{"id":195052,"date":"2024-10-19T12:22:42","date_gmt":"2024-10-19T12:22:42","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/aci-318-2011\/"},"modified":"2024-10-25T04:53:30","modified_gmt":"2024-10-25T04:53:30","slug":"aci-318-2011","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/aci\/aci-318-2011\/","title":{"rendered":"ACI 318 2011"},"content":{"rendered":"

The \u201cBuilding Code Requirements for Structural Concrete\u201d (\u201cCode\u201d) covers the materials, design, and construction of structural concrete used in buildings and where applicable in nonbuilding Structures. The Code also covers the strength evaluation of existing concrete structures.<\/p>\n

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PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
6<\/td>\nCONTENTS <\/td>\n<\/tr>\n
11<\/td>\nINTRODUCTION <\/td>\n<\/tr>\n
13<\/td>\nCHAPTER 1 \u2014 GENERAL REQUIREMENTS
1.1 \u2014 Scope
1.1.1 <\/td>\n<\/tr>\n
14<\/td>\n1.1.2
1.1.3
1.1.4
1.1.5 <\/td>\n<\/tr>\n
15<\/td>\n1.1.6
1.1.7 <\/td>\n<\/tr>\n
16<\/td>\n1.1.8 \u2014 Concrete on steel deck
1.1.8.1
1.1.8.2
1.1.9 \u2014Provisions for earthquake resistance
1.1.9.1 <\/td>\n<\/tr>\n
17<\/td>\n1.1.9.2
1.1.10 <\/td>\n<\/tr>\n
18<\/td>\n1.2 \u2014 Contract documents
1.2.1
1.2.2 <\/td>\n<\/tr>\n
19<\/td>\n1.3 \u2014 Inspection
1.3.1 <\/td>\n<\/tr>\n
20<\/td>\n1.3.2 <\/td>\n<\/tr>\n
21<\/td>\n1.3.3
1.3.4
1.3.5
1.4 \u2014 Approval of special systems of design or construction <\/td>\n<\/tr>\n
23<\/td>\nCHAPTER 2 \u2014 NOTATION AND DEFINITIONS
2.1 \u2014 Code notation <\/td>\n<\/tr>\n
33<\/td>\n2.2 \u2014 Definitions <\/td>\n<\/tr>\n
47<\/td>\nCHAPTER 3 \u2014 MATERIALS
3.1 \u2014 Tests of materials
3.1.1
3.1.2
3.1.3
3.2 \u2014 Cementitious materials
3.2.1
3.2.2 <\/td>\n<\/tr>\n
48<\/td>\n3.3 \u2014 Aggregates
3.3.1
3.3.2
3.4 \u2014 Water
3.4.1 <\/td>\n<\/tr>\n
49<\/td>\n3.4.2
3.5 \u2014 Steel reinforcement
3.5.1
3.5.2 <\/td>\n<\/tr>\n
50<\/td>\n3.5.3 \u2014 Deformed reinforcement
3.5.3.1 <\/td>\n<\/tr>\n
51<\/td>\n3.5.3.2
3.5.3.3
3.5.3.4
3.5.3.5
3.5.3.6
3.5.3.7 <\/td>\n<\/tr>\n
52<\/td>\n3.5.3.8
3.5.3.9
3.5.3.10
3.5.3.11
3.5.4 \u2014 Plain reinforcement
3.5.4.1
3.5.4.2 <\/td>\n<\/tr>\n
53<\/td>\n3.5.5 \u2014 Headed shear stud reinforcement
3.5.5.1
3.5.6 \u2014 Prestressing steel
3.5.6.1
3.5.6.2
3.5.7 \u2014 Structural steel, steel pipe, or tubing
3.5.7.1 <\/td>\n<\/tr>\n
54<\/td>\n3.5.7.2
3.5.8
3.5.9
3.6 \u2014 Admixtures
3.6.1
3.6.2
3.6.3
3.6.4 <\/td>\n<\/tr>\n
55<\/td>\n3.6.5
3.7 \u2014 Storage of materials
3.7.1
3.7.2
3.8 \u2014 Referenced standards
3.8.1 <\/td>\n<\/tr>\n
60<\/td>\n3.8.2
3.8.3
3.8.4
3.8.5
3.8.6
3.8.7
3.8.8
3.8.9
3.8.10 <\/td>\n<\/tr>\n
61<\/td>\nCHAPTER 4 \u2014 DURABILITY REQUIREMENTS
4.1 \u2014 General
4.1.1
4.1.2
4.2 \u2014 Exposure categories and classes <\/td>\n<\/tr>\n
62<\/td>\n4.2.1 <\/td>\n<\/tr>\n
63<\/td>\n4.3 \u2014 Requirements for concrete mixtures
4.3.1 <\/td>\n<\/tr>\n
66<\/td>\n4.4 \u2014 Additional requirements for freezing- and- thawing exposure
4.4.1 <\/td>\n<\/tr>\n
67<\/td>\n4.4.2
4.5 \u2014 Alternative cementitious materials for sulfate exposure
4.5.1 <\/td>\n<\/tr>\n
69<\/td>\nCHAPTER 5 \u2014 CONCRETE QUALITY, MIXING, AND PLACING
5.1 \u2014 General
5.1.1
5.1.2
5.1.3
5.1.4
5.1.5 <\/td>\n<\/tr>\n
70<\/td>\n5.1.6
5.2 \u2014 Selection of concrete proportions
5.2.1
5.2.2
5.2.3
5.3 \u2014 Proportioning on the basis of field experience or trial mixtures, or both <\/td>\n<\/tr>\n
72<\/td>\n5.3.1 \u2014 Sample standard deviation
5.3.1.1
5.3.1.2 <\/td>\n<\/tr>\n
73<\/td>\n5.3.2 \u2014 Required average strength
5.3.2.1 <\/td>\n<\/tr>\n
74<\/td>\n5.3.2.2
5.3.3 \u2014 Documentation of average compressive strength
5.3.3.1
5.3.3.2 <\/td>\n<\/tr>\n
75<\/td>\n5.4 \u2014 Proportioning without field experience or trial mixtures
5.4.1
5.4.2
5.5 \u2014 Average compressive strength reduction <\/td>\n<\/tr>\n
76<\/td>\n5.6 \u2014 Evaluation and acceptance of concrete
5.6.1
5.6.2 \u2014 Frequency of testing
5.6.2.1 <\/td>\n<\/tr>\n
77<\/td>\n5.6.2.2
5.6.2.3
5.6.2.4
5.6.3 \u2014 Standard-cured specimens
5.6.3.1
5.6.3.2 <\/td>\n<\/tr>\n
78<\/td>\n5.6.3.3
5.6.3.4 <\/td>\n<\/tr>\n
79<\/td>\n5.6.4 \u2014 Field-cured specimens
5.6.4.1
5.6.4.2
5.6.4.3
5.6.4.4
5.6.5 \u2014 Investigation of low-strength test results
5.6.5.1
5.6.5.2 <\/td>\n<\/tr>\n
80<\/td>\n5.6.5.3
5.6.5.4
5.6.5.5 <\/td>\n<\/tr>\n
81<\/td>\n5.6.6 \u2014 Steel fiber-reinforced concrete
5.6.6.1
5.6.6.2
5.7 \u2014 Preparation of equipment and place of deposit
5.7.1 <\/td>\n<\/tr>\n
82<\/td>\n5.8 \u2014 Mixing
5.8.1
5.8.2
5.8.3
5.9 \u2014 Conveying
5.9.1
5.9.2 <\/td>\n<\/tr>\n
83<\/td>\n5.10 \u2014 Depositing
5.10.1
5.10.2
5.10.3
5.10.4
5.10.5
5.10.6
5.10.7
5.10.8
5.11 \u2014 Curing
5.11.1
5.11.2 <\/td>\n<\/tr>\n
84<\/td>\n5.11.3 \u2014 Accelerated curing
5.11.3.1
5.11.3.2
5.11.3.3
5.11.4
5.12 \u2014 Cold weather requirements
5.12.1
5.12.2
5.12.3 <\/td>\n<\/tr>\n
85<\/td>\n5.13 \u2014 Hot weather requirements <\/td>\n<\/tr>\n
87<\/td>\nCHAPTER 6 \u2014 FORMWORK, EMBEDMENTS, AND CONSTRUCTION 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
6.2 \u2014 Removal of forms, shores, and reshoring
6.2.1 \u2014 Removal of forms
6.2.2 \u2014 Removal of shores and reshoring
6.2.2.1 <\/td>\n<\/tr>\n
88<\/td>\n6.2.2.2
6.2.2.3 <\/td>\n<\/tr>\n
89<\/td>\n6.3 \u2014 Embedments in concrete
6.3.1
6.3.2
6.3.3
6.3.4
6.3.5
6.3.5.1
6.3.5.2 <\/td>\n<\/tr>\n
90<\/td>\n6.3.5.3
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
6.3.12
6.4 \u2014 Construction joints
6.4.1 <\/td>\n<\/tr>\n
91<\/td>\n6.4.2
6.4.3
6.4.4
6.4.5
6.4.6
6.4.7 <\/td>\n<\/tr>\n
93<\/td>\nCHAPTER 7 \u2014 DETAILS OF REINFORCEMENT
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
7.2.3 <\/td>\n<\/tr>\n
94<\/td>\n7.3 \u2014 Bending
7.3.1
7.3.2
7.4 \u2014 Surface conditions of reinforcement
7.4.1
7.4.2 <\/td>\n<\/tr>\n
95<\/td>\n7.4.3
7.5 \u2014 Placing reinforcement
7.5.1
7.5.2
7.5.2.1
7.5.2.2 <\/td>\n<\/tr>\n
96<\/td>\n7.5.3
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
7.6.6.3 <\/td>\n<\/tr>\n
97<\/td>\n7.6.6.4
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
98<\/td>\n7.7.2 \u2014 Cast-in-place concrete (prestressed)
7.7.3 \u2014 Precast concrete (manufactured under plant control conditions) <\/td>\n<\/tr>\n
99<\/td>\n7.7.4 \u2014 Bundled bars
7.7.5 \u2014 Headed shear stud reinforcement <\/td>\n<\/tr>\n
100<\/td>\n7.7.6 \u2014 Corrosive environments
7.7.6.1
7.7.7 \u2014 Future extensions
7.7.8 \u2014 Fire protection
7.8 \u2014 Reinforcement details for columns
7.8.1 \u2014 Offset bars
7.8.1.1
7.8.1.2
7.8.1.3 <\/td>\n<\/tr>\n
101<\/td>\n7.8.1.4
7.8.1.5
7.8.2 \u2014 Steel cores
7.8.2.1
7.8.2.2
7.8.2.3
7.8.2.4
7.9 \u2014 Connections
7.9.1
7.9.2 <\/td>\n<\/tr>\n
102<\/td>\n7.10 \u2014 Transverse reinforcement for compression members
7.10.1
7.10.2
7.10.3
7.10.4 \u2014 Spirals
7.10.4.1
7.10.4.2
7.10.4.3
7.10.4.4
7.10.4.5 <\/td>\n<\/tr>\n
103<\/td>\n7.10.4.6
7.10.4.7
7.10.4.8
7.10.4.9
7.10.5 \u2014 Ties
7.10.5.1
7.10.5.2
7.10.5.3 <\/td>\n<\/tr>\n
104<\/td>\n7.10.5.4
7.10.5.5
7.10.5.6 <\/td>\n<\/tr>\n
105<\/td>\n7.10.5.7
7.11 \u2014 Transverse reinforcement for flexural members
7.11.1
7.11.2
7.11.3
7.12 \u2014 Shrinkage and temperature reinforcement
7.12.1
7.12.1.1
7.12.1.2 <\/td>\n<\/tr>\n
106<\/td>\n7.12.2
7.12.2.1
7.12.2.2
7.12.2.3
7.12.3
7.12.3.1
7.12.3.2 <\/td>\n<\/tr>\n
107<\/td>\n7.12.3.3
7.12.3.4
7.12.3.5 <\/td>\n<\/tr>\n
108<\/td>\n7.13 \u2014 Requirements for structural integrity
7.13.1
7.13.2
7.13.2.1
7.13.2.2
7.13.2.3
7.13.2.4 <\/td>\n<\/tr>\n
109<\/td>\n7.13.2.5
7.13.2.6
7.13.2.7
7.13.3
7.13.4 <\/td>\n<\/tr>\n
111<\/td>\nCHAPTER 8 \u2014 ANALYSIS AND DESIGN \u2014 GENERAL CONSIDERATIONS
8.1 \u2014 Design methods
8.1.1
8.1.2
8.1.3
8.2 \u2014 Loading
8.2.1
8.2.2
8.2.3 <\/td>\n<\/tr>\n
112<\/td>\n8.2.4
8.3 \u2014 Methods of analysis
8.3.1
8.3.2
8.3.3 <\/td>\n<\/tr>\n
113<\/td>\n8.3.4
8.4 \u2014 Redistribution of moments in continuous flexural members
8.4.1
8.4.2 <\/td>\n<\/tr>\n
114<\/td>\n8.4.3 <\/td>\n<\/tr>\n
115<\/td>\n8.5 \u2014 Modulus of elasticity
8.5.1
8.5.2
8.5.3
8.6 \u2014 Lightweight concrete
8.6.1 <\/td>\n<\/tr>\n
116<\/td>\n8.7 \u2014 Stiffness
8.7.1
8.7.2
8.8 \u2014 Effective stiffness to determine lateral deflections
8.8.1
8.8.2 <\/td>\n<\/tr>\n
117<\/td>\n8.8.3
8.9 \u2014 Span length
8.9.1 <\/td>\n<\/tr>\n
118<\/td>\n8.9.2
8.9.3
8.9.4
8.10 \u2014 Columns
8.10.1
8.10.2
8.10.3
8.10.4
8.11 \u2014 Arrangement of live load
8.11.1
8.11.2 <\/td>\n<\/tr>\n
119<\/td>\n8.12 \u2014 T-beam construction
8.12.1
8.12.2
8.12.3
8.12.4
8.12.5
8.12.5.1
8.12.5.2 <\/td>\n<\/tr>\n
120<\/td>\n8.13 \u2014 Joist construction
8.13.1
8.13.2
8.13.3
8.13.4
8.13.5
8.13.5.1
8.13.5.2
8.13.5.3
8.13.6
8.13.6.1
8.13.6.2
8.13.7 <\/td>\n<\/tr>\n
121<\/td>\n8.13.8
8.14 \u2014 Separate floor finish
8.14.1
8.14.2 <\/td>\n<\/tr>\n
123<\/td>\nCHAPTER 9 \u2014 STRENGTH AND SERVICEABILITY REQUIREMENTS
9.1 \u2014 General
9.1.1
9.1.2
9.1.3
9.2 \u2014 Required strength
9.2.1 <\/td>\n<\/tr>\n
125<\/td>\n9.2.2 \u2014 Impact effects
9.2.3 \u2014 Self-straining effects
9.2.4 \u2014 Fluid loads
9.2.5 \u2014 Lateral soil pressure <\/td>\n<\/tr>\n
126<\/td>\n9.2.6 \u2014 Flood and ice loads
9.2.7 \u2014 Prestressing steel jacking force
9.3 \u2014 Design strength
9.3.1
9.3.2
9.3.2.1 <\/td>\n<\/tr>\n
127<\/td>\n9.3.2.2 <\/td>\n<\/tr>\n
128<\/td>\n9.3.2.3
9.3.2.4
9.3.2.5
9.3.2.6
9.3.2.7 <\/td>\n<\/tr>\n
129<\/td>\n9.3.3
9.3.4 <\/td>\n<\/tr>\n
130<\/td>\n9.3.5
9.4 \u2014 Design strength for reinforcement
9.5 \u2014 Control of deflections
9.5.1 <\/td>\n<\/tr>\n
131<\/td>\n9.5.2 \u2014 One-way construction (nonprestressed)
9.5.2.1
9.5.2.2 <\/td>\n<\/tr>\n
132<\/td>\n9.5.2.3
9.5.2.4
9.5.2.5 <\/td>\n<\/tr>\n
133<\/td>\n9.5.2.6
9.5.3 \u2014 Two-way construction (nonprestressed)
9.5.3.1 <\/td>\n<\/tr>\n
134<\/td>\n9.5.3.2
9.5.3.3 <\/td>\n<\/tr>\n
135<\/td>\n9.5.3.4
9.5.4 \u2014 Prestressed concrete construction
9.5.4.1
9.5.4.2 <\/td>\n<\/tr>\n
136<\/td>\n9.5.4.3
9.5.4.4
9.5.5 \u2014 Composite construction
9.5.5.1 \u2014 Shored construction <\/td>\n<\/tr>\n
137<\/td>\n9.5.5.2 \u2014 Unshored construction
9.5.5.3 <\/td>\n<\/tr>\n
139<\/td>\nCHAPTER 10 \u2014 FLEXURE AND AXIAL LOADS
10.1 \u2014 Scope
10.2 \u2014 Design assumptions
10.2.1
10.2.2
10.2.3
10.2.4 <\/td>\n<\/tr>\n
140<\/td>\n10.2.5
10.2.6
10.2.7
10.2.7.1
10.2.7.2 <\/td>\n<\/tr>\n
141<\/td>\n10.2.7.3
10.3 \u2014 General principles and requirements
10.3.1
10.3.2
10.3.3 <\/td>\n<\/tr>\n
142<\/td>\n10.3.4
10.3.5 <\/td>\n<\/tr>\n
143<\/td>\n10.3.5.1
10.3.6
10.3.6.1
10.3.6.2
10.3.6.3
10.3.7 <\/td>\n<\/tr>\n
144<\/td>\n10.4 \u2014 Distance between lateral supports of flexural members
10.4.1
10.4.2
10.5 \u2014 Minimum reinforcement of flexural members
10.5.1
10.5.2 <\/td>\n<\/tr>\n
145<\/td>\n10.5.3
10.5.4
10.6 \u2014 Distribution of flexural reinforcement in beams and one- way slabs
10.6.1 <\/td>\n<\/tr>\n
146<\/td>\n10.6.2
10.6.3
10.6.4
10.6.5
10.6.6
10.6.7 <\/td>\n<\/tr>\n
147<\/td>\n10.7 \u2014 Deep beams
10.7.1
10.7.2
10.7.3 <\/td>\n<\/tr>\n
148<\/td>\n10.8 \u2014 Design dimensions for compression members
10.8.1 \u2014 Isolated compression member with multiple spirals
10.8.2 \u2014 Compression member built monolithically with wall
10.8.3 \u2014 Equivalent circular compression member
10.8.4 \u2014 Limits of section
10.9 \u2014 Limits for reinforcement of compression members
10.9.1 <\/td>\n<\/tr>\n
149<\/td>\n10.9.2 <\/td>\n<\/tr>\n
150<\/td>\n10.9.3
10.10 \u2014 Slenderness effects in compression members
10.10.1 <\/td>\n<\/tr>\n
151<\/td>\n10.10.1.1
10.10.1.2 <\/td>\n<\/tr>\n
152<\/td>\n10.10.2
10.10.2.1
10.10.2.2
10.10.3 \u2014 Nonlinear second-order analysis <\/td>\n<\/tr>\n
153<\/td>\n10.10.4 \u2014 Elastic second-order analysis
10.10.4.1 <\/td>\n<\/tr>\n
154<\/td>\n10.10.4.2
10.10.5 \u2014 Moment magnification procedure
10.10.5.1
10.10.5.2 <\/td>\n<\/tr>\n
155<\/td>\n10.10.6 \u2014 Moment magnification procedure \u2014 Nonsway
10.10.6.1 <\/td>\n<\/tr>\n
156<\/td>\n10.10.6.2
10.10.6.3
10.10.6.4
10.10.6.5 <\/td>\n<\/tr>\n
157<\/td>\n10.10.7 \u2014 Moment magnification procedure \u2014 Sway
10.10.7.1
10.10.7.2
10.10.7.3 <\/td>\n<\/tr>\n
158<\/td>\n10.10.7.4
10.11 \u2014 Axially loaded members supporting slab system
10.12 \u2014 Transmission of column loads through floor system <\/td>\n<\/tr>\n
159<\/td>\n10.12.1
10.12.2
10.12.3
10.13 \u2014 Composite compression members
10.13.1
10.13.2 <\/td>\n<\/tr>\n
160<\/td>\n10.13.3
10.13.4
10.13.5
10.13.6 \u2014 Structural steel-encased concrete core
10.13.6.1
10.13.6.2
10.13.7 \u2014 Spiral reinforcement around structural steel core <\/td>\n<\/tr>\n
161<\/td>\n10.13.7.1
10.13.7.2
10.13.7.3
10.13.7.4
10.13.8 \u2014 Tie reinforcement around structural steel core
10.13.8.1
10.13.8.2
10.13.8.3
10.13.8.4
10.13.8.5
10.13.8.6
10.13.8.7 <\/td>\n<\/tr>\n
162<\/td>\n10.14 \u2014 Bearing strength
10.14.1
10.14.2 <\/td>\n<\/tr>\n
165<\/td>\nCHAPTER 11 \u2014 SHEAR AND TORSION
11.1 \u2014 Shear strength
11.1.1
11.1.1.1
11.1.1.2
11.1.2 <\/td>\n<\/tr>\n
166<\/td>\n11.1.2.1
11.1.3
11.1.3.1 <\/td>\n<\/tr>\n
168<\/td>\n11.1.3.2
11.1.4
11.2 \u2014 Shear strength provided by concrete for nonprestressed members
11.2.1
11.2.1.1
11.2.1.2 <\/td>\n<\/tr>\n
169<\/td>\n11.2.1.3
11.2.2
11.2.2.1
11.2.2.2 <\/td>\n<\/tr>\n
170<\/td>\n11.2.2.3
11.2.3
11.3 \u2014 Shear strength provided by concrete for prestressed members
11.3.1
11.3.2
11.3.3 <\/td>\n<\/tr>\n
171<\/td>\n11.3.3.1
11.3.3.2 <\/td>\n<\/tr>\n
173<\/td>\n11.3.4
11.3.5
11.4 \u2014 Shear strength provided by shear reinforcement
11.4.1 \u2014 Types of shear reinforcement
11.4.1.1
11.4.1.2 <\/td>\n<\/tr>\n
174<\/td>\n11.4.2
11.4.3
11.4.4
11.4.5 \u2014 Spacing limits for shear reinforcement
11.4.5.1
11.4.5.2
11.4.5.3
11.4.6 \u2014 Minimum shear reinforcement
11.4.6.1 <\/td>\n<\/tr>\n
176<\/td>\n11.4.6.2
11.4.6.3
11.4.6.4 <\/td>\n<\/tr>\n
177<\/td>\n11.4.7 \u2014 Design of shear reinforcement
11.4.7.1
11.4.7.2
11.4.7.3
11.4.7.4
11.4.7.5 <\/td>\n<\/tr>\n
178<\/td>\n11.4.7.6
11.4.7.7
11.4.7.8
11.4.7.9
11.5 \u2014 Design for torsion <\/td>\n<\/tr>\n
179<\/td>\n11.5.1 \u2014 Threshold torsion <\/td>\n<\/tr>\n
180<\/td>\n11.5.1.1
11.5.2 \u2014 Calculation of factored torsional moment
11.5.2.1
11.5.2.2 <\/td>\n<\/tr>\n
182<\/td>\n11.5.2.3
11.5.2.4
11.5.2.5
11.5.3 \u2014 Torsional moment strength
11.5.3.1 <\/td>\n<\/tr>\n
183<\/td>\n11.5.3.2
11.5.3.3
11.5.3.4
11.5.3.5 <\/td>\n<\/tr>\n
184<\/td>\n11.5.3.6 <\/td>\n<\/tr>\n
185<\/td>\n11.5.3.7 <\/td>\n<\/tr>\n
186<\/td>\n11.5.3.8
11.5.3.9
11.5.3.10 <\/td>\n<\/tr>\n
187<\/td>\n11.5.3.11
11.5.4 \u2014 Details of torsional reinforcement
11.5.4.1
11.5.4.2 <\/td>\n<\/tr>\n
188<\/td>\n11.5.4.3
11.5.4.4
11.5.5 \u2014 Minimum torsion reinforcement
11.5.5.1
11.5.5.2 <\/td>\n<\/tr>\n
189<\/td>\n11.5.5.3
11.5.6 \u2014 Spacing of torsion reinforcement
11.5.6.1
11.5.6.2
11.5.6.3
11.5.7 \u2014 Alternative design for torsion <\/td>\n<\/tr>\n
190<\/td>\n11.6 \u2014 Shear-friction
11.6.1
11.6.2
11.6.3
11.6.3.1 <\/td>\n<\/tr>\n
191<\/td>\n11.6.4 \u2014 Shear-friction design method
11.6.4.1
11.6.4.2 <\/td>\n<\/tr>\n
192<\/td>\n11.6.4.3
11.6.5
11.6.6
11.6.7 <\/td>\n<\/tr>\n
193<\/td>\n11.6.8
11.6.9
11.6.10
11.7 \u2014 Deep beams
11.7.1 <\/td>\n<\/tr>\n
194<\/td>\n11.7.2
11.7.3
11.7.4
11.7.4.1
11.7.4.2
11.8 \u2014 Provisions for brackets and corbels
11.8.1 <\/td>\n<\/tr>\n
195<\/td>\n11.8.2
11.8.3
11.8.3.1 <\/td>\n<\/tr>\n
196<\/td>\n11.8.3.2
11.8.3.2.1
11.8.3.2.2
11.8.3.3
11.8.3.4
11.8.3.5
11.8.4 <\/td>\n<\/tr>\n
197<\/td>\n11.8.5
11.8.6
11.8.7 <\/td>\n<\/tr>\n
198<\/td>\n11.9 \u2014 Provisions for walls
11.9.1
11.9.2
11.9.3
11.9.4
11.9.5
11.9.6 <\/td>\n<\/tr>\n
199<\/td>\n11.9.7
11.9.8
11.9.9 \u2014 Design of shear reinforcement for walls
11.9.9.1
11.9.9.2
11.9.9.3
11.9.9.4
11.9.9.5 <\/td>\n<\/tr>\n
200<\/td>\n11.10 \u2014 Transfer of moments to columns
11.10.1
11.10.2
11.11 \u2014 Provisions for slabs and footings
11.11.1
11.11.1.1
11.11.1.2 <\/td>\n<\/tr>\n
201<\/td>\n11.11.1.3
11.11.2
11.11.2.1
11.11.2.2 <\/td>\n<\/tr>\n
202<\/td>\n11.11.3
11.11.3.1
11.11.3.2 <\/td>\n<\/tr>\n
204<\/td>\n11.11.3.3
11.11.3.4
11.11.4
11.11.4.1 <\/td>\n<\/tr>\n
205<\/td>\n11.11.4.2
11.11.4.3
11.11.4.4
11.11.4.5
11.11.4.6
11.11.4.7 <\/td>\n<\/tr>\n
206<\/td>\n11.11.4.8
11.11.4.9 <\/td>\n<\/tr>\n
207<\/td>\n11.11.4.10
11.11.5
11.11.5.1
11.11.5.2 <\/td>\n<\/tr>\n
208<\/td>\n11.11.5.3
11.11.5.4 <\/td>\n<\/tr>\n
209<\/td>\n11.11.6 \u2014 Openings in slabs
11.11.6.1
11.11.6.2
11.11.7 \u2014 Transfer of moment in slab-column connections
11.11.7.1 <\/td>\n<\/tr>\n
210<\/td>\n11.11.7.2 <\/td>\n<\/tr>\n
211<\/td>\n11.11.7.3 <\/td>\n<\/tr>\n
213<\/td>\nCHAPTER 12 \u2014 DEVELOPMENT AND SPLICES OF REINFORCEMENT
12.1 \u2014 Development of reinforcement \u2014 General
12.1.1
12.1.2
12.1.3 <\/td>\n<\/tr>\n
214<\/td>\n12.2 \u2014 Development of deformed bars and deformed wire in tension
12.2.1
12.2.2
12.2.3 <\/td>\n<\/tr>\n
215<\/td>\n12.2.4 <\/td>\n<\/tr>\n
216<\/td>\n12.2.5 \u2014 Excess reinforcement
12.3 \u2014 Development of deformed bars and deformed wire in compression
12.3.1
12.3.2
12.3.3 <\/td>\n<\/tr>\n
217<\/td>\n12.4 \u2014 Development of bundled bars
12.4.1
12.4.2
12.5 \u2014 Development of standard hooks in tension
12.5.1
12.5.2
12.5.3 <\/td>\n<\/tr>\n
219<\/td>\n12.5.4 <\/td>\n<\/tr>\n
220<\/td>\n12.5.5
12.6 \u2014 Development of headed and mechanically anchored deformed bars in tension
12.6.1
12.6.2 <\/td>\n<\/tr>\n
222<\/td>\n12.6.3
12.6.4
12.7 \u2014 Development of welded deformed wire reinforcement in tension
12.7.1 <\/td>\n<\/tr>\n
223<\/td>\n12.7.2
12.7.3
12.7.4 <\/td>\n<\/tr>\n
224<\/td>\n12.8 \u2014 Development of welded plain wire reinforcement in tension
12.9 \u2014 Development of prestressing strand
12.9.1
12.9.1.1 <\/td>\n<\/tr>\n
226<\/td>\n12.9.2
12.9.3
12.10 \u2014 Development of flexural reinforcement \u2014 General
12.10.1
12.10.2
12.10.3 <\/td>\n<\/tr>\n
227<\/td>\n12.10.4 <\/td>\n<\/tr>\n
228<\/td>\n12.10.5
12.10.5.1
12.10.5.2
12.10.5.3
12.10.6 <\/td>\n<\/tr>\n
229<\/td>\n12.11 \u2014 Development of positive moment reinforcement
12.11.1
12.11.2
12.11.3 <\/td>\n<\/tr>\n
230<\/td>\n12.11.4
12.12 \u2014 Development of negative moment reinforcement
12.12.1
12.12.2 <\/td>\n<\/tr>\n
231<\/td>\n12.12.3
12.12.4
12.13 \u2014 Development of web reinforcement
12.13.1
12.13.2 <\/td>\n<\/tr>\n
232<\/td>\n12.13.2.1
12.13.2.2
12.13.2.3 <\/td>\n<\/tr>\n
233<\/td>\n12.13.2.4
12.13.2.5
12.13.3
12.13.4 <\/td>\n<\/tr>\n
234<\/td>\n12.13.5
12.14 \u2014 Splices of reinforcement \u2014 General
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
12.14.3.3 <\/td>\n<\/tr>\n
235<\/td>\n12.14.3.4
12.14.3.5
12.15 \u2014 Splices of deformed bars and deformed wire in tension
12.15.1
12.15.2 <\/td>\n<\/tr>\n
236<\/td>\n12.15.3
12.15.4
12.15.5
12.15.5.1
12.15.5.2 <\/td>\n<\/tr>\n
237<\/td>\n12.15.5.3
12.15.6
12.16 \u2014 Splices of deformed bars in compression
12.16.1 <\/td>\n<\/tr>\n
238<\/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 Splice requirements for columns
12.17.1 <\/td>\n<\/tr>\n
239<\/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
12.17.2.5
12.17.3 \u2014 Mechanical or welded splices in columns <\/td>\n<\/tr>\n
240<\/td>\n12.17.4 \u2014 End-bearing splices in columns
12.18 \u2014 Splices of welded deformed wire reinforcement in tension
12.18.1
12.18.2
12.18.3 <\/td>\n<\/tr>\n
241<\/td>\n12.19 \u2014 Splices of welded plain wire reinforcement in tension
12.19.1
12.19.1.1
12.19.1.2 <\/td>\n<\/tr>\n
243<\/td>\nCHAPTER 13 \u2014 TWO-WAY SLAB SYSTEMS
13.1 \u2014 Scope
13.1.1
13.1.2
13.1.3
13.1.4 <\/td>\n<\/tr>\n
244<\/td>\n13.2 \u2014 General
13.2.1
13.2.2
13.2.3
13.2.4
13.2.5
13.2.6 <\/td>\n<\/tr>\n
245<\/td>\n13.3 \u2014 Slab reinforcement
13.3.1
13.3.2
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 <\/td>\n<\/tr>\n
246<\/td>\n13.3.7
13.3.8 \u2014 Details of reinforcement in slabs without beams
13.3.8.1
13.3.8.2 <\/td>\n<\/tr>\n
247<\/td>\n13.3.8.3
13.3.8.4
13.3.8.5 <\/td>\n<\/tr>\n
248<\/td>\n13.3.8.6
13.4 \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
249<\/td>\n13.5.1.1
13.5.1.2
13.5.1.3 <\/td>\n<\/tr>\n
250<\/td>\n13.5.2
13.5.3
13.5.3.1
13.5.3.2
13.5.3.3 <\/td>\n<\/tr>\n
251<\/td>\n13.5.3.4
13.5.4
13.6 \u2014 Direct design method <\/td>\n<\/tr>\n
252<\/td>\n13.6.1 \u2014 Limitations
13.6.1.1
13.6.1.2
13.6.1.3
13.6.1.4
13.6.1.5
13.6.1.6 <\/td>\n<\/tr>\n
253<\/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
13.6.3 \u2014 Negative and positive factored moments
13.6.3.1 <\/td>\n<\/tr>\n
254<\/td>\n13.6.3.2
13.6.3.3 <\/td>\n<\/tr>\n
255<\/td>\n13.6.3.4
13.6.3.5
13.6.3.6
13.6.4 \u2014 Factored moments in column strips
13.6.4.1
13.6.4.2 <\/td>\n<\/tr>\n
256<\/td>\n13.6.4.3
13.6.4.4
13.6.4.5
13.6.5 \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 <\/td>\n<\/tr>\n
257<\/td>\n13.6.7 \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
13.6.8.4
13.6.8.5 <\/td>\n<\/tr>\n
258<\/td>\n13.6.9 \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
13.7.1.2
13.7.2 \u2014 Equivalent frame
13.7.2.1 <\/td>\n<\/tr>\n
259<\/td>\n13.7.2.2
13.7.2.3
13.7.2.4
13.7.2.5
13.7.2.6
13.7.3 \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 <\/td>\n<\/tr>\n
260<\/td>\n13.7.4.3
13.7.5 \u2014 Torsional members
13.7.5.1
13.7.5.2 <\/td>\n<\/tr>\n
261<\/td>\n13.7.6 \u2014 Arrangement of live load
13.7.6.1
13.7.6.2
13.7.6.3
13.7.6.4 <\/td>\n<\/tr>\n
262<\/td>\n13.7.7 \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
263<\/td>\nCHAPTER 14 \u2014 WALLS
14.1 \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
14.2.8 <\/td>\n<\/tr>\n
264<\/td>\n14.3 \u2014 Minimum reinforcement
14.3.1
14.3.2
14.3.3
14.3.4
14.3.5
14.3.6
14.3.7 <\/td>\n<\/tr>\n
265<\/td>\n14.4 \u2014 Walls designed as compression members
14.5 \u2014 Empirical design method
14.5.1
14.5.2 <\/td>\n<\/tr>\n
266<\/td>\n14.5.3 \u2014 Minimum thickness of walls designed by empirical design method
14.5.3.1
14.5.3.2
14.6 \u2014 Nonbearing walls
14.6.1
14.7 \u2014 Walls as grade beams
14.7.1
14.7.2 <\/td>\n<\/tr>\n
267<\/td>\n14.8 \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
14.8.2.6 <\/td>\n<\/tr>\n
268<\/td>\n14.8.3
14.8.4 <\/td>\n<\/tr>\n
271<\/td>\nCHAPTER 15 \u2014 FOOTINGS
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
272<\/td>\n15.3 \u2014 Footings supporting circular or regular polygon- shaped columns or pedestals
15.4 \u2014 Moment in footings
15.4.1
15.4.2
15.4.3
15.4.4
15.4.4.1
15.4.4.2 <\/td>\n<\/tr>\n
273<\/td>\n15.5 \u2014 Shear in footings
15.5.1
15.5.2
15.5.3
15.5.4
15.5.4.1
15.5.4.2
15.5.4.3 <\/td>\n<\/tr>\n
274<\/td>\n15.6 \u2014 Development of reinforcement in footings
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, wall, or reinforced pedestal
15.8.1
15.8.1.1 <\/td>\n<\/tr>\n
275<\/td>\n15.8.1.2
15.8.1.3
15.8.1.4
15.8.2
15.8.2.1
15.8.2.2
15.8.2.3 <\/td>\n<\/tr>\n
276<\/td>\n15.8.2.4
15.8.3
15.8.3.1
15.8.3.2
15.8.3.3
15.9 \u2014 Sloped or stepped footings
15.9.1
15.9.2 <\/td>\n<\/tr>\n
277<\/td>\n15.10 \u2014 Combined footings and mats
15.10.1
15.10.2
15.10.3
15.10.4 <\/td>\n<\/tr>\n
279<\/td>\nCHAPTER 16 \u2014 PRECAST CONCRETE
16.1 \u2014 Scope
16.1.1
16.2 \u2014 General
16.2.1
16.2.2
16.2.3 <\/td>\n<\/tr>\n
280<\/td>\n16.2.4
16.3 \u2014 Distribution of forces among members
16.3.1
16.3.2
16.3.2.1
16.3.2.2
16.4 \u2014 Member design
16.4.1 <\/td>\n<\/tr>\n
281<\/td>\n16.4.2
16.5 \u2014 Structural integrity
16.5.1
16.5.1.1
16.5.1.2
16.5.1.3 <\/td>\n<\/tr>\n
282<\/td>\n16.5.1.4
16.5.2
16.5.2.1 <\/td>\n<\/tr>\n
283<\/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 <\/td>\n<\/tr>\n
284<\/td>\n16.6.2
16.6.2.1
16.6.2.2
16.6.2.3 <\/td>\n<\/tr>\n
285<\/td>\n16.7 \u2014 Items embedded after concrete placement
16.7.1
16.7.1.1
16.7.1.2
16.7.1.3
16.8 \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 construction
16.10.1 <\/td>\n<\/tr>\n
286<\/td>\n16.10.1.1
16.10.1.2
16.10.2 <\/td>\n<\/tr>\n
287<\/td>\nCHAPTER 17 \u2014 COMPOSITE CONCRETE FLEXURAL MEMBERS
17.1 \u2014 Scope
17.1.1
17.1.2
17.2 \u2014 General
17.2.1
17.2.2
17.2.3
17.2.4
17.2.5
17.2.6
17.2.7 <\/td>\n<\/tr>\n
288<\/td>\n17.3 \u2014 Shoring
17.4 \u2014 Vertical shear strength
17.4.1
17.4.2
17.4.3
17.5 \u2014 Horizontal shear strength
17.5.1
17.5.2
17.5.3
17.5.3.1
17.5.3.2 <\/td>\n<\/tr>\n
289<\/td>\n17.5.3.3
17.5.3.4
17.5.4
17.5.4.1
17.5.5
17.6 \u2014 Ties for horizontal shear
17.6.1
17.6.2
17.6.3 <\/td>\n<\/tr>\n
291<\/td>\nCHAPTER 18 \u2014 PRESTRESSED CONCRETE
18.1 \u2014 Scope
18.1.1
18.1.2
18.1.3 <\/td>\n<\/tr>\n
292<\/td>\n18.2 \u2014 General
18.2.1
18.2.2 <\/td>\n<\/tr>\n
293<\/td>\n18.2.3
18.2.4
18.2.5
18.2.6
18.3 \u2014 Design assumptions
18.3.1
18.3.2 <\/td>\n<\/tr>\n
294<\/td>\n18.3.2.1
18.3.2.2
18.3.3
18.3.4
18.3.5
18.4 \u2014 Serviceability requirements \u2014 Flexural members
18.4.1 <\/td>\n<\/tr>\n
295<\/td>\n18.4.2 <\/td>\n<\/tr>\n
296<\/td>\n18.4.3
18.4.4
18.4.4.1
18.4.4.2
18.4.4.3
18.4.4.4 <\/td>\n<\/tr>\n
297<\/td>\n18.5 \u2014 Permissible stresses in prestressing steel
18.5.1
18.6 \u2014 Loss of prestress
18.6.1
18.6.2 \u2014 Friction loss in post-tensioning tendons
18.6.2.1 <\/td>\n<\/tr>\n
298<\/td>\n18.6.2.2
18.6.2.3
18.6.3
18.7 \u2014 Flexural strength
18.7.1
18.7.2 <\/td>\n<\/tr>\n
299<\/td>\n18.7.3 <\/td>\n<\/tr>\n
300<\/td>\n18.8 \u2014 Limits for reinforcement of flexural members
18.8.1
18.8.2
18.8.3
18.9 \u2014 Minimum bonded reinforcement
18.9.1 <\/td>\n<\/tr>\n
301<\/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
302<\/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
303<\/td>\n18.10.4 \u2014 Redistribution of moments in continuous prestressed flexural members
18.10.4.1
18.10.4.2
18.11 \u2014 Compression members \u2014 Combined flexure and axial loads
18.11.1
18.11.2 \u2014 Limits for reinforcement of prestressed compression members
18.11.2.1
18.11.2.2 <\/td>\n<\/tr>\n
304<\/td>\n18.11.2.3
18.12 \u2014 Slab systems
18.12.1
18.12.2
18.12.3 <\/td>\n<\/tr>\n
305<\/td>\n18.12.4
18.12.5
18.12.6
18.12.7 <\/td>\n<\/tr>\n
306<\/td>\n18.12.8
18.13 \u2014 Post-tensioned tendon anchorage zones
18.13.1 \u2014 Anchorage zone <\/td>\n<\/tr>\n
307<\/td>\n18.13.2 \u2014 Local zone
18.13.2.1
18.13.2.2
18.13.2.3 <\/td>\n<\/tr>\n
308<\/td>\n18.13.3 \u2014 General zone
18.13.3.1
18.13.3.2
18.13.3.3 <\/td>\n<\/tr>\n
309<\/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
18.13.5.1
18.13.5.2 <\/td>\n<\/tr>\n
310<\/td>\n18.13.5.3 <\/td>\n<\/tr>\n
311<\/td>\n18.13.5.4
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 monostrand or single 5\/ 8 in. diameter bar tendons
18.14.1 \u2014 Local zone design <\/td>\n<\/tr>\n
312<\/td>\n18.14.2 \u2014 General-zone design for slab tendons
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 tendons in beams and girders <\/td>\n<\/tr>\n
313<\/td>\n18.15 \u2014 Design of anchorage zones for multistrand 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 tendons
18.16.1
18.16.2
18.16.3
18.16.4 <\/td>\n<\/tr>\n
314<\/td>\n18.17 \u2014 Post-tensioning ducts
18.17.1
18.17.2
18.17.3
18.17.4
18.18 \u2014 Grout for bonded tendons
18.18.1
18.18.2
18.18.2.1
18.18.2.2
18.18.2.3
18.18.2.4 <\/td>\n<\/tr>\n
315<\/td>\n18.18.3 \u2014 Selection of grout proportions
18.18.3.1
18.18.3.2
18.18.3.3
18.18.3.4
18.18.4 \u2014 Mixing and pumping grout
18.18.4.1
18.18.4.2
18.18.4.3
18.19 \u2014 Protection for prestressing steel
18.20 \u2014 Application and measurement of prestressing force
18.20.1 <\/td>\n<\/tr>\n
316<\/td>\n18.20.2
18.20.3
18.20.4
18.21 \u2014 Post-tensioning anchorages and couplers
18.21.1 <\/td>\n<\/tr>\n
317<\/td>\n18.21.2
18.21.3
18.21.4
18.22 \u2014 External post-tensioning
18.22.1
18.22.2
18.22.3 <\/td>\n<\/tr>\n
318<\/td>\n18.22.4 <\/td>\n<\/tr>\n
319<\/td>\nCHAPTER 19 \u2014 SHELLS AND FOLDED PLATE MEMBERS
19.1 \u2014 Scope and definitions
19.1.1
19.1.2
19.1.3 \u2014 Thin shells
19.1.4 \u2014 Folded plates
19.1.5 \u2014 Ribbed shells <\/td>\n<\/tr>\n
320<\/td>\n19.1.6 \u2014 Auxiliary members
19.1.7 \u2014 Elastic analysis
19.1.8 \u2014 Inelastic analysis
19.1.9 \u2014 Experimental analysis <\/td>\n<\/tr>\n
321<\/td>\n19.2 \u2014 Analysis and design
19.2.1
19.2.2
19.2.3
19.2.4
19.2.5
19.2.6 <\/td>\n<\/tr>\n
322<\/td>\n19.2.7
19.2.8
19.2.9
19.2.10 <\/td>\n<\/tr>\n
323<\/td>\n19.2.11
19.3 \u2014 Design strength of materials
19.3.1
19.3.2
19.4 \u2014 Shell reinforcement
19.4.1
19.4.2 <\/td>\n<\/tr>\n
324<\/td>\n19.4.3
19.4.4
19.4.5
19.4.6
19.4.7
19.4.8 <\/td>\n<\/tr>\n
325<\/td>\n19.4.9
19.4.10
19.4.11
19.4.12
19.5 \u2014 Construction
19.5.1
19.5.2 <\/td>\n<\/tr>\n
327<\/td>\nCHAPTER 20 \u2014 STRENGTH EVALUATION OF EXISTING STRUCTURES
20.1 \u2014 Strength evaluation \u2014 General
20.1.1
20.1.2
20.1.3 <\/td>\n<\/tr>\n
328<\/td>\n20.1.4
20.2 \u2014 Determination of required dimensions and material properties
20.2.1
20.2.2
20.2.3 <\/td>\n<\/tr>\n
329<\/td>\n20.2.4
20.2.5
20.3 \u2014 Load test procedure
20.3.1 \u2014 Load arrangement
20.3.2 \u2014 Load intensity <\/td>\n<\/tr>\n
330<\/td>\n20.3.3
20.4 \u2014 Loading criteria
20.4.1
20.4.2
20.4.3
20.4.4
20.4.5
20.4.6
20.5 \u2014 Acceptance criteria
20.5.1 <\/td>\n<\/tr>\n
331<\/td>\n20.5.2
20.5.3
20.5.4 <\/td>\n<\/tr>\n
332<\/td>\n20.5.5
20.6 \u2014 Provision for lower load rating
20.7 \u2014 Safety
20.7.1
20.7.2 <\/td>\n<\/tr>\n
333<\/td>\nCHAPTER 21 \u2014 EARTHQUAKE-RESISTANT STRUCT
21.1 \u2014 General requirements
21.1.1 \u2014 Scope
21.1.1.1
21.1.1.2
21.1.1.3
21.1.1.4
21.1.1.5
21.1.1.6
21.1.1.7 <\/td>\n<\/tr>\n
334<\/td>\n21.1.1.8 <\/td>\n<\/tr>\n
335<\/td>\n21.1.2 \u2014 Analysis and proportioning of structural members
21.1.2.1
21.1.2.2 <\/td>\n<\/tr>\n
336<\/td>\n21.1.2.3
21.1.3 \u2014 Strength reduction factors
21.1.4 \u2014 Concrete in special moment frames and special structural walls
21.1.4.1
21.1.4.2
21.1.4.3 <\/td>\n<\/tr>\n
337<\/td>\n21.1.5 \u2014 Reinforcement in special moment frames and special structural walls
21.1.5.1
21.1.5.2
21.1.5.3
21.1.5.4
21.1.5.5 <\/td>\n<\/tr>\n
338<\/td>\n21.1.6 \u2014 Mechanical splices in special moment frames and special structural walls
21.1.6.1
21.1.6.2
21.1.7 \u2014 Welded splices in special moment frames and special structural walls
21.1.7.1
21.1.7.2
21.1.8 \u2014 Anchoring to concrete <\/td>\n<\/tr>\n
339<\/td>\n21.2 \u2014 Ordinary moment frames
21.2.1 \u2014 Scope
21.2.2
21.2.3
21.3 \u2014 Intermediate moment frames
21.3.1 \u2014 Scope
21.3.2
21.3.3 \u2014 Shear strength
21.3.3.1
21.3.3.2 <\/td>\n<\/tr>\n
340<\/td>\n21.3.4 \u2014 Beams
21.3.4.1
21.3.4.2
21.3.4.3
21.3.5 \u2014 Columns
21.3.5.1
21.3.5.2 <\/td>\n<\/tr>\n
341<\/td>\n21.3.5.3
21.3.5.4
21.3.5.5
21.3.5.6
21.3.6 \u2014 Two-way slabs without beams
21.3.6.1
21.3.6.2
21.3.6.3
21.3.6.4 <\/td>\n<\/tr>\n
342<\/td>\n21.3.6.5
21.3.6.6
21.3.6.7 <\/td>\n<\/tr>\n
343<\/td>\n21.3.6.8
21.4 \u2014 Intermediate precast structural walls
21.4.1 \u2014 Scope
21.4.2
21.4.3
21.4.4 <\/td>\n<\/tr>\n
344<\/td>\n21.5 \u2014 Flexural members of special moment frames
21.5.1 \u2014 Scope
21.5.1.1
21.5.1.2
21.5.1.3
21.5.1.4
21.5.2 \u2014 Longitudinal reinforcement
21.5.2.1 <\/td>\n<\/tr>\n
345<\/td>\n21.5.2.2
21.5.2.3 <\/td>\n<\/tr>\n
346<\/td>\n21.5.2.4
21.5.2.5
21.5.3 \u2014 Transverse reinforcement
21.5.3.1 <\/td>\n<\/tr>\n
347<\/td>\n21.5.3.2
21.5.3.3
21.5.3.4
21.5.3.5
21.5.3.6 <\/td>\n<\/tr>\n
348<\/td>\n21.5.4 \u2014 Shear strength requirements
21.5.4.1 \u2014 Design forces
21.5.4.2 \u2014 Transverse reinforcement <\/td>\n<\/tr>\n
350<\/td>\n21.6 \u2014 Special moment frame members subjected to bending and axial load
21.6.1 \u2014 Scope
21.6.1.1
21.6.1.2
21.6.2 \u2014 Minimum flexural strength of columns
21.6.2.1
21.6.2.2
21.6.2.3 <\/td>\n<\/tr>\n
351<\/td>\n21.6.3 \u2014 Longitudinal reinforcement
21.6.3.1
21.6.3.2
21.6.3.3
21.6.4 \u2014 Transverse reinforcement
21.6.4.1
21.6.4.2 <\/td>\n<\/tr>\n
352<\/td>\n21.6.4.3
21.6.4.4 <\/td>\n<\/tr>\n
353<\/td>\n21.6.4.5
21.6.4.6
21.6.4.7 <\/td>\n<\/tr>\n
354<\/td>\n21.6.5 \u2014 Shear strength requirements
21.6.5.1 \u2014 Design forces
21.6.5.2 \u2014 Transverse reinforcement
21.7 \u2014 Joints of special moment frames
21.7.1 \u2014 Scope
21.7.2 \u2014 General requirements
21.7.2.1
21.7.2.2 <\/td>\n<\/tr>\n
355<\/td>\n21.7.2.3
21.7.3 \u2014 Transverse reinforcement
21.7.3.1
21.7.3.2
21.7.3.3
21.7.4 \u2014 Shear strength
21.7.4.1 <\/td>\n<\/tr>\n
356<\/td>\n21.7.4.2 <\/td>\n<\/tr>\n
357<\/td>\n21.7.5 \u2014 Development length of bars in tension
21.7.5.1
21.7.5.2
21.7.5.3
21.7.5.4 <\/td>\n<\/tr>\n
358<\/td>\n21.8 \u2014 Special moment frames constructed using precast concrete
21.8.1 \u2014 Scope
21.8.2
21.8.3 <\/td>\n<\/tr>\n
360<\/td>\n21.8.4
21.9 \u2014 Special structural walls and coupling beams
21.9.1 \u2014 Scope <\/td>\n<\/tr>\n
361<\/td>\n21.9.2 \u2014 Reinforcement
21.9.2.1
21.9.2.2
21.9.2.3
21.9.3 \u2014 Design forces
21.9.4 \u2014 Shear strength
21.9.4.1 <\/td>\n<\/tr>\n
362<\/td>\n21.9.4.2
21.9.4.3
21.9.4.4
21.9.4.5 <\/td>\n<\/tr>\n
363<\/td>\n21.9.5 \u2014 Design for flexure and axial loads
21.9.5.1
21.9.5.2
21.9.6 \u2014 Boundary elements of special structural walls
21.9.6.1
21.9.6.2 <\/td>\n<\/tr>\n
364<\/td>\n21.9.6.3
21.9.6.4 <\/td>\n<\/tr>\n
365<\/td>\n21.9.6.5 <\/td>\n<\/tr>\n
366<\/td>\n21.9.7 \u2014 Coupling beams
21.9.7.1
21.9.7.2
21.9.7.3
21.9.7.4 <\/td>\n<\/tr>\n
368<\/td>\n21.9.8 \u2014 Wall piers
21.9.8.1 <\/td>\n<\/tr>\n
369<\/td>\n21.9.8.2
21.9.9 \u2014 Construction joints
21.9.10 \u2014 Discontinuous walls
21.10 \u2014 Special structural walls constructed using precast concrete
21.10.1 \u2014 Scope
21.10.2
21.10.3 <\/td>\n<\/tr>\n
370<\/td>\n21.11 \u2014 Structural diaphragms and trusses
21.11.1 \u2014 Scope
21.11.2 \u2014 Design forces <\/td>\n<\/tr>\n
371<\/td>\n21.11.3 \u2014 Seismic load path
21.11.3.1
21.11.3.2
21.11.4 \u2014 Cast-in-place composite-topping slab diaphragms <\/td>\n<\/tr>\n
372<\/td>\n21.11.5 \u2014 Cast-in-place topping slab diaphragms
21.11.6 \u2014 Minimum thickness of diaphragms
21.11.7 \u2014 Reinforcement
21.11.7.1
21.11.7.2 <\/td>\n<\/tr>\n
373<\/td>\n21.11.7.3
21.11.7.4
21.11.7.5
21.11.7.6
21.11.8 \u2014 Flexural strength <\/td>\n<\/tr>\n
374<\/td>\n21.11.9 \u2014 Shear strength
21.11.9.1
21.11.9.2
21.11.9.3 <\/td>\n<\/tr>\n
375<\/td>\n21.11.9.4
21.11.10 \u2014 Construction joints
21.11.11 \u2014 Structural trusses
21.11.11.1
21.11.11.2
21.12 \u2014 Foundations
21.12.1 \u2014 Scope
21.12.1.1
21.12.1.2
21.12.2 \u2014 Footings, foundation mats, and pile caps
21.12.2.1
21.12.2.2 <\/td>\n<\/tr>\n
376<\/td>\n21.12.2.3
21.12.2.4
21.12.2.5
21.12.3 \u2014 Grade beams and slabs-on-ground
21.12.3.1
21.12.3.2
21.12.3.3
21.12.3.4
21.12.4 \u2014 Piles, piers, and caissons
21.12.4.1 <\/td>\n<\/tr>\n
377<\/td>\n21.12.4.2
21.12.4.3
21.12.4.4
21.12.4.5
21.12.4.6
21.12.4.7 <\/td>\n<\/tr>\n
378<\/td>\n21.13 \u2014 Members not designated as part of the seismic- force- resisting system
21.13.1 \u2014 Scope
21.13.2
21.13.3
21.13.3.1
21.13.3.2
21.13.3.3
21.13.4 <\/td>\n<\/tr>\n
379<\/td>\n21.13.4.1
21.13.4.2
21.13.4.3
21.13.5
21.13.6 <\/td>\n<\/tr>\n
380<\/td>\n21.13.7 <\/td>\n<\/tr>\n
381<\/td>\nCHAPTER 22 \u2014 STRUCTURAL PLAIN CONCRETE
22.1 \u2014 Scope
22.1.1
22.1.2
22.1.3 <\/td>\n<\/tr>\n
382<\/td>\n22.2 \u2014 Limitations
22.2.1
22.2.2
22.2.3 \u2014 Minimum specified strength
22.2.4 \u2014 Lightweight concrete
22.3 \u2014 Joints
22.3.1 <\/td>\n<\/tr>\n
383<\/td>\n22.3.2
22.4 \u2014 Design method
22.4.1
22.4.2
22.4.3
22.4.4
22.4.5
22.4.6
22.4.7 <\/td>\n<\/tr>\n
384<\/td>\n22.5 \u2014 Strength design
22.5.1
22.5.2
22.5.3
22.5.4 <\/td>\n<\/tr>\n
385<\/td>\n22.5.5
22.6 \u2014 Walls
22.6.1
22.6.2
22.6.3
22.6.4 <\/td>\n<\/tr>\n
386<\/td>\n22.6.5 \u2014 Empirical design method
22.6.5.1
22.6.5.2
22.6.6 \u2014 Limitations
22.6.6.1
22.6.6.2
22.6.6.3
22.6.6.4
22.6.6.5
22.7 \u2014 Footings
22.7.1
22.7.2 <\/td>\n<\/tr>\n
387<\/td>\n22.7.3
22.7.4
22.7.5
22.7.6 \u2014 Shear in plain concrete footings
22.7.6.1
22.7.6.2
22.7.7 <\/td>\n<\/tr>\n
388<\/td>\n22.7.8
22.8 \u2014 Pedestals
22.8.1
22.8.2
22.8.3
22.9 \u2014 Precast members
22.9.1
22.9.2
22.9.3
22.9.4
22.10 \u2014 Plain concrete in earthquake-resisting structures
22.10.1 <\/td>\n<\/tr>\n
391<\/td>\nAPPENDIX A \u2014 STRUT-AND-TIE MODELS
A.1 \u2014 Definitions <\/td>\n<\/tr>\n
398<\/td>\nA.2 \u2014 Strut-and-tie model design procedure
A.2.1
A.2.2
A.2.3 <\/td>\n<\/tr>\n
399<\/td>\nA.2.4
A.2.5 <\/td>\n<\/tr>\n
400<\/td>\nA.2.6
A.3 \u2014 Strength of struts
A.3.1
A.3.2
A.3.2.1
A.3.2.2
A.3.2.3 <\/td>\n<\/tr>\n
401<\/td>\nA.3.2.4
A.3.3
A.3.3.1 <\/td>\n<\/tr>\n
402<\/td>\nA.3.3.2
A.3.4
A.3.5 <\/td>\n<\/tr>\n
403<\/td>\nA.4 \u2014 Strength of ties
A.4.1
A.4.2
A.4.3
A.4.3.1
A.4.3.2
A.4.3.3 <\/td>\n<\/tr>\n
404<\/td>\nA.4.3.4
A.5 \u2014 Strength of nodal zones
A.5.1 <\/td>\n<\/tr>\n
405<\/td>\nA.5.2
A.5.2.1
A.5.2.2
A.5.2.3
A.5.3 <\/td>\n<\/tr>\n
407<\/td>\nAPPENDIX B \u2014 ALTERNATIVE PROVISIONS FOR REINFORCED AND PRESTRESSED CONCRETE FLEXURAL AND COMPRESSION MEMBERS
B.1 \u2014 Scope
B.8.4 \u2014 Redistribution of moments in continuous nonprestressed flexural members
B.8.4.1
B.8.4.2
B.8.4.3 <\/td>\n<\/tr>\n
408<\/td>\nB.10.3 \u2014 General principles and requirements
B.10.3.3 <\/td>\n<\/tr>\n
409<\/td>\nB.18.1 \u2014 Scope
B.18.1.3 <\/td>\n<\/tr>\n
411<\/td>\nB.18.8 \u2014 Limits for reinforcement of flexural members
B.18.8.1
B.18.8.2
B.18.8.3 <\/td>\n<\/tr>\n
412<\/td>\nB.18.10 \u2014 Statically indeterminate structures
B.18.10.1
B.18.10.2
B.18.10.3
B.18.10.4 \u2014 Redistribution of moments in continuous prestressed flexural members
B.18.10.4.1
B.18.10.4.2 <\/td>\n<\/tr>\n
413<\/td>\nB.18.10.4.3 <\/td>\n<\/tr>\n
415<\/td>\nAPPENDIX C \u2014 ALTERNATIVE LOAD AND STRENGTH REDUCTION FACTORS
C.9.1 \u2014 Scope
C.9.2 \u2014 Required strength
C.9.2.1
C.9.2.2
C.9.2.3 <\/td>\n<\/tr>\n
416<\/td>\nC.9.2.4
C.9.2.5
C.9.2.6
C.9.2.7 <\/td>\n<\/tr>\n
417<\/td>\nC.9.3 \u2014 Design strength
C.9.3.1
C.9.3.2
C.9.3.2.1
C.9.3.2.2 <\/td>\n<\/tr>\n
418<\/td>\nC.9.3.2.3
C.9.3.2.4
C.9.3.2.5
C.9.3.2.6 <\/td>\n<\/tr>\n
419<\/td>\nC.9.3.2.7
C.9.3.3
C.9.3.4
C.9.3.5 <\/td>\n<\/tr>\n
421<\/td>\nAPPENDIX D \u2014 ANCHORING TO CONCRETE
D.1 \u2014 Definitions <\/td>\n<\/tr>\n
425<\/td>\nD.2 \u2014 Scope
D.2.1 <\/td>\n<\/tr>\n
426<\/td>\nD.2.2
D.2.3
D.2.4
D.3 \u2014 General requirements
D.3.1 <\/td>\n<\/tr>\n
427<\/td>\nD.3.1.1
D.3.2
D.3.3 \u2014 Seismic design requirements
D.3.3.1 <\/td>\n<\/tr>\n
428<\/td>\nD.3.3.2
D.3.3.3
D.3.3.4 \u2014 Requirements for tensile loading
D.3.3.4.1
D.3.3.4.2 <\/td>\n<\/tr>\n
429<\/td>\nD.3.3.4.3 <\/td>\n<\/tr>\n
430<\/td>\nD.3.3.4.4
D.3.3.4.5 <\/td>\n<\/tr>\n
431<\/td>\nD.3.3.5 \u2014 Requirements for shear loading
D.3.3.5.1
D.3.3.5.2 <\/td>\n<\/tr>\n
432<\/td>\nD.3.3.5.3
D.3.3.5.4
D.3.3.6
D.3.3.7
D.3.4
D.3.5 <\/td>\n<\/tr>\n
433<\/td>\nD.3.6
D.3.7 <\/td>\n<\/tr>\n
434<\/td>\nD.4 \u2014 General requirements for strength of anchors
D.4.1
D.4.1.1 <\/td>\n<\/tr>\n
436<\/td>\nD.4.1.2
D.4.1.3
D.4.2 <\/td>\n<\/tr>\n
437<\/td>\nD.4.2.1 <\/td>\n<\/tr>\n
438<\/td>\nD.4.2.2
D.4.2.3
D.4.3 <\/td>\n<\/tr>\n
439<\/td>\nD.4.4 <\/td>\n<\/tr>\n
440<\/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
441<\/td>\nD.5.2 \u2014 Concrete breakout strength of anchor in tension
D.5.2.1 <\/td>\n<\/tr>\n
442<\/td>\nD.5.2.2 <\/td>\n<\/tr>\n
443<\/td>\nD.5.2.3 <\/td>\n<\/tr>\n
444<\/td>\nD.5.2.4 <\/td>\n<\/tr>\n
445<\/td>\nD.5.2.5
D.5.2.6
D.5.2.7 <\/td>\n<\/tr>\n
446<\/td>\nD.5.2.8
D.5.2.9 <\/td>\n<\/tr>\n
447<\/td>\nD.5.3 \u2014 Pullout strength of cast-in, post-installed expansion and undercut anchors in tension
D.5.3.1
D.5.3.2 <\/td>\n<\/tr>\n
448<\/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 headed anchor in tension
D.5.4.1 <\/td>\n<\/tr>\n
449<\/td>\nD.5.4.2
D.5.5 \u2014 Bond strength of adhesive anchor in tension
D.5.5.1 <\/td>\n<\/tr>\n
450<\/td>\nD.5.5.2 <\/td>\n<\/tr>\n
453<\/td>\nD.5.5.3
D.5.5.4
D.5.5.5 <\/td>\n<\/tr>\n
454<\/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 shear
D.6.2.1 <\/td>\n<\/tr>\n
458<\/td>\nD.6.2.2 <\/td>\n<\/tr>\n
459<\/td>\nD.6.2.3
D.6.2.4 <\/td>\n<\/tr>\n
460<\/td>\nD.6.2.5 <\/td>\n<\/tr>\n
461<\/td>\nD.6.2.6
D.6.2.7 <\/td>\n<\/tr>\n
462<\/td>\nD.6.2.8
D.6.2.9 <\/td>\n<\/tr>\n
464<\/td>\nD.6.3 \u2014 Concrete pryout strength of anchor in shear
D.6.3.1 <\/td>\n<\/tr>\n
465<\/td>\nD. 7 \u2014 Interaction of tensile and shear forces
D.7.1
D.7.2
D.7.3 <\/td>\n<\/tr>\n
466<\/td>\nD.8 \u2014 Required edge distances, spacings, and thicknesses to preclude splitting failure
D.8.1
D.8.2
D.8.3
D.8.4
D.8.5 <\/td>\n<\/tr>\n
467<\/td>\nD.8.6
D.8.7
D.9 \u2014 Installation and inspection of anchors
D.9.1 <\/td>\n<\/tr>\n
468<\/td>\nD.9.2
D.9.2.1 <\/td>\n<\/tr>\n
469<\/td>\nD.9.2.2
D.9.2.3
D.9.2.4 <\/td>\n<\/tr>\n
471<\/td>\nAPPENDIX E \u2014 STEEL REINFORCEMENT INFORMATION
ASTM STANDARD REINFORCING BARS
ASTM STANDARD PRESTRESSING TENDONS <\/td>\n<\/tr>\n
472<\/td>\nWRI STANDARD WIRE REINFORCEMENT* <\/td>\n<\/tr>\n
473<\/td>\nAPPENDIX F \u2014 EQUIVALENCE BETWEEN SI-METRIC, MKS-METRIC, AND U.S. CUSTOMARY UNITS OF NONHOMOGENOUS EQUATIONS IN THE CODE <\/td>\n<\/tr>\n
481<\/td>\nCOMMENTARY REFERENCES
References, Chapter 1
References, Chapter 3 <\/td>\n<\/tr>\n
482<\/td>\nReferences, Chapter 4
References, Chapter 5 <\/td>\n<\/tr>\n
483<\/td>\nReferences, Chapter 6
References, Chapter 7 <\/td>\n<\/tr>\n
484<\/td>\nReferences, Chapter 8
References, Chapter 9 <\/td>\n<\/tr>\n
485<\/td>\nReferences, Chapter 10 <\/td>\n<\/tr>\n
487<\/td>\nReferences, Chapter 11 <\/td>\n<\/tr>\n
489<\/td>\nReferences, Chapter 12 <\/td>\n<\/tr>\n
490<\/td>\nReferences, Chapter 13 <\/td>\n<\/tr>\n
491<\/td>\nReferences, Chapter 14
References, Chapter 15
References, Chapter 16 <\/td>\n<\/tr>\n
492<\/td>\nReferences, Chapter 17 <\/td>\n<\/tr>\n
493<\/td>\nReferences, Chapter 18 <\/td>\n<\/tr>\n
494<\/td>\nReferences, Chapter 19 <\/td>\n<\/tr>\n
495<\/td>\nReferences, Chapter 20
References, Chapter 21 <\/td>\n<\/tr>\n
497<\/td>\nReferences, Appendix A
References, Appendix B <\/td>\n<\/tr>\n
498<\/td>\nReferences, Appendix C
References, Appendix D <\/td>\n<\/tr>\n
501<\/td>\nINDEX <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

318-11: Building Code Requirements for Structural Concrete and 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>\n2011<\/td>\n510<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":195055,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2650],"product_tag":[],"class_list":{"0":"post-195052","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\/195052","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\/195055"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=195052"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=195052"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=195052"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}