{"id":161024,"date":"2024-10-19T09:40:20","date_gmt":"2024-10-19T09:40:20","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/aci-530-530-1-13\/"},"modified":"2024-10-25T01:58:54","modified_gmt":"2024-10-25T01:58:54","slug":"aci-530-530-1-13","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/aci\/aci-530-530-1-13\/","title":{"rendered":"ACI 530 530.1 13"},"content":{"rendered":"

Building Code Requirements and Specification for Masonry Structures contains two standards and their commentaries: Building Code Requirements for Masonry Structures (ACI 530-13) and Specification for Masonry Structures (ACI 530.1-13). These standards are produced through the joint efforts of The Masonry Society (TMS), the American Concrete Institute (ACI), and the Structural Engineering Institute of the American Society of Civil Engineers (SEI\/ASCE) through the Masonry Standards Joint Committee (MSJC). The Code covers the design and construction of masonry structures while the Specification is concerned with minimum construction requirements for masonry in structures. Some of the topics covered in the Code are: definitions, contract documents; quality assurance; materials; placement of embedded items; analysis and design; strength and serviceability; flexural and axial loads; shear; details and development of reinforcement; walls; columns; pilasters; beams and lintels; seismic design requirements; glass unit masonry; veneers; and autoclaved aerated concrete masonry. An empirical design method and a prescriptive method applicable to buildings meeting specific location and construction criteria are also included. The Specification covers subjects such as quality assurance requirements for materials; the placing, bonding and anchoring of masonry; and the placement of grout and of reinforcement. This Specification is meant to be modified and referenced in the Project Manual. The Code is written as a legal document and the Specification as a master specification required by the Code. The commentaries present background details, committee considerations, and research data used to develop the Code and Specification. The Commentaries are not mandatory and are for information of the user only.<\/p>\n

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PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
2<\/td>\nABSTRACT <\/td>\n<\/tr>\n
9<\/td>\n530-13 Building Code Requirements for Masonry Structures
TABLE OF CONTENTS <\/td>\n<\/tr>\n
17<\/td>\nSYNOPSIS <\/td>\n<\/tr>\n
19<\/td>\nPART 1: GENERAL
CHAPTER 1 – GENERAL REQUIREMENTS
1.1 \u2014 Scope
1.1.1 Minimum requirements
1.1.2 Governing building code
1.1.3 SI information <\/td>\n<\/tr>\n
20<\/td>\n1.2 \u2014 Contract documents and calculations
1.2.1
1.2.2 <\/td>\n<\/tr>\n
21<\/td>\n1.2.3
1.2.4 <\/td>\n<\/tr>\n
22<\/td>\n1.3 \u2014 Approval of special systems of design or construction
1.4 \u2014 Standards cited in this Code <\/td>\n<\/tr>\n
25<\/td>\nCHAPTER 2 – NOTATION AND DEFINITIONS
2.1 \u2014 Notation <\/td>\n<\/tr>\n
32<\/td>\n2.2 \u2014 Definitions <\/td>\n<\/tr>\n
43<\/td>\nCHAPTER 3 – QUALITY AND CONSTRUCTION
3.1 \u2014 Quality Assurance program
3.1.1 Level A Quality Assurance <\/td>\n<\/tr>\n
44<\/td>\n3.1.2 Level B Quality Assurance
3.1.2.1
3.1.2.2
3.1.3 Level C Quality Assurance
3.1.4 Procedures <\/td>\n<\/tr>\n
45<\/td>\n3.1.5 Qualifications <\/td>\n<\/tr>\n
49<\/td>\n3.1.6 Acceptance relative to strength requirements
3.1.6.1 Compliance with f ‘m
3.1.6.2 Determination of compressive strength
3.2 \u2014 Construction considerations
3.2.1 Grouting, minimum spaces <\/td>\n<\/tr>\n
50<\/td>\n3.2.2 Embedded conduits, pipes, and sleeves
3.2.2.1
3.2.2.2
3.2.2.3
3.2.2.4 <\/td>\n<\/tr>\n
53<\/td>\nPART 2: DESIGN REQUIREMENTS
CHAPTER 4 – GENERAL ANALYSIS AND DESIGN CONSIDERATIONS
4.1 \u2014 Loading
4.1.1 General
4.1.2 Load provisions
4.1.3 Lateral load resistance
4.1.4 Load transfer at horizontal connections
4.1.4.1
4.1.4.2
4.1.4.3 <\/td>\n<\/tr>\n
54<\/td>\n4.1.5 Other effects
4.1.6 Lateral load distribution
4.1.6.1
4.1.6.2
4.1.6.3 <\/td>\n<\/tr>\n
55<\/td>\n4.2 \u2014 Material properties
4.2.1 General <\/td>\n<\/tr>\n
56<\/td>\n4.2.2 Elastic moduli
4.2.2.1 Steel reinforcement
4.2.2.2 Clay and concrete masonry
4.2.2.2.1
4.2.2.2.2
4.2.2.3 AAC masonry
4.2.2.3.1
4.2.2.3.2
4.2.2.4 Grout <\/td>\n<\/tr>\n
58<\/td>\n4.2.3 Coefficients of thermal expansion
4.2.3.1 Clay masonry
4.2.3.2 Concrete masonry
4.2.3.3 AAC masonry
4.2.4 Coefficient of moisture expansion for clay masonry
4.2.5 Coefficients of shrinkage
4.2.5.1 Concrete masonry
4.2.5.2 AAC masonry
4.2.6 Coefficients of creep
4.2.6.1 Clay masonry
4.2.6.2 Concrete masonry
4.2.6.3 AAC masonry <\/td>\n<\/tr>\n
59<\/td>\n4.2.7 Prestressing steel
4.3 \u2014 Section properties
4.3.1 Stress calculations
4.3.1.1
4.3.1.2 <\/td>\n<\/tr>\n
60<\/td>\n4.3.2 Stiffness <\/td>\n<\/tr>\n
61<\/td>\n4.3.3 Radius of gyration
4.3.4 Bearing area <\/td>\n<\/tr>\n
62<\/td>\n4.4 \u2014 Connection to structural frames <\/td>\n<\/tr>\n
63<\/td>\n4.5 \u2014 Masonry not laid in running bond <\/td>\n<\/tr>\n
65<\/td>\nCHAPTER 5 – STRUCTURAL ELEMENTS
5.1 \u2014 Masonry assemblies
5.1.1 Intersecting walls
5.1.1.1
5.1.1.2 Design of wall intersection
5.1.1.2.1
5.1.1.2.2
5.1.1.2.3
5.1.1.2.4
5.1.1.2.5 <\/td>\n<\/tr>\n
68<\/td>\n5.1.2 Effective compressive width per bar
5.1.2.1
5.1.2.2 <\/td>\n<\/tr>\n
69<\/td>\n5.1.3 Concentrated loads
5.1.3.1
5.1.3.2 <\/td>\n<\/tr>\n
71<\/td>\n5.1.4 Multiwythe masonry elements
5.1.4.1
5.1.4.2 Composite action
5.1.4.2.1
5.1.4.2.2
5.1.4.2.3 <\/td>\n<\/tr>\n
73<\/td>\n5.1.4.3 Non-composite action
5.1.4.3.1
5.1.4.3.2 <\/td>\n<\/tr>\n
75<\/td>\n5.2 \u2014 Beams
5.2.1 General beam design
5.2.1.1 Span length
5.2.1.1.1
5.2.1.1.2
5.2.1.2 Lateral support
5.2.1.3 Bearing length
5.2.1.4 Deflections
5.2.1.4.1 <\/td>\n<\/tr>\n
76<\/td>\n5.2.1.4.2
5.2.1.4.3 <\/td>\n<\/tr>\n
77<\/td>\n5.2.2 Deep beams
5.2.2.1 Effective span length <\/td>\n<\/tr>\n
78<\/td>\n5.2.2.2 Internal lever arm
5.2.2.3 Flexural reinforcement
5.2.2.4 Minimum shear reinforcement <\/td>\n<\/tr>\n
79<\/td>\n5.2.2.5 Total reinforcement
5.3 \u2014 Columns
5.3.1 General column design
5.3.1.1 Dimensional limits
5.3.1.2 Construction
5.3.1.3 Vertical reinforcement <\/td>\n<\/tr>\n
80<\/td>\n5.3.1.4 Lateral ties
5.3.2 Lightly loaded columns <\/td>\n<\/tr>\n
81<\/td>\n5.4 \u2014 Pilasters
5.5 \u2014 Corbels
5.5.1 Load-bearing corbels
5.5.2 Non-load-bearing corbels <\/td>\n<\/tr>\n
85<\/td>\nCHAPTER 6 – REINFORCEMENT, METAL ACCESSORIES, AND ANCHOR BOLTS
6.1 \u2014 Details of reinforcement and metal accessories
6.1.1 Embedment
6.1.2 Size of reinforcement
6.1.2.1
6.1.2.2
6.1.2.3
6.1.3 Placement of reinforcement
6.1.3.1
6.1.3.2
6.1.3.3 <\/td>\n<\/tr>\n
86<\/td>\n6.1.3.4
6.1.3.5
6.1.4 Protection of reinforcement and metal accessories
6.1.4.1 <\/td>\n<\/tr>\n
87<\/td>\n6.1.4.2
6.1.4.3
6.1.5 Standard hooks
6.1.6 Minimum bend diameter for reinforcing bars <\/td>\n<\/tr>\n
89<\/td>\n6.2 \u2014 Anchor bolts
6.2.1 Placement <\/td>\n<\/tr>\n
91<\/td>\n6.2.2 Projected area for axial tension <\/td>\n<\/tr>\n
92<\/td>\n6.2.3 Projected area for shear <\/td>\n<\/tr>\n
94<\/td>\n6.2.4 Effective embedment length for headedanchor bolts
6.2.5 Effective embedment length for bent-baranchor bolts <\/td>\n<\/tr>\n
95<\/td>\n6.2.6 Minimum permissible effective embedmentlength
6.2.7 Anchor bolt edge distance <\/td>\n<\/tr>\n
97<\/td>\nCHAPTER 7 – SEISMIC DESIGN REQUIREMENTS
7.1 \u2014 Scope <\/td>\n<\/tr>\n
98<\/td>\n7.2 \u2014 General analysis
7.2.1 Element interaction
7.2.2 Load path
7.2.3 Anchorage design
7.2.4 Drift limits <\/td>\n<\/tr>\n
100<\/td>\n7.3 \u2014 Element classification
7.3.1 Nonparticipating elements
7.3.2 Participating elements <\/td>\n<\/tr>\n
102<\/td>\n7.3.2.1 Empirical design of masonry shear walls
7.3.2.2 Ordinary plain (unreinforced) masonry shear walls
7.3.2.3 Detailed plain (unreinforced) masonry shear walls
7.3.2.3.1 Minimum reinforcement requirements <\/td>\n<\/tr>\n
103<\/td>\n7.3.2.4 Ordinary reinforced masonry shear walls
7.3.2.5 Intermediate reinforced masonry shear walls
7.3.2.6 Special reinforced masonry shear walls <\/td>\n<\/tr>\n
104<\/td>\n7.3.2.6.1 Shear capacity design
7.3.2.6.1.1 <\/td>\n<\/tr>\n
105<\/td>\n7.3.2.6.1.2
7.3.2.7 Ordinary plain (unreinforced) AAC masonry shear walls
7.3.2.7.1 Anchorage of floor and roof diaphragms in AAC masonry structures
7.3.2.8 Detailed plain (unreinforced) AAC masonry shear walls
7.3.2.8.1 Minimum reinforcement requirements <\/td>\n<\/tr>\n
106<\/td>\n7.3.2.9 Ordinary reinforced AAC masonry shear walls
7.3.2.9.1 Shear capacity design
7.3.2.10 Ordinary plain (unreinforced) prestressed masonry shear walls
7.3.2.11 Intermediate reinforced prestressed masonry shear walls <\/td>\n<\/tr>\n
107<\/td>\n7.3.2.12 Special reinforced prestressed masonry shear walls <\/td>\n<\/tr>\n
108<\/td>\n7.4 \u2014 Seismic Design Category requirements
7.4.1 Seismic Design Category A requirements
7.4.1.1 Design of nonparticipating elements
7.4.1.2 Design of participating elements
7.4.2 Seismic Design Category B requirements
7.4.2.1 Design of participating elements <\/td>\n<\/tr>\n
109<\/td>\n7.4.3 Seismic Design Category C requirements
7.4.3.1 Design of nonparticipating elements
7.4.3.2 Design of participating elements <\/td>\n<\/tr>\n
110<\/td>\n7.4.3.2.1
7.4.3.2.2 Anchorage of floor and roof diaphragms in AAC masonry structures
7.4.3.2.3 Material requirements
7.4.3.2.4 Lateral stiffness
7.4.3.2.5 Design of columns, pilasters, and beams supporting discontinuous elements <\/td>\n<\/tr>\n
111<\/td>\n7.4.4 Seismic Design Category D requirements
7.4.4.1 Design of nonparticipating elements
7.4.4.2 Design of participating elements <\/td>\n<\/tr>\n
112<\/td>\n7.4.4.2.1 Minimum reinforcement for masonry columns
7.4.4.2.2 Material requirements
7.4.4.2.3 Lateral tie anchorage
7.4.5 Seismic Design Categories E and F requirements
7.4.5.1 Minimum reinforcement fo rnonparticipating masonry elements not laid in running bond <\/td>\n<\/tr>\n
113<\/td>\nPART 3: ENGINEERED DESIGN METHODS
CHAPTER 8 – ALLOWABLE STRESS DESIGN OF MASONRY
8.1 \u2014 General
8.1.1 Scope
8.1.2 Design strength <\/td>\n<\/tr>\n
114<\/td>\n8.1.3 Anchor bolts embedded in grout
8.1.3.1 Design requirements
8.1.3.2 Allowable loads determined by test
8.1.3.2.1
8.1.3.2.2
8.1.3.3 Allowable loads determined by calculation for headed and bent-bar anchor bolts
8.1.3.3.1 Allowable axial tensile load of headed and bent-bar anchor bolts
8.1.3.3.1.1 Allowable axial tensile load of headed anchor bolts <\/td>\n<\/tr>\n
115<\/td>\n8.1.3.3.1.2 Allowable axial tensile load of bent-bar anchor bolts
8.1.3.3.2 Allowable shear load of headed and bent-bar anchor bolts
8.1.3.3.3 Combined axial tension and shear <\/td>\n<\/tr>\n
116<\/td>\n8.1.4 Shear stress in multiwythe masonry elements
8.1.4.1
8.1.4.2
8.1.5 Bearing stress <\/td>\n<\/tr>\n
117<\/td>\n8.1.6 Development of reinforcement embedded in grout
8.1.6.1 General
8.1.6.2 Development of wires in tension
8.1.6.3 Development of bars in tension or compression <\/td>\n<\/tr>\n
118<\/td>\n8.1.6.4 Embedment of flexural reinforcement
8.1.6.4.1 General
8.1.6.4.1.1
8.1.6.4.1.2
8.1.6.4.1.3 <\/td>\n<\/tr>\n
120<\/td>\n8.1.6.4.1.4
8.1.6.4.1.5
8.1.6.4.1.6
8.1.6.4.2 Development of positive moment reinforcement
8.1.6.4.3 Development of negative moment reinforcement
8.1.6.4.3.1
8.1.6.4.3.2 <\/td>\n<\/tr>\n
121<\/td>\n8.1.6.5 Hooks
8.1.6.5.1
8.1.6.5.2
8.1.6.6 Development of shear reinforcement
8.1.6.6.1 Bar and wire reinforcement
8.1.6.6.1.1
8.1.6.6.1.2
8.1.6.6.1.3
8.1.6.6.1.4
8.1.6.6.1.5 <\/td>\n<\/tr>\n
122<\/td>\n8.1.6.6.2 Welded wire reinforcement
8.1.6.6.2.1
8.1.6.6.2.2
8.1.6.7 Splices of reinforcement <\/td>\n<\/tr>\n
123<\/td>\n8.1.6.7.1 Lap splices
8.1.6.7.1.1
8.1.6.7.1.2
8.1.6.7.1.3
8.1.6.7.2 Welded splices <\/td>\n<\/tr>\n
125<\/td>\n8.1.6.7.3 Mechanical splices
8.1.6.7.4 End-bearing splices
8.1.6.7.4.1
8.1.6.7.4.2
8.1.6.7.4.3
8.1.6.7.5 Splicing of wires in tension
8.1.6.7.5.1 Lap splices
8.1.6.7.5.2 Welded splices
8.1.6.7.5.3 Mechanical splices <\/td>\n<\/tr>\n
126<\/td>\n8.2 \u2014 Unreinforced masonry
8.2.1 Scope
8.2.2 Design criteria
8.2.3 Design assumptions
8.2.4 Axial compression and flexure
8.2.4.1 Axial and flexural compression <\/td>\n<\/tr>\n
129<\/td>\n8.2.4.2 Flexural tension <\/td>\n<\/tr>\n
132<\/td>\n8.2.5 Axial tension
8.2.6 Shear
8.2.6.1 <\/td>\n<\/tr>\n
133<\/td>\n8.2.6.2
8.2.6.3 <\/td>\n<\/tr>\n
134<\/td>\n8.3 \u2014 Reinforced masonry
8.3.1 Scope
8.3.2 Design assumptions
8.3.3 Steel reinforcement \u2014 Allowable stresses
8.3.3.1
8.3.3.2
8.3.3.3
8.3.4 Axial compression and flexure
8.3.4.1 <\/td>\n<\/tr>\n
135<\/td>\n8.3.4.2 Allowable forces and stresses
8.3.4.2.1
8.3.4.2.2 <\/td>\n<\/tr>\n
136<\/td>\n8.3.4.3 Columns <\/td>\n<\/tr>\n
137<\/td>\n8.3.4.4 Walls
8.3.5 Shear
8.3.5.1
8.3.5.1.1 <\/td>\n<\/tr>\n
138<\/td>\n8.3.5.1.2
8.3.5.1.3
8.3.5.1.4
8.3.5.2 <\/td>\n<\/tr>\n
139<\/td>\n8.3.5.2.1
8.3.5.2.2
8.3.5.3
8.3.5.4 <\/td>\n<\/tr>\n
141<\/td>\nCHAPTER 9 – STRENGTH DESIGN OF MASONRY
9.1 \u2014 General
9.1.1 Scope
9.1.2 Required strength
9.1.3 Design strength
9.1.4 Strength-reduction factors <\/td>\n<\/tr>\n
142<\/td>\n9.1.4.1 Anchor bolts
9.1.4.2 Bearing
9.1.4.3 Combinations of flexure and axial load in unreinforced masonry
9.1.4.4 Combinations of flexure and axial load in reinforced masonry
9.1.4.5 Shear
9.1.5 Deformation requirements
9.1.5.1 Deflection of unreinforced (plain) masonry
9.1.5.2 Deflection of reinforced masonry <\/td>\n<\/tr>\n
143<\/td>\n9.1.6 Anchor bolts embedded in grout
9.1.6.1 Design requirements
9.1.6.2 Nominal strengths determined by test
9.1.6.2.1
9.1.6.2.2
9.1.6.3 Nominal strengths determined by calculation for headed and bent-bar anchor bolts
9.1.6.3.1 Nominal tensile strength of headed and bent-bar anchor bolts <\/td>\n<\/tr>\n
144<\/td>\n9.1.6.3.1.1 Axial tensile strength of headed anchor bolts
9.1.6.3.1.2 Axial tensile strength of bent-bar anchor bolts
9.1.6.3.2 Shear strength of headed and bent-bar anchor bolts <\/td>\n<\/tr>\n
145<\/td>\n9.1.6.3.3 Combined axial tension and shear
9.1.7 Shear strength in multiwythe masonry elements
9.1.7.1
9.1.7.2
9.1.8 Nominal bearing strength
9.1.9 Material properties
9.1.9.1 Compressive strength
9.1.9.1.1 Masonry compressive strength
9.1.9.1.2 Grout compressive strength <\/td>\n<\/tr>\n
146<\/td>\n9.1.9.2 Masonry modulus of rupture <\/td>\n<\/tr>\n
147<\/td>\n9.1.9.3 Reinforcement strengths
9.1.9.3.1 Reinforcement for in-plane flexural tension and flexural tension perpendicular to bed joints
9.1.9.3.2 Reinforcement for in-plane shear and flexural tension parallel to bed joints <\/td>\n<\/tr>\n
148<\/td>\n9.2 \u2014 Unreinforced (plain) masonry
9.2.1 Scope
9.2.2 Design criteria
9.2.3 Design assumptions
9.2.4 Nominal flexural and axial strength
9.2.4.1 Nominal strength
9.2.4.2 Nominal axial strength <\/td>\n<\/tr>\n
149<\/td>\n9.2.4.3 P-Delta effects
9.2.4.3.1
9.2.4.3.2
9.2.4.3.3 <\/td>\n<\/tr>\n
150<\/td>\n9.2.4.3.4
9.2.5 Axial tension <\/td>\n<\/tr>\n
151<\/td>\n9.2.6 Nominal shear strength
9.2.6.1
9.2.6.2 <\/td>\n<\/tr>\n
152<\/td>\n9.3 \u2014 Reinforced masonry
9.3.1 Scope
9.3.2 Design assumptions <\/td>\n<\/tr>\n
153<\/td>\n9.3.3 Reinforcement requirements and details
9.3.3.1 Reinforcement size limitations
9.3.3.2 Standard hooks
9.3.3.3 Development <\/td>\n<\/tr>\n
154<\/td>\n9.3.3.3.1
9.3.3.3.2
9.3.3.3.2.1
9.3.3.3.2.2
9.3.3.3.2.3
9.3.3.3.3 <\/td>\n<\/tr>\n
155<\/td>\n9.3.3.4 Splices <\/td>\n<\/tr>\n
156<\/td>\n9.3.3.5 Maximum area of flexural tensilereinforcement
9.3.3.5.1
9.3.3.5.2
9.3.3.5.3 <\/td>\n<\/tr>\n
157<\/td>\n9.3.3.5.4 <\/td>\n<\/tr>\n
158<\/td>\n9.3.3.6 Bundling of reinforcing bars
9.3.3.7 Joint reinforcement used as shear reinforcement
9.3.4 Design of beams, piers, and columns
9.3.4.1 Nominal strength
9.3.4.1.1 Nominal axial and flexural strength <\/td>\n<\/tr>\n
159<\/td>\n9.3.4.1.2 Nominal shear strength
9.3.4.1.2.1 Nominal masonry shear strength
9.3.4.1.2.2 Nominal shear strength provided by reinforcement <\/td>\n<\/tr>\n
160<\/td>\n9.3.4.2 Beams
9.3.4.2.1
9.3.4.2.2
9.3.4.2.2.1
9.3.4.2.2.2
9.3.4.2.2.3
9.3.4.2.3 Transverse reinforcement <\/td>\n<\/tr>\n
161<\/td>\n9.3.4.2.4 Construction
9.3.4.3 Piers
9.3.4.3.1
9.3.4.3.2 Longitudinal reinforcement
9.3.4.3.3 Dimensional limits <\/td>\n<\/tr>\n
162<\/td>\n9.3.5 Wall design for out-of-plane loads
9.3.5.1 Scope
9.3.5.2 Nominal axial and flexural strength
9.3.5.3 Nominal shear strength
9.3.5.4 P-delta effects
9.3.5.4.1
9.3.5.4.2 <\/td>\n<\/tr>\n
163<\/td>\n9.3.5.4.3 <\/td>\n<\/tr>\n
164<\/td>\n9.3.5.4.4
9.3.5.4.5
9.3.5.5 Deflections
9.3.5.5.1 <\/td>\n<\/tr>\n
165<\/td>\n9.3.5.5.2
9.3.6 Wall design for in-plane loads
9.3.6.1 Scope
9.3.6.2 Reinforcement
9.3.6.3 Flexural and axial strength
9.3.6.4 Shear strength
9.3.6.5 <\/td>\n<\/tr>\n
166<\/td>\n9.3.6.5.1
9.3.6.5.2
9.3.6.5.3 <\/td>\n<\/tr>\n
168<\/td>\n9.3.6.5.4
9.3.6.5.5 <\/td>\n<\/tr>\n
171<\/td>\nCHAPTER 10 – PRESTRESSED MASONRY
10.1 \u2014 General
10.1.1 Scope
10.1.2
10.1.3
10.1.4
10.1.5 <\/td>\n<\/tr>\n
172<\/td>\n10.1.6
10.2 \u2014 Design methods
10.2.1 General
10.2.2 After transfer
10.3 \u2014 Permissible stresses in prestressingtendons
10.3.1 Jacking force
10.3.2 Immediately after transfer
10.3.3 Post-tensioned masonry members <\/td>\n<\/tr>\n
173<\/td>\n10.3.4 Effective prestress <\/td>\n<\/tr>\n
174<\/td>\n10.4 \u2014 Axial compression and flexure
10.4.1 General
10.4.1.1
10.4.1.2
10.4.1.3 <\/td>\n<\/tr>\n
175<\/td>\n10.4.2 Service load requirements
10.4.2.1
10.4.2.2 <\/td>\n<\/tr>\n
176<\/td>\n10.4.3 Strength requirements
10.4.3.1
10.4.3.2
10.4.3.3
10.4.3.4
10.4.3.5
10.4.3.5.1
10.4.3.5.2
10.4.3.5.3 <\/td>\n<\/tr>\n
177<\/td>\n10.4.3.5.4
10.4.3.6
10.4.3.7 Calculation of fps for out-of-plane bending
10.4.3.7.1
10.4.3.7.2
10.4.3.7.3
10.4.3.8 Calculation of fps for shear walls
10.5 \u2014 Axial tension
10.6 \u2014 Shear
10.6.1
10.6.2
10.6.2.1
10.6.2.2 <\/td>\n<\/tr>\n
178<\/td>\n10.7 \u2014 Deflection
10.8 \u2014 Prestressing tendon anchorages, couplers, and end blocks
10.8.1
10.8.2
10.8.3
10.8.4
10.8.4.1
10.8.4.2 <\/td>\n<\/tr>\n
179<\/td>\n10.9 \u2014 Protection of prestressing tendons and accessories
10.9.1
10.9.2
10.9.3
10.10 \u2014 Development of bonded tendons <\/td>\n<\/tr>\n
181<\/td>\nCHAPTER 11 – STRENGTH DESIGN OF AUTOCLAVED AERATED CONCRETE (AAC) MASONRY
11.1 \u2014 General
11.1.1 Scope
11.1.1.1
11.1.1.2
11.1.2 Required strength
11.1.3 Design strength
11.1.4 Strength of joints <\/td>\n<\/tr>\n
182<\/td>\n11.1.5 Strength-reduction factors
11.1.5.1 Anchor bolts
11.1.5.2 Bearing
11.1.5.3 Combinations of flexure and axial load in unreinforced AAC masonry
11.1.5.4 Combinations of flexure and axial load in reinforced AAC masonry
11.1.5.5 Shear
11.1.6 Deformation requirements
11.1.6.1 Deflection of unreinforced (plain) AAC masonry <\/td>\n<\/tr>\n
183<\/td>\n11.1.6.2 Deflection of reinforced AAC masonry
11.1.7 Anchor bolts
11.1.8 Material properties
11.1.8.1 Compressive strength
11.1.8.1.1 Masonry compressive strength
11.1.8.1.2 Grout compressive strength
11.1.8.2 Masonry splitting tensile strength <\/td>\n<\/tr>\n
184<\/td>\n11.1.8.3 Masonry modulus of rupture
11.1.8.4 Masonry direct shear strength
11.1.8.5 Coefficient of friction
11.1.8.6 Reinforcement strength
11.1.9 Nominal bearing strength
11.1.9.1
11.1.9.2 Bearing for simply supported precast floor and roof members on AAC masonry shear walls <\/td>\n<\/tr>\n
185<\/td>\n11.1.10 Corbels <\/td>\n<\/tr>\n
186<\/td>\n11.2 \u2014 Unreinforced (plain) AAC masonry
11.2.1 Scope
11.2.1.1 Strength for resisting loads
11.2.1.2 Strength contribution from reinforcement
11.2.1.3 Design criteria
11.2.2 Flexural strength of unreinforced (plain) AAC masonry members <\/td>\n<\/tr>\n
187<\/td>\n11.2.3 Nominal axial strength of unreinforced (plain) AAC masonry members
11.2.4 Axial tension
11.2.5 Nominal shear strength of unreinforced (plain) AAC masonry members
11.2.6 Flexural cracking <\/td>\n<\/tr>\n
188<\/td>\n11.3 \u2014 Reinforced AAC masonry
11.3.1 Scope
11.3.2 Design assumptions <\/td>\n<\/tr>\n
189<\/td>\n11.3.3 Reinforcement requirements and details
11.3.3.1 Reinforcing bar size limitations
11.3.3.2 Standard hooks
11.3.3.3 Development
11.3.3.3.1 Development of tension and compression reinforcement
11.3.3.3.2 Development of shear reinforcement
11.3.3.3.2.1 <\/td>\n<\/tr>\n
190<\/td>\n11.3.3.3.2.2
11.3.3.4 Splices
11.3.3.5 Maximum reinforcement percentages
11.3.3.6 Bundling of reinforcing bars <\/td>\n<\/tr>\n
191<\/td>\n11.3.4 Design of beams, piers, and columns
11.3.4.1 Nominal strength
11.3.4.1.1 Nominal axial and flexural strength
11.3.4.1.2 Nominal shear strength <\/td>\n<\/tr>\n
192<\/td>\n11.3.4.1.2.1 Nominal masonry shear strength as governed by web-shear cracking
11.3.4.1.2.2 Nominal shear strength as governed by crushing of diagonal compressive strut
11.3.4.1.2.3 Nominal shear strength provided by shear reinforcement <\/td>\n<\/tr>\n
193<\/td>\n11.3.4.1.2.4
11.3.4.2 Beams
11.3.4.2.1
11.3.4.2.2 Longitudinal reinforcement
11.3.4.2.2.1
11.3.4.2.2.2 <\/td>\n<\/tr>\n
194<\/td>\n11.3.4.2.3 Transverse reinforcement
11.3.4.2.4 Construction
11.3.4.2.5 Dimensional limits
11.3.4.3 Piers
11.3.4.3.1
11.3.4.3.2 Longitudinal reinforcement
11.3.4.3.3 Dimensional limits <\/td>\n<\/tr>\n
195<\/td>\n11.3.5 Wall design for out-of-plane loads
11.3.5.1 Scope
11.3.5.2 Maximum reinforcement
11.3.5.3 Nominal axial and flexural strength
11.3.5.4 Nominal shear strength
11.3.5.5 P-delta effects
11.3.5.5.1
11.3.5.5.2 <\/td>\n<\/tr>\n
196<\/td>\n11.3.5.5.3
11.3.5.5.4
11.3.5.5.5 <\/td>\n<\/tr>\n
197<\/td>\n11.3.5.5.6
11.3.5.6 Deflections
11.3.5.6.1
11.3.5.6.2 <\/td>\n<\/tr>\n
198<\/td>\n11.3.6 Wall design for in-plane loads
11.3.6.1 Scope
11.3.6.2 Reinforcement
11.3.6.3 Flexural and axial strength
11.3.6.4 Shear strength
11.3.6.5 Flexural cracking strength
11.3.6.6
11.3.6.6.1
11.3.6.6.2 <\/td>\n<\/tr>\n
199<\/td>\n11.3.6.6.3
11.3.6.6.4 <\/td>\n<\/tr>\n
201<\/td>\nPART 4: PRESCRIPTIVE DESIGN METHODS
CHAPTER 12 – VENEER
12.1 \u2014 General
12.1.1 Scope <\/td>\n<\/tr>\n
203<\/td>\n12.1.1.1
12.1.1.2
12.1.1.3
12.1.2 Design of anchored veneer <\/td>\n<\/tr>\n
205<\/td>\n12.1.3 Design of adhered veneer
12.1.4 Dimension stone
12.1.5 Autoclaved aerated concrete masonry veneer
12.1.6 General design requirements
12.1.6.1
12.1.6.2
12.1.6.3 <\/td>\n<\/tr>\n
206<\/td>\n12.2 \u2014 Anchored veneer
12.2.1 Alternative design of anchored masonry veneer
12.2.2 Prescriptive requirements for anchoredmasonry veneer
12.2.2.1
12.2.2.2
12.2.2.3 Vertical support of anchored masonryveneer
12.2.2.3.1 <\/td>\n<\/tr>\n
207<\/td>\n12.2.2.3.1.1
12.2.2.3.1.2
12.2.2.3.1.3
12.2.2.3.1.4
12.2.2.3.1.5
12.2.2.3.2
12.2.2.3.3
12.2.2.4 Masonry units
12.2.2.5 Anchor requirements
12.2.2.5.1 Corrugated sheet-metal anchors
12.2.2.5.1.1 <\/td>\n<\/tr>\n
208<\/td>\n12.2.2.5.1.2
12.2.2.5.2 Sheet-metal anchors
12.2.2.5.2.1
12.2.2.5.2.2
12.2.2.5.3 Wire anchors
12.2.2.5.3.1
12.2.2.5.3.2
12.2.2.5.4 Joint reinforcement
12.2.2.5.4.1 <\/td>\n<\/tr>\n
209<\/td>\n12.2.2.5.4.2
12.2.2.5.5 Adjustable anchors
12.2.2.5.5.1
12.2.2.5.5.2
12.2.2.5.5.3
12.2.2.5.5.4
12.2.2.5.5.5
12.2.2.5.6 Anchor spacing
12.2.2.5.6.1
12.2.2.5.6.2
12.2.2.5.6.3
12.2.2.5.6.4
12.2.2.5.7 Joint thickness for anchors <\/td>\n<\/tr>\n
210<\/td>\n12.2.2.6 Masonry veneer anchored to wood backing
12.2.2.6.1
12.2.2.6.2
12.2.2.6.3
12.2.2.7 Masonry veneer anchored to steel backing
12.2.2.7.1
12.2.2.7.2
12.2.2.7.3
12.2.2.7.4
12.2.2.8 Masonry veneer anchored to masonry or concrete backing
12.2.2.8.1
12.2.2.8.2
12.2.2.9 Veneer not laid in running bond <\/td>\n<\/tr>\n
211<\/td>\n12.2.2.10 Requirements in seismic areas
12.2.2.10.1 Seismic Design Category C
12.2.2.10.1.1
12.2.2.10.1.2
12.2.2.10.2 Seismic Design Category D
12.2.2.10.2.1
12.2.2.10.2.2
12.2.2.10.2.3
12.2.2.10.3 Seismic Design Categories E and F
12.2.2.10.3.1
12.2.2.10.3.2
12.2.2.11 Requirements in areas of high winds <\/td>\n<\/tr>\n
212<\/td>\n12.3 \u2014 Adhered veneer
12.3.1 Alternative design of adhered masonry veneer
12.3.2 Prescriptive requirements for adhered masonry veneer
12.3.2.1 Unit sizes
12.3.2.2 Wall area limitations
12.3.2.3 Backing <\/td>\n<\/tr>\n
213<\/td>\n12.3.2.4 <\/td>\n<\/tr>\n
215<\/td>\nCHAPTER 13 – GLASS UNIT MASONRY
13.1 \u2014 General
13.1.1 Scope
13.1.1.1
13.1.1.2
13.1.2 General design requirements
13.1.3 Units
13.1.3.1
13.1.3.2
13.1.3.3
13.2 \u2014 Panel size <\/td>\n<\/tr>\n
216<\/td>\n13.2.1 Exterior standard-unit panels <\/td>\n<\/tr>\n
217<\/td>\n13.2.2 Exterior thin-unit panels
13.2.3 Interior panels
13.2.3.1
13.2.3.2 <\/td>\n<\/tr>\n
218<\/td>\n13.2.4 Curved panels
13.3 \u2014 Support
13.3.1 General requirements
13.3.2 Vertical
13.3.2.1
13.3.2.2
13.3.2.3
13.3.3 Lateral
13.3.3.1
13.3.3.2
13.3.3.3
13.3.3.4 <\/td>\n<\/tr>\n
220<\/td>\n13.4 \u2014 Expansion joints
13.5 \u2014 Base surface treatment
13.6 \u2014 Mortar
13.7 \u2014 Reinforcement <\/td>\n<\/tr>\n
221<\/td>\nCHAPTER 14 – MASONRY PARTITION WALLS
14.1 \u2014 General
14.1.1 Scope
14.1.2 Design of partition walls
14.2 \u2014 Prescriptive design of partition walls
14.2.1 General
14.2.1.1
14.2.1.2
14.2.2 Thickness Limitations
14.2.2.1 Minimum thickness
14.2.2.2 Maximum thickness <\/td>\n<\/tr>\n
222<\/td>\n14.2.3 Limitations
14.2.3.1 Vertical loads
14.2.3.2 Lateral loads
14.2.3.3 Seismic Design Category <\/td>\n<\/tr>\n
223<\/td>\n14.2.3.4 Nonparticipating Elements
14.2.3.5 Enclosed Buildings
14.2.3.6 Risk Category IV
14.2.3.7 Masonry not laid in running bond
14.2.3.8 Glass unit masonry
14.2.3.9 AAC masonry
14.2.3.10 Concrete masonry
14.2.3.11 Support <\/td>\n<\/tr>\n
224<\/td>\n14.3 \u2014 Lateral support
14.3.1 Maximum l\/t and h\/t
14.3.2 Openings <\/td>\n<\/tr>\n
226<\/td>\n14.3.3 Cantilever walls
14.3.4 Support elements
14.4 \u2014 Anchorage
14.4.1 General
14.4.2 Intersecting walls
14.4.2.1
14.4.2.2
14.4.2.3
14.5 \u2014 Miscellaneous requirements
14.5.1 Chases and recesses
14.5.2 Lintels
14.5.3 Lap splices <\/td>\n<\/tr>\n
227<\/td>\nPART 5: APPENDICES
APPENDIX A – EMPIRICAL DESIGN OF MASONRY
A.1 \u2014 General
A.1.1 Scope
A.1.1.1
A.1.1.2
A.1.2 Limitations
A.1.2.1 Gravity Loads
A.1.2.2 Seismic <\/td>\n<\/tr>\n
228<\/td>\nA.1.2.3 Wind
A.1.2.4 Buildings and other structures in Risk Category IV
A.1.2.5 Other horizontal loads
A.1.2.6 Glass unit masonry
A.1.2.7 AAC masonry
A.1.2.8 Concrete masonry
A.1.2.9 Support
A.1.2.10 Partition walls <\/td>\n<\/tr>\n
231<\/td>\nA.2 \u2014 Height
A.3 \u2014 Lateral stability
A.3.1 Shear walls
A.3.1.1
A.3.1.2
A.3.2 Roofs <\/td>\n<\/tr>\n
233<\/td>\nA.4 \u2014 Compressive stress requirements
A.4.1 Calculations
A.4.2 Allowable compressive stresses <\/td>\n<\/tr>\n
236<\/td>\nA.5 \u2014 Lateral support
A.5.1 Maximum l\/t and h\/t <\/td>\n<\/tr>\n
237<\/td>\nA.5.2 Cantilever walls
A.5.3 Support elements
A.6 \u2014 Thickness of masonry
A.6.1 General
A.6.2 Minimum thickness
A.6.2.1 Load-bearing walls
A.6.2.2 Rubble stone walls <\/td>\n<\/tr>\n
238<\/td>\nA.6.2.3 Shear walls
A.6.2.4 Foundation walls
A.6.2.5 Foundation piers
A.6.2.6 Parapet walls
A.6.2.7 Partition walls
A.6.2.8 Change in thickness
A.6.3 Foundation walls
A.6.3.1
A.6.3.2
A.6.4 Foundation piers <\/td>\n<\/tr>\n
239<\/td>\nA.7 \u2014 Bond
A.7.1 General
A.7.2 Bonding with masonry headers
A.7.2.1 Solid units
A.7.2.2 Hollow units
A.7.3 Bonding with wall ties or joint reinforcement
A.7.3.1 <\/td>\n<\/tr>\n
240<\/td>\nA.7.3.2
A.7.4 Natural or cast stone
A.7.4.1 Ashlar masonry
A.7.4.2 Rubble stone masonry
A.8 \u2014 Anchorage
A.8.1 General
A.8.2 Intersecting walls
A.8.2.1
A.8.2.2
A.8.2.3
A.8.2.4 <\/td>\n<\/tr>\n
242<\/td>\nA.8.3 Floor and roof anchorage
A.8.3.1
A.8.3.2
A.8.3.3
A.8.3.4
A.8.3.5
A.8.4 Walls adjoining structural framing <\/td>\n<\/tr>\n
243<\/td>\nA.9 \u2014 Miscellaneous requirements
A.9.1 Chases and recesses
A.9.2 Lintels <\/td>\n<\/tr>\n
245<\/td>\nAPPENDIX B – DESIGN OF MASONRY INFILL
B.1 \u2014 General
B.1.1 Scope <\/td>\n<\/tr>\n
246<\/td>\nB.1.2 Required strength
B.1.3 Design strength
B.1.4 Strength-reduction factors
B.1.5 Limitations <\/td>\n<\/tr>\n
247<\/td>\nB.2 \u2014 Non- participating infills
B.2.1 In-plane isolation joints for non-participatinginfills
B.2.1.1
B.2.1.2
B.2.1.3
B.2.2 Design of non-participating infills for out-ofplane oads
B.2.2.1
B.2.2.2
B.2.2.3
B.2.2.4
B.2.2.5 <\/td>\n<\/tr>\n
248<\/td>\nB.3 \u2014 Participating infills
B.3.1 General
B.3.1.1
B.3.1.2
B.3.1.2.1
B.3.1.2.2
B.3.2 In-plane connection requirements for participating infills <\/td>\n<\/tr>\n
249<\/td>\nB.3.3 Out-of-plane connection requirements for participating infills
B.3.3.1
B.3.3.2
B.3.3.3
B.3.4 Design of participating infills for in-plane forces
B.3.4.1
B.3.4.2 <\/td>\n<\/tr>\n
250<\/td>\nB.3.4.3
B.3.5 Design of frame elements with participatingin fills for in-plane loads
B.3.5.1
B.3.5.2
B.3.5.3 <\/td>\n<\/tr>\n
251<\/td>\nB.3.6 Design of participating infills for out-of-plane forces <\/td>\n<\/tr>\n
253<\/td>\nAPPENDIX C – LIMIT DESIGN METHOD
C. General
C.1 Yield mechanism <\/td>\n<\/tr>\n
254<\/td>\nC.2 Mechanism strength
C.3 Mechanism deformation
C.3.1
C.3.2
C.3.3 <\/td>\n<\/tr>\n
255<\/td>\nEQUATION CONVERSIONS <\/td>\n<\/tr>\n
267<\/td>\nCONVERSION OF INCH-POUND UNITS TO SI UNITS
PREFIXES <\/td>\n<\/tr>\n
269<\/td>\nREFERENCES FOR THE CODE COMMENTARY
References, Chapter 1
References, Chapter 2
References, Chapter 4 <\/td>\n<\/tr>\n
270<\/td>\nReferences, Chapter 5 <\/td>\n<\/tr>\n
271<\/td>\nReferences, Chapter 6
References, Chapter 7 <\/td>\n<\/tr>\n
272<\/td>\nReferences, Chapter 8 <\/td>\n<\/tr>\n
275<\/td>\nReferences, Chapter 9 <\/td>\n<\/tr>\n
277<\/td>\nReferences, Chapter 10 <\/td>\n<\/tr>\n
278<\/td>\nReferences, Chapter 11
References, Chapter 12 <\/td>\n<\/tr>\n
279<\/td>\nReferences, Chapter 13 <\/td>\n<\/tr>\n
280<\/td>\nReferences, Appendix A
References, Appendix B <\/td>\n<\/tr>\n
281<\/td>\nReferences, Appendix C <\/td>\n<\/tr>\n
283<\/td>\n530.1-13 Specification for Masonry Structures
TABLE OF CONTENTS <\/td>\n<\/tr>\n
285<\/td>\nSYNOPSIS <\/td>\n<\/tr>\n
287<\/td>\nPREFACE <\/td>\n<\/tr>\n
289<\/td>\nPART 1 \u2014 GENERAL
1.1 \u2014 Summary
1.1 A.
1.1 B.
1.1 C.
1.2 \u2014 Definitions <\/td>\n<\/tr>\n
295<\/td>\n1.3 \u2014 Reference standards <\/td>\n<\/tr>\n
300<\/td>\n1.4 \u2014 System description
1.4 A. Compressive strength requirements
1.4 B. Compressive strength determination
1. Methods for determination of compressive strength <\/td>\n<\/tr>\n
301<\/td>\n2. Unit strength method
a. Clay masonry <\/td>\n<\/tr>\n
303<\/td>\nb. Concrete masonry <\/td>\n<\/tr>\n
306<\/td>\nc. AAC masonry
3. Prism test method <\/td>\n<\/tr>\n
307<\/td>\n4. Testing prisms from constructed masonry
a. Prism sampling and removal
b. Compressive strength calculations
c. Compliance
1.4 C. Adhered veneer requirements <\/td>\n<\/tr>\n
308<\/td>\n1.5 \u2014 Submittals
1.5 A.
1.5 B. <\/td>\n<\/tr>\n
309<\/td>\n1.6 \u2014 Quality assurance
1.6 A. Testing Agency\u2019s services and duties <\/td>\n<\/tr>\n
313<\/td>\n1.6 B. Inspection Agency\u2019s services and duties
1.6 C. Contractor\u2019s services and duties <\/td>\n<\/tr>\n
314<\/td>\n1.6 D. Sample panels
1.6 E. Grout demonstration panel
1.7 \u2014 Delivery, storage, and handling
1.7 A.
1.7 B.
1.7 C.
1.7 D.
1.7 E. <\/td>\n<\/tr>\n
315<\/td>\n1.8 \u2014 Project conditions
1.8 A. Construction loads
1.8 B. Masonry protection
1.8 C. Cold weather construction
1. Do not lay glass unit masonry.
2. Preparation <\/td>\n<\/tr>\n
316<\/td>\n3. Construction <\/td>\n<\/tr>\n
317<\/td>\n4. Protection <\/td>\n<\/tr>\n
318<\/td>\n1.8 D. Hot weather construction
1. Preparation
2. Construction
3. Protection <\/td>\n<\/tr>\n
319<\/td>\nPART 2 \u2014 PRODUCTS
2.1 \u2014 Mortar materials
2.1 A. <\/td>\n<\/tr>\n
321<\/td>\n2.1 B. Glass unit masonry
2.1 C. AAC masonry <\/td>\n<\/tr>\n
322<\/td>\n2.2 \u2014 Grout materials
2.2 A.
2.2 B.
2.2 C. <\/td>\n<\/tr>\n
323<\/td>\n2.3 \u2014 Masonry unit materials
2.3 A. <\/td>\n<\/tr>\n
324<\/td>\n2.3 B. <\/td>\n<\/tr>\n
325<\/td>\n2.3 C.
2.3 D. <\/td>\n<\/tr>\n
326<\/td>\n2.3 E.
2.4 \u2014 Reinforcement, prestressing tendons, and metal accessories
2.4 A. Reinforcing bars <\/td>\n<\/tr>\n
327<\/td>\n2.4 B. Prestressing tendons
2.4 C. Joint reinforcement
2.4 D. Anchors, ties, and accessories <\/td>\n<\/tr>\n
328<\/td>\n2.4 E. Stainless steel
2.4 F. Coatings for corrosion protection <\/td>\n<\/tr>\n
329<\/td>\n2.4 G. Corrosion protection for tendons <\/td>\n<\/tr>\n
332<\/td>\n2.4 H. Prestressing anchorages, couplers, and end blocks <\/td>\n<\/tr>\n
334<\/td>\n2.5 \u2014 Accessories
2.5 A.
2.5 B.
2.5 C. Asphalt emulsion
2.5 D. Masonry cleaner
2.5 E. Joint fillers <\/td>\n<\/tr>\n
337<\/td>\n2.6 \u2014 Mixing
2.6 A. Mortar <\/td>\n<\/tr>\n
338<\/td>\n2.6 B. Grout <\/td>\n<\/tr>\n
339<\/td>\n2.6 C. Thin-bed mortar for AAC
2.7 \u2014 Fabrication
2.7 A. Reinforcement <\/td>\n<\/tr>\n
340<\/td>\n2.7 B. Prefabricated masonry <\/td>\n<\/tr>\n
341<\/td>\nPART 3 \u2014 EXECUTION
3.1 \u2014 Inspection
3.1 A.
3.1 B. <\/td>\n<\/tr>\n
342<\/td>\n3.2 \u2014 Preparation
3.2 A.
3.2 B.
3.2 C. Wetting masonry units
3.2 D. Debris
3.2 E. Reinforcement
3.2 F. Cleanouts <\/td>\n<\/tr>\n
343<\/td>\n3.3 \u2014 Masonry erection
3.3 A. Bond pattern
3.3 B. Placing mortar and units <\/td>\n<\/tr>\n
347<\/td>\n3.3 C. Placing adhered veneer
3.3 D. Embedded items and accessories <\/td>\n<\/tr>\n
348<\/td>\n3.3 E. Bracing of masonry
3.3 F. Site tolerances <\/td>\n<\/tr>\n
350<\/td>\n3.4 \u2014 Reinforcement, tie, and anchor installation
3.4 A. Basic requirements
3.4 B. Reinforcement <\/td>\n<\/tr>\n
356<\/td>\n3.4 C. Wall ties <\/td>\n<\/tr>\n
357<\/td>\n3.4 D. Anchor bolts <\/td>\n<\/tr>\n
358<\/td>\n3.4 E. Veneer anchors <\/td>\n<\/tr>\n
359<\/td>\n3.4 F. Glass unit masonry panel anchors
3.5 \u2014 Grout placement
3.5 A. Placing time
3.5 B. Confinement <\/td>\n<\/tr>\n
360<\/td>\n3.5 C. Grout pour height <\/td>\n<\/tr>\n
361<\/td>\n3.5 D. Grout lift height
3.5 E. Consolidation <\/td>\n<\/tr>\n
362<\/td>\n3.5 F. Grout key
3.5 G. Alternate grout placement
3.5 H. Grouting AAC masonry <\/td>\n<\/tr>\n
363<\/td>\n3.6 \u2014 Prestressing tendon installation and stressing procedure
3.6 A. Site tolerances
3.6 B. Application and measurement of prestressing force <\/td>\n<\/tr>\n
364<\/td>\n3.6 C. Grouting bonded tendons
3.6 D. Burning and welding operations
3.7 \u2014 Field quality control
3.7 A.
3.7 B.
3.8 \u2014 Cleaning <\/td>\n<\/tr>\n
365<\/td>\nFOREWORD TO SPECIFICATION CHECKLISTS <\/td>\n<\/tr>\n
366<\/td>\nMANDATORY REQUIREMENTS CHECKLIST <\/td>\n<\/tr>\n
367<\/td>\nMANDATORY REQUIREMENTS CHECKLIST (Continued) <\/td>\n<\/tr>\n
368<\/td>\nOPTIONAL REQUIREMENTS CHECKLIST <\/td>\n<\/tr>\n
369<\/td>\nREFERENCES FOR THE SPECIFICATION COMMENTARY
References, Part 1 <\/td>\n<\/tr>\n
370<\/td>\nReferences, Part 2 <\/td>\n<\/tr>\n
371<\/td>\nReferences, Part 3 <\/td>\n<\/tr>\n
373<\/td>\nINDEX <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

530\/530.1-13: Building Code Requirements and Specification for Masonry Structures and Companion Commentaries<\/b><\/p>\n\n\n\n\n
Published By<\/td>\nPublication Date<\/td>\nNumber of Pages<\/td>\n<\/tr>\n
ACI<\/b><\/a><\/td>\n2013<\/td>\n388<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":161028,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2650],"product_tag":[],"class_list":{"0":"post-161024","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\/161024","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\/161028"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=161024"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=161024"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=161024"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}