C17 EMBEDDED ITEMS, ANCHORS AND SECONDARY STRUCTURAL ELEMENTS, C17.5.5 Strength of anchors by calculation, C17.6 Additional design requirements for anchors designed for earthquake effects, C17.6.2 Anchors designed for seismic separation, C17.6.3 Anchors stronger than the overstrength capacity of the attachment, C17.6.4 Anchors designed to remain elastic, C18 PRECAST CONCRETE AND COMPOSITE CONCRETE FLEXURAL MEMBERS, C18.2.2 Composite concrete flexural members defined, C18.2.3 Composite concrete and structural steel not covered, C18.2.4 Section 18 in addition to other provisions of this Standard, C18.3.1 Design to consider all loading and restraint conditions, C18.3.2 Include forces and deformations at connections, C18.4 Distribution of forces among members, C18.4.1 Forces perpendicular to the axis of members, C18.5.1 Prestressed slabs and wall panels, C18.5.2 Composite concrete flexural members, C18.5.4 Longitudinal shear in composite members, C18.6 Structural integrity and robustness, C18.6.1 Load path to lateral force-resisting systems, C18.6.7 Deformation compatibility of precast flooring systems, C18.7.1 Transfer of forces between members, C18.7.3 Connections using different materials, C18.7.4 Floor or roof members supported by bearing on a seating, C18.7.5 Development of positive moment reinforcement, C18.8 Additional requirements for ductile structures designed for earthquake effects, C18.8.1 Seating requirements for ductile structures, C18.8.4 Broad categories of precast concrete seismic systems, C19.2.2 Other provisions for prestressed concrete, C19.3 General principles and requirements, C19.3.2 Classification of prestressed members and sections, C19.3.3 Serviceability limit state requirements flexural members, C19.3.6 Flexural strength of beams and slabs, C19.3.9 Redistribution of design moments for ultimate limit state, C19.3.13 Anchorage zones for post-tensioned tendons, C19.3.15 Corrosion protection for unbonded tendons, C19.3.17 Post-tensioning anchorages and couplers, C19.4 Additional design requirements for earthquake actions, C19.4.5 Prestressed moment resisting frames, APPENDIX CB SPECIAL PROVISIONS FOR THE SEISMIC DESIGN OF DUCTILE JOINTED PRECAST CONCRETE STRUCTURAL SYSTEMS, CB8 System displacement compatibility issues, APPENDIX CD METHODS FOR THE EVALUATION OF ACTIONS IN DUCTILE AND LIMITED DUCTILE MULTI-STOREY FRAMES AND WALLS, CD5 Wall-frame structures Ductile and limited ductile, CE4 Analysis of prestressed concrete structures for creep and shrinkage. 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