{"id":160826,"date":"2024-10-19T09:39:38","date_gmt":"2024-10-19T09:39:38","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/aci-350m-06-2008\/"},"modified":"2024-10-25T01:58:20","modified_gmt":"2024-10-25T01:58:20","slug":"aci-350m-06-2008","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/aci\/aci-350m-06-2008\/","title":{"rendered":"ACI 350M 06 2008"},"content":{"rendered":"

The code portion of this document covers the structural design, materials selection, and construction of environmental engineering concrete structures. Such structures are used for conveying, storing, or treating liquid or other materials such as solid waste. They include ancillary structures for dams, spill-ways, and channels. They are subject to uniquely different loadings, more severe exposure conditions, and more restrictive serviceability requirements than non-environmental building structures. Loadings include normal dead and live loads and vibrating equipment or hydrodynamic forces. Exposures include concentrated chemicals, alternate wetting and drying, and freezing and thawing of saturated concrete. Serviceability requirements include liquid-tightness or gas-tightness. Typical structures include conveyance, storage, and treatment structures. Proper design, materials, and construction of environmental engineering concrete structures are required to produce serviceable concrete that is dense, durable, nearly impermeable, and resistant to chemicals, with limited deflections and cracking. Leakage must be controlled to minimize contamination of ground water or the environment, to minimize loss of product or infiltration, and to promote durability. This code presents new material as well as modified portions of the ACI 318M-02 Building Code that are applicable to environmental engineering concrete structures. Because ACI 350M-06 is written as a legal document, it may be adopted by reference in a general building code or in regulations governing the design and construction of environmental engineering concrete structures. Thus, it cannot present background details or suggestions for carrying out its requirements or intent. It is the function of the commentary to fill this need. The commentary discusses some of the considerations of the committee in developing the ACI 350M Code, and its relationship with ACI 318M. Emphasis is given to the explanation of provisions that may be unfamiliar to some users of the code. References to much of the research data referred to in preparing the code are given for those who wish to study certain requirements in greater detail. The chapter and section numbering of the code are followed throughout the commentary. Among the subjects covered are: permits, drawings and specifications, inspections, materials, concrete quality, mixing and placing, forming, embedded pipes, construction joints, reinforcement details, analysis and design, strength and serviceability, flexural and axial loads, shear and torsion, development of reinforcement, slab systems, walls, footings, precast concrete, prestressed concrete, shell structures, folded plate members, provisions for seismic design, and an alternate design method in Appendix I. The quality and testing of materials used in the construction are covered by reference to the appropriate standard specifications. Welding of reinforcement is covered by reference to the appropriate AWS standard. Criteria for liquid-tightness testing may be found in 350.1. Keywords: chemical attack; coatings; concrete durability; concrete finishing (fresh concrete); concrete slabs, crack width, and spacing; cracking (fracturing); environmental engineering; inspection; joints (junctions); joint sealers; liquid; patching; permeability; pipe columns; pipes (tubes); prestressed concrete; prestressing steels; protective coatings; reservoirs; roofs; serviceability; sewerage; solid waste facilities; tanks (containers); temperature; torque; torsion; vibration; volume change; walls; wastewater treatment; water; water-cementitious material ratio; water supply; water treatment.<\/p>\n

PDF Catalog<\/h4>\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n
PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
6<\/td>\nINTRODUCTION <\/td>\n<\/tr>\n
13<\/td>\nPART 1 \u2014 GENERAL
CHAPTER 1 \u2014 GENERAL REQUIREMENTS
1.1 \u2014 Scope <\/td>\n<\/tr>\n
14<\/td>\n1.1.1
1.1.1.1
1.1.2
1.1.3
1.1.4 <\/td>\n<\/tr>\n
15<\/td>\n1.1.5 <\/td>\n<\/tr>\n
16<\/td>\n1.1.6
1.1.7
1.1.7.1
1.1.7.2
1.1.8 <\/td>\n<\/tr>\n
17<\/td>\n1.1.8.1 <\/td>\n<\/tr>\n
18<\/td>\n1.1.8.2 <\/td>\n<\/tr>\n
19<\/td>\n1.1.9
1.2 \u2014 Drawings and specifications
1.2.1 <\/td>\n<\/tr>\n
20<\/td>\n1.2.2
1.2.3
1.3 \u2014 Inspection
1.3.1 <\/td>\n<\/tr>\n
21<\/td>\n1.3.2 <\/td>\n<\/tr>\n
22<\/td>\n1.3.3
1.3.4
1.3.5
1.4 \u2014 Approval of special systems of
\ndesign or construction <\/td>\n<\/tr>\n
25<\/td>\nCHAPTER 2 \u2014 DEFINITIONS
2.1 <\/td>\n<\/tr>\n
33<\/td>\n2.2 <\/td>\n<\/tr>\n
35<\/td>\nPART 2 \u2014 STANDARDS FOR TESTS AND MATERIALS
CHAPTER 3 \u2014 MATERIALS
3.0 \u2014 Notation
3.1 \u2014 Tests of materials
3.1.1
3.1.2
3.1.3
3.2 \u2014 Cements
3.2.1
3.2.2 <\/td>\n<\/tr>\n
36<\/td>\n3.3 \u2014 Aggregates
3.3.1
3.3.2
3.3.3 <\/td>\n<\/tr>\n
37<\/td>\n3.4 \u2014 Water
3.4.1
3.4.2
3.4.3
3.4.3.1
3.4.3.2
3.5 \u2014 Steel reinforcement
3.5.1
3.5.2 <\/td>\n<\/tr>\n
39<\/td>\n3.5.3
3.5.3.1
3.5.3.2
3.5.3.3 <\/td>\n<\/tr>\n
40<\/td>\n3.5.3.4
3.5.3.5
3.5.3.6
3.5.3.7
3.5.3.8
3.5.4 <\/td>\n<\/tr>\n
41<\/td>\n3.5.4.1
3.5.4.2
3.5.5
3.5.5.1
3.5.5.2
3.5.6
3.5.6.1 <\/td>\n<\/tr>\n
42<\/td>\n3.5.6.2
3.6 \u2014 Admixtures
3.6.1
3.6.2
3.6.3
3.6.4
3.6.5
3.6.6 <\/td>\n<\/tr>\n
43<\/td>\n3.6.7
3.6.8
3.6.9
3.7 \u2014 Storage of materials
3.7.1
3.7.2
3.8 \u2014 Reference standards <\/td>\n<\/tr>\n
44<\/td>\n3.8.1 <\/td>\n<\/tr>\n
48<\/td>\n3.8.2
3.8.3
3.8.4
3.8.5
3.8.6
3.8.7
3.8.8
3.8.8.1 \u2014 American Water Works Association
3.8.8.2 \u2014 U.S. Army Corps of Engineers
\nSpecifications
3.8.8.3 \u2014 Federal Specifications <\/td>\n<\/tr>\n
49<\/td>\n3.8.8.4 \u2014 American Concrete Institute
3.8.8.5 \u2014 American Association of State Highway
\nand Transportation Officials <\/td>\n<\/tr>\n
51<\/td>\nPART 3 \u2014 CONSTRUCTION REQUIREMENTS
CHAPTER 4 \u2014 DURABILITY REQUIREMENTS
4.0 \u2014 Notation <\/td>\n<\/tr>\n
52<\/td>\n4.1 \u2014 Water-cementitious materials ratio and cementitious material content
4.1.1
4.1.2
4.2 \u2014 Freezing and thawing exposures
4.2.1 <\/td>\n<\/tr>\n
53<\/td>\n4.2.2
4.2.3 <\/td>\n<\/tr>\n
54<\/td>\n4.3 \u2014 Sulfate exposures
4.3.1 <\/td>\n<\/tr>\n
55<\/td>\n4.3.2
4.4 \u2014 Corrosion protection of metals
4.4.1 <\/td>\n<\/tr>\n
56<\/td>\n4.4.2
4.4.3
4.4.4 <\/td>\n<\/tr>\n
57<\/td>\n4.4.5
4.4.6
4.5 \u2014 Chemical effects
4.5.1 \u2014 Concrete protection against chemicals
4.5.1.1
4.5.1.2
4.5.1.3
4.5.1.4 <\/td>\n<\/tr>\n
61<\/td>\n4.5.2
4.5.3 \u2014 Testing for chemical effects
4.5.3.1 <\/td>\n<\/tr>\n
62<\/td>\n4.5.3.2
4.5.3.3
4.6 \u2014 Protection against erosion
4.6.1
4.6.2
4.6.3 <\/td>\n<\/tr>\n
63<\/td>\n4.6.4
4.6.5
4.6.6
4.7 \u2014 Coatings and liners
4.7.1 <\/td>\n<\/tr>\n
64<\/td>\n4.7.2
4.7.3
4.7.4 \u2014 Vapor transmission of liners and coatings
4.7.5 \u2014 Selection of coatings and liners
4.7.5.1
4.7.5.2 <\/td>\n<\/tr>\n
65<\/td>\n4.7.5.3
4.8 \u2014 Joints
4.8.1 \u2014 General
4.8.2 \u2014 Waterstops
4.8.3 \u2014 Sealants
4.8.4 \u2014 Ozone exposure
4.8.5 \u2014 Shear keys <\/td>\n<\/tr>\n
67<\/td>\nCHAPTER 5 \u2014 CONCRETE QUALITY, MIXING, AND PLACING
5.0 \u2014 Notation
5.1 \u2014 General
5.1.1
5.1.2
5.1.3
5.2 \u2014 Selection of concrete proportions <\/td>\n<\/tr>\n
68<\/td>\n5.2.1
5.2.2
5.2.3
5.3 \u2014 Proportioning on the basis of field
\nexperience, trial mixtures, or both
5.3.1 \u2014 Standard deviation <\/td>\n<\/tr>\n
71<\/td>\n5.3.1.1
5.3.1.2 <\/td>\n<\/tr>\n
72<\/td>\n5.3.2 \u2014 Required average strength
5.3.2.1
5.3.2.2
5.3.3 \u2014 Documentation of average strength <\/td>\n<\/tr>\n
73<\/td>\n5.3.3.1
5.3.3.2 <\/td>\n<\/tr>\n
74<\/td>\n5.4 \u2014 Average strength reduction
5.5 \u2014 Evaluation and acceptance of concrete
5.5.1 \u2014 Frequency of testing
5.5.1.1 <\/td>\n<\/tr>\n
75<\/td>\n5.5.1.2
5.5.1.3
5.5.1.4
5.5.2 \u2014 Laboratory-cured specimens
5.5.2.1
5.5.2.2
5.5.2.3 <\/td>\n<\/tr>\n
76<\/td>\n5.5.2.4
5.5.3 \u2014 Field-cured specimens
5.5.3.1 <\/td>\n<\/tr>\n
77<\/td>\n5.5.3.2
5.5.3.3
5.5.3.4
5.5.4 \u2014 Investigation of low-strength test results
5.5.4.1
5.5.4.2
5.5.4.3
5.5.4.4 <\/td>\n<\/tr>\n
78<\/td>\n5.5.4.5
5.6 \u2014 Preparation of equipment and place
\nof deposit
5.6.1
5.7 \u2014 Mixing
5.7.1
5.7.2 <\/td>\n<\/tr>\n
79<\/td>\n5.7.3
5.8 \u2014 Conveying
5.8.1
5.8.2
5.9 \u2014 Depositing
5.9.1 <\/td>\n<\/tr>\n
80<\/td>\n5.9.2
5.9.3
5.9.4
5.9.5
5.9.6
5.9.7
5.9.8
5.10 \u2014 Curing
5.10.1
5.10.2
5.10.3 \u2014 Accelerated curing
5.10.3.1
5.10.3.2
5.10.3.3 <\/td>\n<\/tr>\n
81<\/td>\n5.10.4
5.11 \u2014 Cold weather requirements
5.11.1
5.11.2
5.11.3
5.12 \u2014 Hot weather requirements <\/td>\n<\/tr>\n
83<\/td>\nCHAPTER 6 \u2014 FORMWORK, EMBEDDED PIPES, AND CONSTRUCTION AND MOVEMENT JOINTS
6.1 \u2014 Design of formwork
6.1.1
6.1.2
6.1.3
6.1.4
6.1.5
6.1.6
6.1.7
6.1.7.1
6.1.8 <\/td>\n<\/tr>\n
84<\/td>\n6.2 \u2014 Removal of forms, shores, and
\nreshoring
6.2.1 \u2014 Removal of forms
6.2.2 \u2014 Removal of shores and reshoring
6.2.2.1
6.2.2.2
6.2.2.3 <\/td>\n<\/tr>\n
85<\/td>\n6.3 \u2014 Conduits and pipes embedded in
\nconcrete
6.3.1
6.3.2
6.3.3 <\/td>\n<\/tr>\n
86<\/td>\n6.3.4
6.3.5
6.3.5.1
6.3.5.2
6.3.5.3
6.3.6
6.3.6.1
6.3.6.2
6.3.6.3
6.3.7
6.3.8
6.3.9
6.3.10
6.3.11 <\/td>\n<\/tr>\n
87<\/td>\n6.3.12
6.3.13
6.4 \u2014 Construction joints
6.4.1
6.4.2
6.4.3
6.4.4
6.4.5
6.4.6
6.4.7 <\/td>\n<\/tr>\n
88<\/td>\n6.4.8
6.5 \u2014 Movement joints
6.5.1
6.5.2
6.5.3 <\/td>\n<\/tr>\n
89<\/td>\nCHAPTER 7 \u2014 DETAILS OF REINFORCEMENT
7.0 \u2014 Notation
7.1 \u2014 Standard hooks
7.1.1
7.1.2
7.1.3
7.1.4
7.2 \u2014 Minimum bend diameters
7.2.1
7.2.2 <\/td>\n<\/tr>\n
90<\/td>\n7.2.3
7.3 \u2014 Bending
7.3.1
7.3.2
7.4 \u2014 Surface conditions of reinforcement
7.4.1 <\/td>\n<\/tr>\n
91<\/td>\n7.4.2
7.4.3
7.5 \u2014 Placing reinforcement
7.5.1
7.5.2
7.5.2.1 <\/td>\n<\/tr>\n
92<\/td>\n7.5.2.2
7.5.3
7.5.4
7.6 \u2014 Spacing limits for reinforcement
7.6.1
7.6.2
7.6.3
7.6.4
7.6.5
7.6.6 \u2014 Bundled bars
7.6.6.1
7.6.6.2 <\/td>\n<\/tr>\n
93<\/td>\n7.6.6.3
7.6.6.4
7.6.6.5
7.6.7 \u2014 Tendons and ducts
7.6.7.1
7.6.7.2
7.7 \u2014 Concrete protection for reinforcement
7.7.1 \u2014 Cast-in-place concrete (nonprestressed) <\/td>\n<\/tr>\n
94<\/td>\n7.7.2 \u2014 Precast concrete (manufactured under
\nplant control conditions) <\/td>\n<\/tr>\n
95<\/td>\n7.7.3 \u2014 Cast-in-place concrete (prestressed)
7.7.3.1
7.7.3.2
7.7.3.3 <\/td>\n<\/tr>\n
96<\/td>\n7.7.4 \u2014 Bundled bars
7.7.5 \u2014 Future extensions
7.7.6 \u2014 Fire protection
7.8 \u2014 Special reinforcement details for
\ncolumns
7.8.1 \u2014 Offset bars
7.8.1.1
7.8.1.2
7.8.1.3
7.8.1.4
7.8.1.5
7.8.2 \u2014 Steel cores
7.8.2.1 <\/td>\n<\/tr>\n
97<\/td>\n7.8.2.2
7.8.2.3
7.8.2.4
7.9 \u2014 Connections
7.9.1
7.9.2
7.10 \u2014 Lateral reinforcement for
\ncompression members
7.10.1
7.10.2
7.10.3
7.10.4 \u2014 Spirals
7.10.4.1 <\/td>\n<\/tr>\n
98<\/td>\n7.10.4.2
7.10.4.3
7.10.4.4
7.10.4.5
7.10.4.6
7.10.4.7
7.10.4.8
7.10.4.9
7.10.5 \u2014 Ties
7.10.5.1 <\/td>\n<\/tr>\n
99<\/td>\n7.10.5.2
7.10.5.3
7.10.5.4
7.10.5.5
7.10.5.6 <\/td>\n<\/tr>\n
100<\/td>\n7.11 \u2014 Lateral reinforcement for flexural
\nmembers
7.11.1
7.11.2
7.11.3
7.12 \u2014 Shrinkage and temperature
\nreinforcement
7.12.1
7.12.1.1
7.12.1.2
7.12.2
7.12.2.1 <\/td>\n<\/tr>\n
101<\/td>\n7.12.2.2
7.12.2.3
7.12.3
7.12.3.1
7.12.3.2
7.12.3.3
7.13 \u2014 Requirements for structural integrity <\/td>\n<\/tr>\n
102<\/td>\n7.13.1
7.13.2
7.13.2.1
7.13.2.2
7.13.2.3
7.13.2.4 <\/td>\n<\/tr>\n
103<\/td>\n7.13.2.5
7.13.3
7.13.4 <\/td>\n<\/tr>\n
105<\/td>\nPART 4 \u2014 GENERAL REQUIREMENTS
CHAPTER 8 \u2014 ANALYSIS AND DESIGN \u2014 GENERAL CONSIDERATIONS
8.0 \u2014 Notation
8.1 \u2014 Design methods
8.1.1 <\/td>\n<\/tr>\n
106<\/td>\n8.1.2
8.1.3
8.2 \u2014 Loading
8.2.1
8.2.2 <\/td>\n<\/tr>\n
107<\/td>\n8.2.3
8.2.4
8.3 \u2014 Methods of analysis
8.3.1
8.3.2
8.3.3 <\/td>\n<\/tr>\n
108<\/td>\n8.4 \u2014 Redistribution of negative moments
\nin continuous flexural members
8.4.1 <\/td>\n<\/tr>\n
109<\/td>\n8.4.2
8.4.3 <\/td>\n<\/tr>\n
110<\/td>\n8.5 \u2014 Modulus of elasticity
8.5.1
8.5.2
8.5.3
8.6 \u2014 Stiffness
8.6.1
8.6.2
8.7 \u2014 Span length
8.7.1 <\/td>\n<\/tr>\n
111<\/td>\n8.7.2
8.7.3
8.7.4
8.8 \u2014 Columns
8.8.1
8.8.2
8.8.3
8.8.4
8.9 \u2014 Arrangement of live load
8.9.1
8.9.2 <\/td>\n<\/tr>\n
112<\/td>\n8.10 \u2014 T-beam construction
8.10.1
8.10.2
8.10.3
8.10.4
8.10.5
8.10.5.1
8.10.5.2
8.11 \u2014 Joist construction
8.11.1
8.11.2 <\/td>\n<\/tr>\n
113<\/td>\n8.11.3
8.11.4
8.11.5
8.11.5.1
8.11.5.2
8.11.5.3
8.11.6
8.11.6.1
8.11.6.2
8.11.7
8.11.8
8.12 \u2014 Separate floor finish
8.12.1 <\/td>\n<\/tr>\n
114<\/td>\n8.12.2 <\/td>\n<\/tr>\n
115<\/td>\nCHAPTER 9 \u2014 STRENGTH AND SERVICEABILITY REQUIREMENTS
9.0 \u2014 Notation <\/td>\n<\/tr>\n
117<\/td>\n9.1 \u2014 General
9.1.1
9.1.2
9.1.3
9.2 \u2014 Required strength <\/td>\n<\/tr>\n
118<\/td>\n9.2.1 <\/td>\n<\/tr>\n
119<\/td>\n9.2.2
9.2.3
9.2.4
9.2.5 <\/td>\n<\/tr>\n
120<\/td>\n9.2.6
9.2.6.1
9.2.6.2
9.2.6.3
9.2.6.4
9.2.6.5 <\/td>\n<\/tr>\n
121<\/td>\n9.2.7
9.3 \u2014 Design strength
9.3.1
9.3.2
9.3.2.1
9.3.2.2 <\/td>\n<\/tr>\n
122<\/td>\n9.3.2.3
9.3.2.4
9.3.2.5 <\/td>\n<\/tr>\n
123<\/td>\n9.3.2.6
9.3.3
9.3.4
9.4 \u2014 Design strength for reinforcement
9.5 \u2014 Control of deflections
9.5.1 <\/td>\n<\/tr>\n
124<\/td>\n9.5.2 \u2014 One-way construction (nonprestressed)
9.5.2.1
9.5.2.2 <\/td>\n<\/tr>\n
125<\/td>\n9.5.2.3
9.5.2.4
9.5.2.5 <\/td>\n<\/tr>\n
126<\/td>\n9.5.2.6 <\/td>\n<\/tr>\n
127<\/td>\n9.5.3 \u2014 Two-way construction (nonprestressed)
9.5.3.1
9.5.3.2
9.5.3.3 <\/td>\n<\/tr>\n
128<\/td>\n9.5.3.4
9.5.4 \u2014 Prestressed concrete construction
9.5.4.1
9.5.4.2 <\/td>\n<\/tr>\n
129<\/td>\n9.5.4.3
9.5.4.4
9.5.5 \u2014 Composite construction <\/td>\n<\/tr>\n
130<\/td>\n9.5.5.1 \u2014 Shored construction
9.5.5.2 \u2014 Unshored construction
9.5.5.3 <\/td>\n<\/tr>\n
131<\/td>\nCHAPTER 10 \u2014 FLEXURE AND AXIAL LOADS
10.0 \u2014 Notation <\/td>\n<\/tr>\n
134<\/td>\n10.1 \u2014 Scope
10.2 \u2014 Design assumptions
10.2.1
10.2.2 <\/td>\n<\/tr>\n
135<\/td>\n10.2.3
10.2.4
10.2.5
10.2.6 <\/td>\n<\/tr>\n
136<\/td>\n10.2.7
10.2.7.1
10.2.7.2
10.2.7.3
10.3 \u2014 General principles and requirements
10.3.1
10.3.2
10.3.3 <\/td>\n<\/tr>\n
138<\/td>\n10.3.4
10.3.5
10.3.6
10.3.7
10.3.7.1
10.3.7.2
10.3.7.3
10.3.8 <\/td>\n<\/tr>\n
139<\/td>\n10.4 \u2014 Distance between lateral supports
\nof flexural members
10.4.1
10.4.2
10.5 \u2014 Minimum reinforcement of flexural
\nmembers
10.5.1 <\/td>\n<\/tr>\n
140<\/td>\n10.5.2
10.5.3
10.5.4
10.6 \u2014 Distribution of flexural reinforcement
10.6.1 <\/td>\n<\/tr>\n
141<\/td>\n10.6.2
10.6.3
10.6.4
10.6.4.1 <\/td>\n<\/tr>\n
142<\/td>\n10.6.4.2
10.6.4.3
10.6.4.4
10.6.4.5
10.6.4.6 <\/td>\n<\/tr>\n
143<\/td>\n10.6.5
10.6.6 <\/td>\n<\/tr>\n
144<\/td>\n10.6.7
10.7 \u2014 Deep beams
10.7.1
10.7.2
10.7.3
10.7.4 <\/td>\n<\/tr>\n
145<\/td>\n10.8 \u2014 Design dimensions for compression
\nmembers
10.8.1 \u2014 Isolated compression member with
\nmultiple spirals
10.8.2 \u2014 Compression member built monolithically
\nwith wall
10.8.3 \u2014 Equivalent circular compression member
10.8.4 \u2014 Limits of section
10.9 \u2014 Limits for reinforcement of
\ncompression members
10.9.1 <\/td>\n<\/tr>\n
146<\/td>\n10.9.2 <\/td>\n<\/tr>\n
147<\/td>\n10.9.3
10.10 \u2014 Slenderness effects in compression
\nmembers
10.10.1
10.10.2 <\/td>\n<\/tr>\n
148<\/td>\n10.11 \u2014 Magnified moments\u2014General
10.11.1 <\/td>\n<\/tr>\n
149<\/td>\n10.11.2
10.11.3
10.11.3.1
10.11.3.2
10.11.4
10.11.4.1
10.11.4.2 <\/td>\n<\/tr>\n
150<\/td>\n10.11.5
10.11.6 <\/td>\n<\/tr>\n
151<\/td>\n10.12 \u2014 Magnified moments\u2014Nonsway
\nframes
10.12.1 <\/td>\n<\/tr>\n
152<\/td>\n10.12.2
10.12.3 <\/td>\n<\/tr>\n
153<\/td>\n10.12.3.1
10.12.3.2
10.13 \u2014 Magnified moments\u2014Sway frames <\/td>\n<\/tr>\n
154<\/td>\n10.13.1
10.13.2
10.13.3
10.13.4
10.13.4.1 <\/td>\n<\/tr>\n
155<\/td>\n10.13.4.2
10.13.4.3 <\/td>\n<\/tr>\n
156<\/td>\n10.13.5
10.13.6 <\/td>\n<\/tr>\n
157<\/td>\n10.13.7
10.14 \u2014 Axially loaded members
\nsupporting slab system
10.15 \u2014 Transmission of column loads
\nthrough floor system
10.15.1 <\/td>\n<\/tr>\n
158<\/td>\n10.15.2
10.15.3
10.16 \u2014 Composite compression members
10.16.1
10.16.2
10.16.3
10.16.4
10.16.5 <\/td>\n<\/tr>\n
159<\/td>\n10.16.6 \u2014 Structural steel encased concrete core
10.16.6.1
10.16.6.2
10.16.7 \u2014 Spiral reinforcement around structural
\nsteel core
10.16.7.1
10.16.7.2
10.16.7.3
10.16.7.4
10.16.7.5
10.16.8 \u2014 Tie reinforcement around structural steel
\ncore
10.16.8.1
10.16.8.2
10.16.8.3
10.16.8.4
10.16.8.5 <\/td>\n<\/tr>\n
160<\/td>\n10.16.8.6
10.16.8.7
10.16.8.8
10.17 \u2014 Bearing strength
10.17.1 <\/td>\n<\/tr>\n
161<\/td>\n10.17.2 <\/td>\n<\/tr>\n
163<\/td>\nCHAPTER 11 \u2014 SHEAR AND TORSION
11.0 \u2014 Notation <\/td>\n<\/tr>\n
166<\/td>\n11.1 \u2014 Shear strength
11.1.1 <\/td>\n<\/tr>\n
167<\/td>\n11.1.1.1
11.1.1.2
11.1.2
11.1.2.1
11.1.3 <\/td>\n<\/tr>\n
168<\/td>\n11.1.3.1 <\/td>\n<\/tr>\n
169<\/td>\n11.1.3.2
11.1.4 <\/td>\n<\/tr>\n
170<\/td>\n11.2 \u2014 Lightweight concrete
11.2.1
11.2.1.1
11.2.1.2
11.3 \u2014 Shear strength provided by concrete
\nfor nonprestressed members
11.3.1
11.3.1.1
11.3.1.2
11.3.1.3
11.3.2
11.3.2.1 <\/td>\n<\/tr>\n
171<\/td>\n11.3.2.2
11.3.2.3 <\/td>\n<\/tr>\n
172<\/td>\n11.3.3
11.4 \u2014 Shear strength provided by
\nconcrete for prestressed members
11.4.1 <\/td>\n<\/tr>\n
173<\/td>\n11.4.2
11.4.2.1
11.4.2.2
11.4.2.3 <\/td>\n<\/tr>\n
174<\/td>\n11.4.3
11.4.4 <\/td>\n<\/tr>\n
175<\/td>\n11.5 \u2014 Shear strength provided by shear
\nreinforcement
11.5.1 \u2014 Types of shear reinforcement
11.5.1.1
11.5.1.2
11.5.2
11.5.3
11.5.4 \u2014 Spacing limits for shear reinforcement
11.5.4.1 <\/td>\n<\/tr>\n
176<\/td>\n11.5.4.2
11.5.4.3
11.5.4.4
11.5.5 \u2014 Minimum shear reinforcement
11.5.5.1 <\/td>\n<\/tr>\n
177<\/td>\n11.5.5.2
11.5.5.3
11.5.5.4
11.5.6 \u2014 Design of shear reinforcement
11.5.6.1
11.5.6.2 <\/td>\n<\/tr>\n
178<\/td>\n11.5.6.3
11.5.6.4
11.5.6.5
11.5.6.6
11.5.6.7
11.5.6.8
11.5.6.9
11.6 \u2014 Design for torsion <\/td>\n<\/tr>\n
180<\/td>\n11.6.1 \u2014 Threshold torsion
11.6.1.1 <\/td>\n<\/tr>\n
181<\/td>\n11.6.2 \u2014 Calculation of factored torsional moment Tu
11.6.2.1
11.6.2.2 <\/td>\n<\/tr>\n
182<\/td>\n11.6.2.3
11.6.2.4
11.6.2.5
11.6.3 \u2014 Torsional moment strength
11.6.3.1 <\/td>\n<\/tr>\n
183<\/td>\n11.6.3.2
11.6.3.3 <\/td>\n<\/tr>\n
184<\/td>\n11.6.3.4
11.6.3.5
11.6.3.6 <\/td>\n<\/tr>\n
185<\/td>\n11.6.3.7 <\/td>\n<\/tr>\n
186<\/td>\n11.6.3.8
11.6.3.9
11.6.3.10 <\/td>\n<\/tr>\n
187<\/td>\n11.6.3.11
11.6.4 \u2014 Details of torsional reinforcement
11.6.4.1
11.6.4.2
11.6.4.3
11.6.4.4 <\/td>\n<\/tr>\n
188<\/td>\n11.6.5 \u2014 Minimum torsion reinforcement
11.6.5.1
11.6.5.2
11.6.5.3 <\/td>\n<\/tr>\n
189<\/td>\n11.6.6 \u2014 Spacing of torsion reinforcement
11.6.6.1
11.6.6.2
11.6.6.3
11.7 \u2014 Shear-friction
11.7.1
11.7.2
11.7.3
11.7.3.1 <\/td>\n<\/tr>\n
190<\/td>\n11.7.4 \u2014 Shear-friction design method
11.7.4.1
11.7.4.2 <\/td>\n<\/tr>\n
191<\/td>\n11.7.4.3
11.7.5
11.7.6 <\/td>\n<\/tr>\n
192<\/td>\n11.7.7
11.7.8
11.7.9
11.7.10 <\/td>\n<\/tr>\n
193<\/td>\n11.8 \u2014 Deep beams
11.8.1
11.8.2
11.8.3
11.8.4
11.8.5
11.8.6
11.8.7 <\/td>\n<\/tr>\n
194<\/td>\n11.8.8
11.8.9
11.8.10
11.8.11
11.9 \u2014 Special provisions for brackets
\nand corbels <\/td>\n<\/tr>\n
195<\/td>\n11.9.1
11.9.2 <\/td>\n<\/tr>\n
196<\/td>\n11.9.3
11.9.3.1
11.9.3.2
11.9.3.2.1
11.9.3.2.2
11.9.3.3
11.9.3.4
11.9.3.5
11.9.4 <\/td>\n<\/tr>\n
197<\/td>\n11.9.5
11.9.6
11.9.7
11.10 \u2014 Special provisions for walls
11.10.1
11.10.2 <\/td>\n<\/tr>\n
198<\/td>\n11.10.3
11.10.4
11.10.5
11.10.6
11.10.7
11.10.8
11.10.9 \u2014 Design of shear reinforcement for walls
11.10.9.1 <\/td>\n<\/tr>\n
199<\/td>\n11.10.9.2
11.10.9.3
11.10.9.4
11.10.9.5
11.11 \u2014 Transfer of moments to columns
11.11.1
11.11.2
11.12 \u2014 Special provisions for slabs and
\nfootings
11.12.1
11.12.1.1 <\/td>\n<\/tr>\n
200<\/td>\n11.12.1.2
11.12.1.3
11.12.2
11.12.2.1 <\/td>\n<\/tr>\n
201<\/td>\n11.12.2.2 <\/td>\n<\/tr>\n
202<\/td>\n11.12.3
11.12.3.1
11.12.3.2
11.12.3.3
11.12.3.4
11.12.4
11.12.4.1
11.12.4.2
11.12.4.3 <\/td>\n<\/tr>\n
203<\/td>\n11.12.4.4 <\/td>\n<\/tr>\n
204<\/td>\n11.12.4.5
11.12.4.6 <\/td>\n<\/tr>\n
205<\/td>\n11.12.4.7
11.12.4.8 <\/td>\n<\/tr>\n
206<\/td>\n11.12.4.9
11.12.4.10
11.12.5 \u2014 Openings in slabs
11.12.5.1
11.12.5.2 <\/td>\n<\/tr>\n
207<\/td>\n11.12.6 \u2014 Transfer of moment in slab-column
\nconnections
11.12.6.1
11.12.6.2 <\/td>\n<\/tr>\n
208<\/td>\n11.12.6.3 <\/td>\n<\/tr>\n
209<\/td>\nCHAPTER 12 \u2014 DEVELOPMENT AND SPLICES OF REINFORCEMENT
12.0 \u2014 Notation <\/td>\n<\/tr>\n
210<\/td>\n12.1 \u2014 Development of reinforcement\u2014
\nGeneral
12.1.1
12.1.2
12.2 \u2014 Development of deformed bars and
\ndeformed wire in tension
12.2.1 <\/td>\n<\/tr>\n
211<\/td>\n12.2.2
12.2.3 <\/td>\n<\/tr>\n
212<\/td>\n12.2.4 <\/td>\n<\/tr>\n
213<\/td>\n12.2.5 \u2014 Excess reinforcement
12.3 \u2014 Development of deformed bars and
\ndeformed wire in compression
12.3.1
12.3.2
12.3.3
12.4 \u2014 Development of bundled bars
12.4.1 <\/td>\n<\/tr>\n
214<\/td>\n12.4.2
12.5 \u2014 Development of standard hooks in
\ntension
12.5.1
12.5.2
12.5.3 <\/td>\n<\/tr>\n
216<\/td>\n12.5.4
12.5.5
12.6 \u2014 Mechanical anchorage
12.6.1
12.6.2
12.6.3
12.7 \u2014 Development of welded deformed
\nwire fabric in tension
12.7.1 <\/td>\n<\/tr>\n
217<\/td>\n12.7.2
12.7.3
12.7.4
12.8 \u2014 Development of welded plain wire
\nfabric in tension <\/td>\n<\/tr>\n
218<\/td>\n12.9 \u2014 Development of prestressing strand
12.9.1
12.9.1.1 <\/td>\n<\/tr>\n
219<\/td>\n12.9.2
12.9.3 <\/td>\n<\/tr>\n
220<\/td>\n12.10 \u2014 Development of flexural
\nreinforcement\u2014General
12.10.1
12.10.2
12.10.3 <\/td>\n<\/tr>\n
221<\/td>\n12.10.4
12.10.5
12.10.5.1
12.10.5.2
12.10.5.3
12.10.6 <\/td>\n<\/tr>\n
222<\/td>\n12.11 \u2014 Development of positive moment
\nreinforcement
12.11.1
12.11.2
12.11.3 <\/td>\n<\/tr>\n
223<\/td>\n12.11.4 <\/td>\n<\/tr>\n
224<\/td>\n12.12 \u2014 Development of negative moment
\nreinforcement
12.12.1
12.12.2
12.12.3
12.12.4 <\/td>\n<\/tr>\n
225<\/td>\n12.13 \u2014 Development of web reinforcement
12.13.1
12.13.2
12.13.2.1
12.13.2.2
12.13.2.3 <\/td>\n<\/tr>\n
226<\/td>\n12.13.2.4 <\/td>\n<\/tr>\n
227<\/td>\n12.13.2.5
12.13.3
12.13.4
12.13.5
12.14 \u2014 Splices of reinforcement\u2014General
12.14.1
12.14.2 \u2014 Lap splices
12.14.2.1
12.14.2.2
12.14.2.3
12.14.3 \u2014 Mechanical and welded splices
12.14.3.1
12.14.3.2 <\/td>\n<\/tr>\n
228<\/td>\n12.14.3.3
12.14.3.4
12.14.3.5
12.15 \u2014 Splices of deformed bars and
\ndeformed wire in tension
12.15.1 <\/td>\n<\/tr>\n
229<\/td>\n12.15.2
12.15.3 <\/td>\n<\/tr>\n
230<\/td>\n12.15.4
12.15.4.1
12.15.4.2
12.15.4.3
12.15.5
12.16 \u2014 Splices of deformed bars in
\ncompression
12.16.1 <\/td>\n<\/tr>\n
231<\/td>\n12.16.2
12.16.3
12.16.4 \u2014 End-bearing splices
12.16.4.1
12.16.4.2
12.16.4.3
12.17 \u2014 Special splice requirements for
\ncolumns
12.17.1 <\/td>\n<\/tr>\n
232<\/td>\n12.17.2 \u2014 Lap splices in columns
12.17.2.1
12.17.2.2
12.17.2.3
12.17.2.4 <\/td>\n<\/tr>\n
233<\/td>\n12.17.2.5
12.17.3 \u2014 Mechanical or welded splices in columns
12.17.4 \u2014 End-bearing splices in columns
12.18 \u2014 Splices of welded deformed wire
\nfabric in tension
12.18.1
12.18.2
12.18.3 <\/td>\n<\/tr>\n
234<\/td>\n12.19 \u2014 Splices of welded plain wire
\nfabric in tension
12.19.1
12.19.2 <\/td>\n<\/tr>\n
236<\/td>\nPART 5 \u2014 STRUCTURAL SYSTEMS OR ELEMENTS
CHAPTER 13 \u2014 TWO-WAY SLAB SYSTEMS
13.0 \u2014 Notation <\/td>\n<\/tr>\n
237<\/td>\n13.1 \u2014 Scope
13.1.1
13.1.2 <\/td>\n<\/tr>\n
238<\/td>\n13.1.3
13.1.4
13.2 \u2014 Definitions
13.2.1
13.2.2
13.2.3
13.2.4
13.3 \u2014 Slab reinforcement
13.3.1 <\/td>\n<\/tr>\n
239<\/td>\n13.3.2
13.3.3
13.3.4
13.3.5
13.3.6
13.3.6.1
13.3.6.2
13.3.6.3
13.3.6.4
13.3.7
13.3.7.1 <\/td>\n<\/tr>\n
240<\/td>\n13.3.7.2
13.3.7.3
13.3.8 \u2014 Details of reinforcement in slabs without
\nbeams
13.3.8.1
13.3.8.2
13.3.8.3
13.3.8.4
13.3.8.5
13.3.8.6 <\/td>\n<\/tr>\n
242<\/td>\n13.4 \u2014 Openings in slab systems
13.4.1
13.4.2
13.4.2.1
13.4.2.2
13.4.2.3
13.4.2.4
13.5 \u2014 Design procedures
13.5.1 <\/td>\n<\/tr>\n
243<\/td>\n13.5.1.1
13.5.1.2
13.5.1.3 <\/td>\n<\/tr>\n
244<\/td>\n13.5.2
13.5.3
13.5.3.1
13.5.3.2
13.5.3.3 <\/td>\n<\/tr>\n
245<\/td>\n13.5.3.4
13.5.4
13.6 \u2014 Direct design method
13.6.1 \u2014 Limitations <\/td>\n<\/tr>\n
246<\/td>\n13.6.1.1
13.6.1.2
13.6.1.3
13.6.1.4
13.6.1.5
13.6.1.6 <\/td>\n<\/tr>\n
247<\/td>\n13.6.1.7
13.6.1.8
13.6.2 \u2014 Total factored static moment for a span
13.6.2.1
13.6.2.2
13.6.2.3
13.6.2.4
13.6.2.5 <\/td>\n<\/tr>\n
248<\/td>\n13.6.3 \u2014 Negative and positive factored moments
13.6.3.1
13.6.3.2
13.6.3.3
13.6.3.4
13.6.3.5 <\/td>\n<\/tr>\n
249<\/td>\n13.6.3.6
13.6.4 \u2014 Factored moments in column strips
13.6.4.1
13.6.4.2
13.6.4.3
13.6.4.4
13.6.4.5 <\/td>\n<\/tr>\n
250<\/td>\n13.6.5 \u2014 Factored moments in beams
13.6.5.1
13.6.5.2
13.6.5.3
13.6.6 \u2014 Factored moments in middle strips
13.6.6.1
13.6.6.2
13.6.6.3
13.6.7 \u2014 Modification of factored moments
13.6.8 \u2014 Factored shear in slab systems with beams
13.6.8.1
13.6.8.2
13.6.8.3 <\/td>\n<\/tr>\n
251<\/td>\n13.6.8.4
13.6.8.5
13.6.9 \u2014 Factored moments in columns and walls
13.6.9.1
13.6.9.2
13.7 \u2014 Equivalent frame method
13.7.1
13.7.1.1 <\/td>\n<\/tr>\n
252<\/td>\n13.7.1.2
13.7.2 \u2014 Equivalent frame
13.7.2.1
13.7.2.2
13.7.2.3
13.7.2.4
13.7.2.5
13.7.2.6 <\/td>\n<\/tr>\n
253<\/td>\n13.7.3 \u2014 Slab-beams
13.7.3.1
13.7.3.2
13.7.3.3
13.7.4 \u2014 Columns
13.7.4.1
13.7.4.2
13.7.4.3 <\/td>\n<\/tr>\n
254<\/td>\n13.7.5 \u2014 Torsional members
13.7.5.1
13.7.5.2
13.7.6 \u2014 Arrangement of live load
13.7.6.1
13.7.6.2
13.7.6.3 <\/td>\n<\/tr>\n
255<\/td>\n13.7.6.4
13.7.7 \u2014 Factored moments
13.7.7.1
13.7.7.2
13.7.7.3
13.7.7.4
13.7.7.5 <\/td>\n<\/tr>\n
256<\/td>\nCHAPTER 14 \u2014 WALLS
14.0 \u2014 Notation <\/td>\n<\/tr>\n
257<\/td>\n14.1 \u2014 Scope
14.1.1
14.1.2
14.2 \u2014 General
14.2.1
14.2.2
14.2.3
14.2.4
14.2.5
14.2.6
14.2.7
14.3 \u2014 Minimum reinforcement <\/td>\n<\/tr>\n
258<\/td>\n14.3.1
14.3.2
14.3.3
14.3.4
14.3.5
14.3.6
14.3.7
14.4 \u2014 Walls designed as compression
\nmembers <\/td>\n<\/tr>\n
259<\/td>\n14.5 \u2014 Empirical design method
14.5.1
14.5.2
14.5.3 \u2014 Minimum thickness of walls designed by
\nempirical design method
14.5.3.1 <\/td>\n<\/tr>\n
260<\/td>\n14.6 \u2014 Minimum wall thickness
14.6.1
14.6.2
14.7 \u2014 Walls as grade beams
14.7.1
14.7.2
14.8 \u2014 Alternative design of slender walls
14.8.1
14.8.2
14.8.2.1
14.8.2.2
14.8.2.3
14.8.2.4
14.8.2.5 <\/td>\n<\/tr>\n
261<\/td>\n14.8.2.6
14.8.3
14.8.4 <\/td>\n<\/tr>\n
262<\/td>\nCHAPTER 15 \u2014 FOOTINGS
15.0 \u2014 Notation
15.1 \u2014 Scope
15.1.1
15.1.2
15.2 \u2014 Loads and reactions
15.2.1
15.2.2
15.2.3 <\/td>\n<\/tr>\n
263<\/td>\n15.3 \u2014 Footings supporting circular or
\nregular polygon shaped columns
\nor pedestals
15.4 \u2014 Moment in footings
15.4.1
15.4.2 <\/td>\n<\/tr>\n
264<\/td>\n15.4.3
15.4.4
15.4.4.1
15.4.4.2
15.5 \u2014 Shear in footings
15.5.1
15.5.2 <\/td>\n<\/tr>\n
265<\/td>\n15.5.3
15.5.4
15.5.4.1
15.5.4.2
15.5.4.3
15.6 \u2014 Development of reinforcement in
\nfootings
15.6.1
15.6.2
15.6.3
15.7 \u2014 Minimum footing depth
15.8 \u2014 Transfer of force at base of column,
\nwall, or reinforced pedestal <\/td>\n<\/tr>\n
266<\/td>\n15.8.1
15.8.1.1
15.8.1.2
15.8.1.3 <\/td>\n<\/tr>\n
267<\/td>\n15.8.1.4
15.8.2
15.8.2.1
15.8.2.2
15.8.2.3
15.8.2.4
15.8.3
15.8.3.1
15.8.3.2 <\/td>\n<\/tr>\n
268<\/td>\n15.8.3.3
15.9 \u2014 Sloped or stepped footings
15.9.1
15.9.2
15.10 \u2014 Combined footings and mats
15.10.1
15.10.2
15.10.3 <\/td>\n<\/tr>\n
270<\/td>\nCHAPTER 16 \u2014 PRECAST CONCRETE
16.0 \u2014 Notation
16.1 \u2014 Scope
16.1.1
16.2 \u2014 General
16.2.1
16.2.2
16.2.3 <\/td>\n<\/tr>\n
271<\/td>\n16.2.4
16.3 \u2014 Distribution of forces among
\nmembers
16.3.1
16.3.2
16.3.2.1
16.3.2.2 <\/td>\n<\/tr>\n
272<\/td>\n16.4 \u2014 Member design
16.4.1
16.4.2
16.5 \u2014 Structural integrity
16.5.1
16.5.1.1 <\/td>\n<\/tr>\n
273<\/td>\n16.5.1.2
16.5.1.3
16.5.1.4
16.5.2
16.5.2.1 <\/td>\n<\/tr>\n
274<\/td>\n16.5.2.2
16.5.2.3
16.5.2.4
16.5.2.5
16.6 \u2014 Connection and bearing design
16.6.1
16.6.1.1
16.6.1.2
16.6.2 <\/td>\n<\/tr>\n
275<\/td>\n16.6.2.1
16.6.2.2
16.6.2.3
16.7 \u2014 Items embedded after concrete
\nplacement
16.7.1
16.7.1.1
16.7.1.2
16.7.1.3 <\/td>\n<\/tr>\n
276<\/td>\n16.8 \u2014 Marking and identification
16.8.1
16.8.2
16.9 \u2014 Handling
16.9.1
16.9.2
16.10 \u2014 Strength evaluation of precast
\nconstruction
16.10.1
16.10.1.1
16.10.1.2
16.10.2 <\/td>\n<\/tr>\n
278<\/td>\nCHAPTER 17 \u2014 COMPOSITE CONCRETE FLEXURAL MEMBERS
17.0 \u2014 Notation
17.1 \u2014 Scope
17.1.1
17.1.2
17.2 \u2014 General
17.2.1
17.2.2
17.2.3 <\/td>\n<\/tr>\n
279<\/td>\n17.2.4
17.2.5
17.2.6
17.2.7
17.3 \u2014 Shoring
17.4 \u2014 Vertical shear strength
17.4.1
17.4.2
17.4.3 <\/td>\n<\/tr>\n
280<\/td>\n17.5 \u2014 Horizontal shear strength
17.5.1
17.5.2
17.5.2.1
17.5.2.2
17.5.2.3
17.5.2.4 <\/td>\n<\/tr>\n
281<\/td>\n17.5.2.5
17.5.3
17.5.3.1
17.5.4
17.6 \u2014 Ties for horizontal shear
17.6.1
17.6.2
17.6.3 <\/td>\n<\/tr>\n
282<\/td>\nCHAPTER 18 \u2014 PRESTRESSED CONCRETE
18.0 \u2014 Notation <\/td>\n<\/tr>\n
284<\/td>\n18.1 \u2014 Scope
18.1.1
18.1.2
18.1.3 <\/td>\n<\/tr>\n
286<\/td>\n18.1.4
18.2 \u2014 General
18.2.1
18.2.2
18.2.3
18.2.4
18.2.5 <\/td>\n<\/tr>\n
287<\/td>\n18.2.6
18.2.7
18.3 \u2014 Design assumptions
18.3.1
18.3.2
18.3.2.1
18.3.2.2 <\/td>\n<\/tr>\n
288<\/td>\n18.3.3
18.3.4
18.3.5 <\/td>\n<\/tr>\n
289<\/td>\n18.3.6
18.3.7
18.4 \u2014 Serviceability requirements\u2014
\nFlexural members
18.4.1 <\/td>\n<\/tr>\n
290<\/td>\n18.4.2 <\/td>\n<\/tr>\n
291<\/td>\n18.4.3
18.5 \u2014 Permissible stresses in prestressing
\nsteel
18.5.1 <\/td>\n<\/tr>\n
292<\/td>\n18.6 \u2014 Loss of prestress
18.6.1 <\/td>\n<\/tr>\n
293<\/td>\n18.6.2 \u2014 Friction loss in post-tensioning tendons
18.6.2.1
18.6.2.2
18.6.2.3
18.6.3 <\/td>\n<\/tr>\n
294<\/td>\n18.7 \u2014 Flexural strength
18.7.1
18.7.2 <\/td>\n<\/tr>\n
295<\/td>\n18.7.3
18.8 \u2014 Limits for reinforcement of flexural
\nmembers
18.8.1
18.8.2
18.8.3
18.9 \u2014 Minimum bonded reinforcement
18.9.1 <\/td>\n<\/tr>\n
296<\/td>\n18.9.2
18.9.2.1
18.9.2.2
18.9.3
18.9.3.1
18.9.3.2
18.9.3.3 <\/td>\n<\/tr>\n
297<\/td>\n18.9.4
18.9.4.1
18.9.4.2
18.9.4.3
18.10 \u2014 Statically indeterminate structures
18.10.1
18.10.2
18.10.3 <\/td>\n<\/tr>\n
298<\/td>\n18.10.4 \u2014 Redistribution of negative moments in
\ncontinuous prestressed flexural members
18.10.4.1
18.10.4.2
18.10.4.3 <\/td>\n<\/tr>\n
299<\/td>\n18.11 \u2014 Compression members\u2014
\nCombined flexure and axial loads
18.11.1
18.11.2 \u2014 Limits for reinforcement of prestressed
\ncompression members
18.11.2.1
18.11.2.2
18.11.2.3
18.12 \u2014 Slab systems
18.12.1 <\/td>\n<\/tr>\n
300<\/td>\n18.12.2
18.12.3
18.12.4
18.12.5
18.12.6 <\/td>\n<\/tr>\n
301<\/td>\n18.13 \u2014 Post-tensioned tendon anchorage
\nzones
18.13.1 \u2014 Anchorage zone <\/td>\n<\/tr>\n
302<\/td>\n18.13.2 \u2014 Local zone
18.13.2.1
18.13.2.2
18.13.2.3
18.13.3 \u2014 General zone
18.13.3.1
18.13.3.2
18.13.3.3 <\/td>\n<\/tr>\n
303<\/td>\n18.13.4 \u2014 Nominal material strengths
18.13.4.1
18.13.4.2
18.13.4.3
18.13.5 \u2014 Design methods <\/td>\n<\/tr>\n
304<\/td>\n18.13.5.1
18.13.5.2 <\/td>\n<\/tr>\n
305<\/td>\n18.13.5.3
18.13.5.4
18.13.5.5
18.13.5.6
18.13.5.7
18.13.5.8
18.13.6 \u2014 Detailing requirements
18.14 \u2014 Design of anchorage zones for
\nmonostrand or single 5\/8 in.
\ndiameter bar tendons
18.14.1 \u2014 Local zone design <\/td>\n<\/tr>\n
306<\/td>\n18.14.2
18.14.2.1
18.14.2.2
18.14.2.3
18.14.2.4
18.14.3 \u2014 General-zone design for groups of monostrand
\ntendons in beams and girders <\/td>\n<\/tr>\n
307<\/td>\n18.15 \u2014 Design of anchorage zones for
\nmultistrand tendons
18.15.1 \u2014 Local zone design
18.15.2 \u2014 Use of special anchorage devices
18.15.3 \u2014 General-zone design
18.16 \u2014 Corrosion protection for unbonded
\nsingle-strand prestressing tendons
18.16.1
18.16.2
18.16.3 <\/td>\n<\/tr>\n
308<\/td>\n18.16.4
18.17 \u2014 Post-tensioning ducts
18.17.1
18.17.2
18.17.3
18.17.4
18.18 \u2014 Grout for bonded tendons <\/td>\n<\/tr>\n
309<\/td>\n18.18.1
18.18.2
18.18.2.1
18.18.2.2
18.18.2.3
18.18.2.4
18.18.2.5
18.18.3 \u2014 Selection of grout proportions
18.18.3.1
18.18.3.2
18.18.3.3
18.18.3.4
18.18.3.5
18.18.4 \u2014 Mixing and pumping grout
18.18.4.1 <\/td>\n<\/tr>\n
310<\/td>\n18.18.4.2
18.18.4.3
18.19 \u2014 Protection for prestressing steel
18.20 \u2014 Application and measurement of
\nprestressing force
18.20.1
18.20.2
18.20.3
18.20.4 <\/td>\n<\/tr>\n
311<\/td>\n18.21 \u2014 Post-tensioning anchorages and
\ncouplers
18.21.1
18.21.2
18.21.3
18.21.4
18.22 \u2014 External post-tensioning
18.22.1 <\/td>\n<\/tr>\n
312<\/td>\n18.22.2
18.22.3
18.22.4 <\/td>\n<\/tr>\n
314<\/td>\nCHAPTER 19 \u2014 SHELLS AND FOLDED PLATE MEMBERS
19.0 \u2014 Notation
19.1 \u2014 Scope and definitions
19.1.1 <\/td>\n<\/tr>\n
315<\/td>\n19.1.2
19.1.3
19.1.4
19.1.5
19.1.6
19.1.7 <\/td>\n<\/tr>\n
316<\/td>\n19.1.8
19.1.9
19.2 \u2014 Analysis and design
19.2.1
19.2.2
19.2.3
19.2.4 <\/td>\n<\/tr>\n
317<\/td>\n19.2.5
19.2.6
19.2.7
19.2.8 <\/td>\n<\/tr>\n
318<\/td>\n19.2.9
19.2.10
19.2.11
19.3 \u2014 Design strength of materials
19.3.1
19.3.2
19.4 \u2014 Shell reinforcement
19.4.1 <\/td>\n<\/tr>\n
319<\/td>\n19.4.2
19.4.3
19.4.4
19.4.5 <\/td>\n<\/tr>\n
320<\/td>\n19.4.6
19.4.7
19.4.8
19.4.9
19.4.10
19.4.11
19.4.12 <\/td>\n<\/tr>\n
321<\/td>\n19.5 \u2014 Construction
19.5.1
19.5.2 <\/td>\n<\/tr>\n
322<\/td>\nPART 6 \u2014 SPECIAL CONSIDERATIONS
CHAPTER 20 \u2014 STRENGTH EVALUATION OF EXISTING STRUCTURES
20.0 \u2014 Notation
20.1 \u2014 Strength evaluation \u2014 General
20.1.1 <\/td>\n<\/tr>\n
323<\/td>\n20.1.2
20.1.3
20.1.4 <\/td>\n<\/tr>\n
324<\/td>\n20.2 \u2014 Determination of required
\ndimensions and material properties
20.2.1
20.2.2
20.2.3
20.2.4
20.2.5
20.3 \u2014 Load test procedure
20.3.1 \u2014 Load arrangement <\/td>\n<\/tr>\n
325<\/td>\n20.3.2 \u2014 Load intensity
20.3.3
20.4 \u2014 Loading criteria
20.4.1
20.4.2
20.4.3
20.4.4
20.4.5
20.4.6 <\/td>\n<\/tr>\n
326<\/td>\n20.5 \u2014 Acceptance criteria
20.5.1
20.5.2
20.5.3 <\/td>\n<\/tr>\n
327<\/td>\n20.5.4
20.5.5
20.6 \u2014 Provision for lower load rating
20.7 \u2014 Safety
20.7.1
20.7.2 <\/td>\n<\/tr>\n
328<\/td>\nCHAPTER 21 \u2014 SPECIAL PROVISIONS FOR SEISMIC DESIGN
21.0 \u2014 Notation <\/td>\n<\/tr>\n
331<\/td>\n21.1 \u2014 Definitions <\/td>\n<\/tr>\n
334<\/td>\n21.2 \u2014 General requirements
21.2.1 \u2014 Scope <\/td>\n<\/tr>\n
337<\/td>\n21.2.1.1
21.2.1.2
21.2.1.3 <\/td>\n<\/tr>\n
338<\/td>\n21.2.1.4
21.2.1.5
21.2.1.6
21.2.1.7 <\/td>\n<\/tr>\n
339<\/td>\n21.2.1.8
21.2.2 \u2014 Analysis and proportioning of structural
\nmembers
21.2.2.1
21.2.2.2
21.2.2.3
21.2.2.4 <\/td>\n<\/tr>\n
340<\/td>\n21.2.3 \u2014 Strength reduction factors
21.2.4 \u2014 Concrete in members resisting earthquake-induced forces
21.2.4.1
21.2.4.2
21.2.5 \u2014 Reinforcement in members resisting earthquake-
\ninduced forces <\/td>\n<\/tr>\n
341<\/td>\n21.2.6 \u2014 Mechanical splices
21.2.6.1
21.2.6.2
21.2.7 \u2014 Welded splices
21.2.7.1
21.2.7.2
21.2.8 \u2014 Anchoring to concrete
21.2.8.1 <\/td>\n<\/tr>\n
342<\/td>\n21.3 \u2014 Flexural members of special
\nmoment frames
21.3.1 \u2014 Scope
21.3.1.1
21.3.1.2
21.3.1.3
21.3.1.4
21.3.2 \u2014 Longitudinal reinforcement
21.3.2.1
21.3.2.2 <\/td>\n<\/tr>\n
343<\/td>\n21.3.2.3
21.3.2.4
21.3.3 \u2014 Transverse reinforcement
21.3.3.1
21.3.3.2
21.3.3.3
21.3.3.4
21.3.3.5 <\/td>\n<\/tr>\n
344<\/td>\n21.3.3.6
21.3.4 \u2014 Shear strength requirements
21.3.4.1 \u2014 Design forces
21.3.4.2 \u2014 Transverse reinforcement <\/td>\n<\/tr>\n
345<\/td>\n21.4 \u2014 Special moment frame members
\nsubjected to bending and axial load
21.4.1 \u2014 Scope
21.4.1.1
21.4.1.2 <\/td>\n<\/tr>\n
346<\/td>\n21.4.2 \u2014 Minimum flexural strength of columns
21.4.2.1
21.4.2.2
21.4.2.3
21.4.3 \u2014 Longitudinal reinforcement
21.4.3.1
21.4.3.2 <\/td>\n<\/tr>\n
347<\/td>\n21.4.4 \u2014 Transverse reinforcement
21.4.4.1
21.4.4.2
21.4.4.3
21.4.4.4 <\/td>\n<\/tr>\n
348<\/td>\n21.4.4.5
21.4.4.6
21.4.5 \u2014 Shear strength requirements
21.4.5.1 \u2014 Design forces <\/td>\n<\/tr>\n
349<\/td>\n21.4.5.2
21.5 \u2014 Joints of special moment frames
21.5.1 \u2014 General requirements
21.5.1.1
21.5.1.2
21.5.1.3
21.5.1.4
21.5.2 \u2014 Transverse reinforcement
21.5.2.1
21.5.2.2 <\/td>\n<\/tr>\n
350<\/td>\n21.5.2.3
21.5.3 \u2014 Shear strength
21.5.3.1
21.5.3.2 <\/td>\n<\/tr>\n
351<\/td>\n21.5.4 \u2014 Development length of bars in tension
21.5.4.1
21.5.4.2
21.5.4.3
21.5.4.4 <\/td>\n<\/tr>\n
352<\/td>\n21.6 \u2014 Special moment frames constructed
\nusing precast concrete
21.6.1
21.6.2 <\/td>\n<\/tr>\n
353<\/td>\n21.6.3
21.7 \u2014 Special reinforced concrete structural
\nwalls and coupling beams
21.7.1 \u2014 Scope
21.7.2 \u2014 Reinforcement
21.7.2.1
21.7.2.2
21.7.2.3
21.7.2.4 <\/td>\n<\/tr>\n
354<\/td>\n21.7.3 \u2014 Design forces
21.7.4 \u2014 Shear strength
21.7.4.1
21.7.4.2
21.7.4.3
21.7.4.4
21.7.4.5 <\/td>\n<\/tr>\n
355<\/td>\n21.7.5 \u2014 Design for flexure and axial loads
21.7.5.1
21.7.5.2
21.7.6 \u2014 Boundary elements of special reinforced
\nconcrete structural walls
21.7.6.1 <\/td>\n<\/tr>\n
356<\/td>\n21.7.6.2
21.7.6.3
21.7.6.4 <\/td>\n<\/tr>\n
357<\/td>\n21.7.6.5
21.7.6.6 <\/td>\n<\/tr>\n
358<\/td>\n21.7.7 \u2014 Coupling beams
21.7.7.1
21.7.7.2
21.7.7.3
21.7.7.4 <\/td>\n<\/tr>\n
359<\/td>\n21.7.8 \u2014 Construction joints
21.7.9 \u2014 Discontinuous walls
21.7.10 \u2014 Wall-to-slab joints
21.7.10.1
21.7.10.2
21.7.10.3
21.8 \u2014 Special structural walls
\nconstructed using precast
\nconcrete
21.8.1
21.9 \u2014 Structural diaphragms and trusses
21.9.1 \u2014 Scope <\/td>\n<\/tr>\n
360<\/td>\n21.9.2 \u2014 Cast-in-place composite-topping slab
\ndiaphragms
21.9.3 \u2014 Cast-in-place topping slab diaphragms
21.9.4 \u2014 Minimum thickness of diaphragms
21.9.5 \u2014 Reinforcement
21.9.5.1
21.9.5.2
21.9.5.3 <\/td>\n<\/tr>\n
361<\/td>\n21.9.5.4
21.9.5.5
21.9.6 \u2014 Design forces
21.9.7 \u2014 Shear strength
21.9.7.1
21.9.7.2
21.9.7.3
21.9.8 \u2014 Boundary elements of structural diaphragms
21.9.8.1
21.9.8.2 <\/td>\n<\/tr>\n
362<\/td>\n21.9.8.3
21.9.9 \u2014 Construction joints
21.10 \u2014 Foundations
21.10.1 \u2014 Scope
21.10.1.1
21.10.1.2
21.10.2 \u2014 Footings, foundation mats, and pile caps
21.10.2.1
21.10.2.2
21.10.2.3
21.10.2.4 <\/td>\n<\/tr>\n
363<\/td>\n21.10.3 \u2014 Grade beams and slabs-on-grade
21.10.3.1
21.10.3.2
21.10.3.3
21.10.3.4
21.10.4 \u2014 Piles, piers, and caissons
21.10.4.1
21.10.4.2
21.10.4.3
21.10.4.4 <\/td>\n<\/tr>\n
364<\/td>\n21.10.4.5
21.10.4.6
21.11 \u2014 Frame members not proportioned
\nto resist forces induced by earthquake
\nmotions
21.11.1
21.11.2
21.11.2.1
21.11.2.2 <\/td>\n<\/tr>\n
365<\/td>\n21.11.2.3
21.11.3
21.11.3.1
21.11.3.2
21.11.3.3
21.11.4
21.12 \u2014 Requirements for intermediate
\nmoment frames
21.12.1
21.12.2 <\/td>\n<\/tr>\n
366<\/td>\n21.12.3
21.12.4 \u2014 Beams
21.12.4.1
21.12.4.2
21.12.4.3
21.12.5 \u2014 Columns
21.12.5.1
21.12.5.2 <\/td>\n<\/tr>\n
367<\/td>\n21.12.5.3
21.12.5.4
21.12.5.5
21.12.6 \u2014 Two-way slabs without beams
21.12.6.1
21.12.6.2
21.12.6.3
21.12.6.4
21.12.6.5
21.12.6.6
21.12.6.7 <\/td>\n<\/tr>\n
368<\/td>\n21.12.6.8 <\/td>\n<\/tr>\n
369<\/td>\n21.13 \u2014 Intermediate precast structural
\nwalls
21.13.1
21.13.2
21.13.3 <\/td>\n<\/tr>\n
370<\/td>\nPART 7 \u2014 STRUCTURAL PLAIN CONCRETE
CHAPTER 22 \u2014 STRUCTURAL PLAIN CONCRETE <\/td>\n<\/tr>\n
372<\/td>\nCOMMENTARY REFERENCES
Ref – Chapter 1
Ref – Chapter 2
Ref – Chapter 3
Ref – Chapter 4 <\/td>\n<\/tr>\n
374<\/td>\nRef – Chapter 5
Ref – Chapter 6 <\/td>\n<\/tr>\n
375<\/td>\nRef – Chapter 7
Ref – Chapter 8 <\/td>\n<\/tr>\n
376<\/td>\nRef – Chapter 9
Ref – Chapter 10 <\/td>\n<\/tr>\n
378<\/td>\nRef – Chapter 11 <\/td>\n<\/tr>\n
380<\/td>\nRef – Chapter 12 <\/td>\n<\/tr>\n
381<\/td>\nRef – Chapter 13
Ref – Chapter 14 <\/td>\n<\/tr>\n
382<\/td>\nRef – Chapter 15
Ref – Chapter 16
Ref – Chapter 17 <\/td>\n<\/tr>\n
383<\/td>\nRef – Chapter 18 <\/td>\n<\/tr>\n
384<\/td>\nRef – Chapter 19
Ref – Chapter 21 <\/td>\n<\/tr>\n
386<\/td>\nReferences- Appendix B
References- Appendix C
References- Appendix D <\/td>\n<\/tr>\n
387<\/td>\nReferences- Appendix G <\/td>\n<\/tr>\n
390<\/td>\nAPPENDIX A \u2014 NOT USED <\/td>\n<\/tr>\n
392<\/td>\nAPPENDIX B \u2014 ALTERNATIVE PROVISIONS FOR REINFORCED AND PRESTRESSED CONCRETE FLEXURAL AND COMPRESSION MEMBERS
B.0 \u2014 Notation
B.1 \u2014 Scope
B.8.4 \u2014 Redistribution of negative moments in
\ncontinuous nonprestressed flexural
\nmembers
B.8.4.1 <\/td>\n<\/tr>\n
393<\/td>\nB.8.4.2
B.8.4.3 <\/td>\n<\/tr>\n
394<\/td>\nB.10.3 \u2014 General principles and requirements
B.10.3.3 <\/td>\n<\/tr>\n
396<\/td>\nAPPENDIX C \u2014 ALTERNATIVE LOAD FACTORS, STRENGTH REDUCTION FACTORS, AND DISTRIBUTION OF FLEXURAL REINFORCEMENT
C.1 \u2014 General
C.1.1
C.1.2
C.9.2 \u2014 Required strength
C.9.2.1
C.9.2.2
C.9.2.3 <\/td>\n<\/tr>\n
397<\/td>\nC.9.2.4
C.9.2.5
C.9.2.6
C.9.2.7 <\/td>\n<\/tr>\n
398<\/td>\nC.9.2.8
C.9.2.9
C.9.2.9.1
C.9.2.9.2
C.9.2.9.3
C.9.3 \u2014 Design strength
C.9.3.1 <\/td>\n<\/tr>\n
399<\/td>\nC.9.3.2
C.9.3.2.1
C.9.3.2.2 <\/td>\n<\/tr>\n
400<\/td>\nC.9.3.2.3
C.9.3.2.4
C.9.3.2.5
C.9.3.2.6
C.9.3.3
C.9.3.4 <\/td>\n<\/tr>\n
401<\/td>\nC.10.6 \u2014 Distribution of flexural reinforcement in
\nbeams and one-way slabs
C.10.6.1
C.10.6.2
C.10.6.3
C.10.6.4 <\/td>\n<\/tr>\n
402<\/td>\nC.10.6.5 <\/td>\n<\/tr>\n
403<\/td>\nC.10.6.6 <\/td>\n<\/tr>\n
404<\/td>\nAPPENDIX D \u2014 ANCHORING TO CONCRETE
D.0 \u2014 Notation <\/td>\n<\/tr>\n
407<\/td>\nD.1 \u2014 Definitions <\/td>\n<\/tr>\n
409<\/td>\nD.2 \u2014 Scope
D.2.1
D.2.2
D.2.3
D.2.4
D.3 \u2014 General requirements
D.3.1 <\/td>\n<\/tr>\n
410<\/td>\nD.3.2
D.3.3
D.3.3.1
D.3.3.2
D.3.3.3 <\/td>\n<\/tr>\n
411<\/td>\nD.3.3.4
D.3.3.5
D.3.4
D.3.5
D.4 \u2014 General requirements for strength of anchors
D.4.1 <\/td>\n<\/tr>\n
412<\/td>\nD.4.1.1
D.4.1.2
D.4.1.3 <\/td>\n<\/tr>\n
413<\/td>\nD.4.2
D.4.2.1 <\/td>\n<\/tr>\n
414<\/td>\nD.4.2.2
D.4.3 <\/td>\n<\/tr>\n
415<\/td>\nD.4.4
D.4.5 <\/td>\n<\/tr>\n
416<\/td>\nD.5 \u2014 Design requirements for tensile loading
D.5.1 \u2014 Steel strength of anchor in tension
D.5.1.1
D.5.1.2 <\/td>\n<\/tr>\n
417<\/td>\nD.5.2 \u2014 Concrete breakout strength of anchor in
\ntension
D.5.2.1
D.5.2.2 <\/td>\n<\/tr>\n
419<\/td>\nD.5.2.3 <\/td>\n<\/tr>\n
420<\/td>\nD.5.2.4 <\/td>\n<\/tr>\n
421<\/td>\nD.5.2.5
D.5.2.6
D.5.2.7
D.5.3 \u2014 Pullout strength of anchor in tension
D.5.3.1
D.5.3.2 <\/td>\n<\/tr>\n
422<\/td>\nD.5.3.3
D.5.3.4
D.5.3.5
D.5.3.6
D.5.4 \u2014 Concrete side-face blowout strength of a
\nheaded anchor in tension
D.5.4.1
D.5.4.2 <\/td>\n<\/tr>\n
423<\/td>\nD.6 \u2014 Design requirements for shear loading
D.6.1 \u2014 Steel strength of anchor in shear
D.6.1.1
D.6.1.2
D.6.1.3
D.6.2 \u2014 Concrete breakout strength of anchor in
\nshear
D.6.2.1 <\/td>\n<\/tr>\n
424<\/td>\nD.6.2.2 <\/td>\n<\/tr>\n
426<\/td>\nD.6.2.3
D.6.2.4
D.6.2.5
D.6.2.6
D.6.2.7 <\/td>\n<\/tr>\n
427<\/td>\nD.6.3 \u2014 Concrete pryout strength of anchor in shear
D.6.3.1
D.7 \u2014 Interaction of tensile and shear forces <\/td>\n<\/tr>\n
428<\/td>\nD.7.1
D.7.2
D.7.3
D.8 \u2014 Required edge distances, spacings, and thicknesses to preclude splitting failure
D.8.1
D.8.2
D.8.3 <\/td>\n<\/tr>\n
429<\/td>\nD.8.4
D.8.5
D.8.6
D.9 \u2014 Installation of anchors
D.9.1 <\/td>\n<\/tr>\n
430<\/td>\nAPPENDIX E \u2014 NOTATION <\/td>\n<\/tr>\n
444<\/td>\nAPPENDIX F \u2014 METAL REINFORCEMENT INFORMATION <\/td>\n<\/tr>\n
446<\/td>\nAPPENDIX G \u2014 CIRCULAR WIRE AND STRAND WRAPPED PRESTRESSED CONCRETE ENVIRONMENTAL STRUCTURES
G.0 \u2014 Notation
G.1 \u2014 Scope <\/td>\n<\/tr>\n
447<\/td>\nG.2 \u2014 Design
G.2.1 \u2014 Strength and serviceability
G.2.1.1 \u2014 Strength
G.2.1.2 \u2014 Corrosion protection of prestressed
\nreinforcement
G.2.1.2.1
G.2.1.2.2
G.2.2 \u2014 Wall design
G.2.2.1 \u2014 Design methods <\/td>\n<\/tr>\n
448<\/td>\nG.2.2.2 \u2014 Wall types
G.2.2.2.1
G.2.2.2.2 \u2014 Liquid-tightness and crack control
\nfor liquid-containment structures <\/td>\n<\/tr>\n
449<\/td>\nG.2.2.3 \u2014 Wall proportions
G.2.2.4 \u2014 Circumferential prestressing
G.2.2.4.1
G.2.2.4.2
G.2.2.5 \u2014 Wall edge restraints and other
\nsecondary bending <\/td>\n<\/tr>\n
450<\/td>\nG.2.2.6 \u2014 Design of vertical reinforcement
G.2.2.6.1
G.2.2.6.2
G.2.2.7 \u2014 Wall penetrations <\/td>\n<\/tr>\n
451<\/td>\nG.2.3 \u2014 Roof design
G.2.3.1 \u2014 Dome roofs
G.2.3.1.1
G.2.3.1.2 <\/td>\n<\/tr>\n
452<\/td>\nG.2.3.1.3 \u2014 Reinforcement area
G.2.3.1.4 \u2014 Dome ring <\/td>\n<\/tr>\n
453<\/td>\nG.3 \u2014 Materials
G.3.1 \u2014 Shotcrete
G.3.1.1 \u2014 General
G.3.1.2 \u2014 Allowable chlorides
G.3.1.3 \u2014 Proportioning
G.3.1.3.1
G.3.1.3.2
G.3.1.4 \u2014 Compressive strength
G.3.2 \u2014 Reinforcement
G.3.2.1 \u2014 Nonprestressed reinforcement
G.3.2.1.1
G.3.2.1.2 <\/td>\n<\/tr>\n
454<\/td>\nG.3.2.1.3
G.3.2.2 \u2014 Circumferential prestressed reinforcement
G.3.2.2.1
G.3.2.2.2
G.3.2.2.3
G.3.3 \u2014 Waterstop, bearing pad, and filler materials
G.3.3.1 \u2014 Waterstops
G.3.3.2 \u2014 Bearing pads <\/td>\n<\/tr>\n
455<\/td>\nG.3.3.2.1
G.3.3.2.2
G.3.3.2.3
G.3.3.3 \u2014 Sponge filler
G.3.4 \u2014 Sealer for steel diaphragm
G.3.4.1 \u2014 Polysulfide sealant
G.3.4.2 \u2014 Epoxy sealer
G.3.4.3 \u2014 Mechanical seaming <\/td>\n<\/tr>\n
456<\/td>\nG.4 \u2014 Construction procedures
G.4.1 \u2014 Concrete
G.4.1.1 \u2014 Scope
G.4.1.2 \u2014 Precast concrete core walls
G.4.1.2.1
G.4.1.2.2
G.4.1.2.3
G.4.1.2.4
G.4.2 \u2014 Shotcrete
G.4.2.1 \u2014 Construction procedures
G.4.2.2 \u2014 Shotcrete core walls
G.4.2.3 \u2014 Surface preparation of core wall
G.4.2.4 \u2014 Shotcrete covercoat
G.4.2.4.1 <\/td>\n<\/tr>\n
457<\/td>\nG.4.2.4.2
G.4.2.4.3
G.4.2.4.4
G.4.2.4.5
G.4.2.4.6 <\/td>\n<\/tr>\n
458<\/td>\nG.4.2.5 \u2014 Thickness control of shotcrete core
\nwalls and covercoats
G.4.2.5.1
G.4.2.5.2
G.4.2.6 \u2014 Cold-weather shotcreting
G.4.3 \u2014 Forming
G.4.3.1 \u2014 Slipforming
G.4.3.2 \u2014 Steel diaphragms
G.4.3.2.1
G.4.3.2.2
G.4.4 \u2014 Nonprestressed reinforcement\u2014concrete
\nand shotcrete cover
G.4.4.1
G.4.4.2
G.4.5 \u2014 Prestressed reinforcement\u2014wire or strand
\nwinding
G.4.5.1 \u2014 Qualifications <\/td>\n<\/tr>\n
459<\/td>\nG.4.5.2 \u2014 Anchoring of wire or strand
G.4.5.3 \u2014 Splicing of wire or strand
G.4.5.4 \u2014 Concrete or shotcrete strength
G.4.5.5 \u2014 Stress measurements and wire or strand
\nwinding records
G.4.5.5.1
G.4.5.5.2
G.4.5.6 \u2014 Prestressed reinforcement stress
\nadjustment
G.4.5.7 \u2014 Spacing of prestressed reinforcement <\/td>\n<\/tr>\n
460<\/td>\nG.4.6 \u2014 Tolerances
G.4.6.1 \u2014 Tank radius
G.4.6.2 \u2014 Localized tank radius
G.4.6.3 \u2014 Vertical walls
G.4.6.4 \u2014 Wall thickness
G.4.6.5 \u2014 Precast panels
G.4.6.6 \u2014 Concrete domes
G.4.7 \u2014 Earthquake cables
G.4.7.1 \u2014 Separation sleeves
G.4.7.2 \u2014 Protection
G.4.8 \u2014 Elastomeric bearing pads
G.4.8.1 \u2014 Positioning <\/td>\n<\/tr>\n
461<\/td>\nG.4.8.2 \u2014 Free-sliding joints
G.4.9 \u2014 Sponge rubber fillers
G.4.9.1 \u2014 General
G.4.9.2 \u2014 Voids <\/td>\n<\/tr>\n
462<\/td>\nAPPENDIX H \u2014 SLABS-ON-SOIL
H.1 \u2014 Scope
H.2 \u2014 Subgrade
H.2.1
H.2.2
H.2.3
H.2.4 <\/td>\n<\/tr>\n
463<\/td>\nH.2.5
H.3 \u2014 Slab thickness
H.3.1
H.3.2
H.3.3
H.3.4
H.4 \u2014 Reinforcement
H.4.1
H.4.2 <\/td>\n<\/tr>\n
464<\/td>\nH.4.3
H.4.4
H.5 \u2014 Joints
H.5.1
H.5.2 <\/td>\n<\/tr>\n
465<\/td>\nH.6 \u2014 Hydrostatic uplift
H.6.1
H.7 \u2014 Curing
H.7.1 <\/td>\n<\/tr>\n
466<\/td>\nAPPENDIX I \u2014 ALTERNATE DESIGN METHOD
I.0 \u2014 Notation <\/td>\n<\/tr>\n
467<\/td>\nI.1 \u2014 Scope
I.1.1 <\/td>\n<\/tr>\n
468<\/td>\nI.1.2
I.1.3
I.1.4
I.2 \u2014 General
I.2.1
I.2.2
I.2.3
I.3 \u2014 Permissible service load stresses
I.3.1 <\/td>\n<\/tr>\n
471<\/td>\nI.3.2
I.3.3
I.4 \u2014 Development and splices of reinforcement
I.4.1
I.4.2
I.5 \u2014 Flexure
I.5.1
I.5.2
I.5.3
I.5.4 <\/td>\n<\/tr>\n
472<\/td>\nI.5.5
I.6 \u2014 Compression members with or without flexure
I.6.1
I.6.2
I.6.3
I.7 \u2014 Shear and torsion
I.7.1
I.7.2
I.7.3 <\/td>\n<\/tr>\n
473<\/td>\nI.7.4 \u2014 Shear stress carried by concrete
I.7.4.1
I.7.4.2
I.7.4.3
I.7.4.4
I.7.4.5
I.7.4.6
I.7.4.7 <\/td>\n<\/tr>\n
474<\/td>\nI.7.5 \u2014 Shear stress carried by shear reinforcement
I.7.5.1 \u2014 Types of shear reinforcement
I.7.5.2
I.7.5.3
I.7.5.4 \u2014 Spacing limits for shear reinforcement
I.7.5.4.1
I.7.5.4.2
I.7.5.4.3
I.7.5.4.4
I.7.5.5 \u2014 Minimum shear reinforcement
I.7.5.5.1 <\/td>\n<\/tr>\n
475<\/td>\nI.7.5.5.2
I.7.5.5.3
I.7.5.6 \u2014 Design of shear reinforcement
I.7.5.6.1
I.7.5.6.2
I.7.5.6.3
I.7.5.6.4
I.7.5.6.5
I.7.5.6.6 <\/td>\n<\/tr>\n
476<\/td>\nI.7.5.6.7
I.7.5.6.8
I.7.6 \u2014 Shear-friction
I.7.7 \u2014 Special provisions for slabs and footings
I.7.7.1
I.7.7.1.1
I.7.7.1.2
I.7.7.2
I.7.7.3 <\/td>\n<\/tr>\n
477<\/td>\nI.7.7.4
I.7.7.5
I.7.8 \u2014 Special provisions for other members
I.7.9 \u2014 Composite concrete flexural members <\/td>\n<\/tr>\n
478<\/td>\nINDEX <\/td>\n<\/tr>\n
484<\/td>\nSUMMARY OF CHANGES FOR 350-06 CODE
CHAPTER 1 \u2014 GENERAL REQUIREMENTS
CHAPTER 2 \u2014 DEFINITIONS
CHAPTER 3 \u2014 MATERIALS
CHAPTER 4 \u2014 DURABILITY REQUIREMENTS
CHAPTER 5 \u2014 CONCRETE QUALITY, MIXING, AND PLACING <\/td>\n<\/tr>\n
485<\/td>\nCHAPTER 6 \u2014 FORMWORK, EMBEDDED PIPES,
\nAND CONSTRUCTION AND MOVEMENT
\nJOINTS
CHAPTER 7 \u2014 DETAILS OF REINFORCEMENT
CHAPTER 8 \u2014 ANALYSIS AND DESIGN\u2014GENERAL
\nCONSIDERATIONS
CHAPTER 9 \u2014 STRENGTH AND SERVICEABILITY
\nREQUIREMENTS
CHAPTER 10 \u2014 FLEXURE AND AXIAL LOADS
CHAPTER 11 \u2014 SHEAR AND TORSION <\/td>\n<\/tr>\n
486<\/td>\nCHAPTER 12 \u2014 DEVELOPMENT AND SPLICES OF
\nREINFORCEMENT
CHAPTER 13 \u2014 TWO-WAY SLAB SYSTEMS
CHAPTER 14 \u2014 WALLS
CHAPTER 15 \u2014 FOOTINGS
CHAPTER 16 \u2014 PRECAST CONCRETE
CHAPTER 17 \u2014 COMPOSITE CONCRETE FLEXURAL
\nMEMBERS
CHAPTER 18 \u2014 PRESTRESSED CONCRETE <\/td>\n<\/tr>\n
487<\/td>\nCHAPTER 19 \u2014 SHELLS AND FOLDED PLATE MEMBERS
CHAPTER 20 \u2014 STRENGTH EVALUATION OF
\nEXISTING STRUCTURES
CHAPTER 21 \u2014 SPECIAL PROVISIONS FOR SEISMIC DESIGN
APPENDIX B \u2014 ALTERNATE PROVISIONS FOR
\nREINFORCED AND PRESTRESSED
\nCONCRETE FLEXURAL AND
\nCOMPRESSION MEMBERS
APPENDIX C \u2014 ALTERNATIVE LOAD FACTORS,
\nSTRENGTH REDUCTION FACTORS,
\nAND DISTRIBUTION OF FLEXURAL
\nREINFORCEMENT
APPENDIX D \u2014 ANCHORING TO CONCRETE <\/td>\n<\/tr>\n
488<\/td>\nAPPENDIX G \u2014 CIRCULAR WIRE AND STRAND
\nWRAPPED PRESTRESSED
\nCONCRETE ENVIRONMENTAL
\nSTRUCTURES
APPENDIX H \u2014 SLABS-ON-SOIL
APPENDIX I \u2014 ALTERNATE DESIGN METHOD <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

350M-06 Metric Code Requirements for Environmental Engineering Concrete Structures & Commentary<\/b><\/p>\n\n\n\n\n
Published By<\/td>\nPublication Date<\/td>\nNumber of Pages<\/td>\n<\/tr>\n
ACI<\/b><\/a><\/td>\n2008<\/td>\n490<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":160829,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2650],"product_tag":[],"class_list":{"0":"post-160826","1":"product","2":"type-product","3":"status-publish","4":"has-post-thumbnail","6":"product_cat-aci","8":"first","9":"instock","10":"sold-individually","11":"shipping-taxable","12":"purchasable","13":"product-type-simple"},"_links":{"self":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product\/160826","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product"}],"about":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/types\/product"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media\/160829"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=160826"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=160826"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=160826"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}