Building Code Requirements and Specification for Masonry Structures

530_5301Specification for Masonry Structures (TMS 602-11/ACI 530.1-11/ASCE 6-11)
and Companion Commentaries
Advancing the knowledge of masonry
The Masonry Society 3970 Broadway, Suite 201-D
Boulder, Co 80304 www.masonrysociety.org
Farmington Hills, MI 48333 www.concrete.org
Structural Engineering Institute of the
American Society of Civil Engineers 1801 Alexander Bell Drive
Reston, VA 20191 www.seinstitute.org
Masonry Standards Joint Committee
Commentaries
The AMERICAN CONCRETE INSTITUTE
Journal of Structural Engineers, Journal of Bridge Engineers Practice Periodical on Structural Design and Construction
Masonry Standards Joint Committee
Subcommittee Corresponding (C) and Consulting (CN) Members3
Additional Recognitions and Credits
TMS Technical Activities Committee
ASCE Codes and Standards Committee
Staff Liaisons
Balloting Assistance
Cover Design
Building Code Requirements for Masonry Structures (TMS 402-11/ACI 530-11/ASCE 5-11)
TABLE OF CONTENTS
CHAPTER 1 — GENERAL DESIGN REQUIREMENTS FOR MASONRY, pg. C-1
C-ii TMS 402-11/ACI 530-11/ASCE 5-11
CHAPTER 2 — ALLOWABLE STRESS DESIGN OF MASONRY, pg. C-77
BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES C-iii
CHAPTER 3 —STRENGTH DESIGN OF MASONRY, pg. C-105
CHAPTER 4 — PRESTRESSED MASONRY, pg. C-133
C-iv TMS 402-11/ACI 530-11/ASCE 5-11
CHAPTER 5 — EMPIRICAL DESIGN OF MASONRY, pg. C-143
l/t h/t
CHAPTER 6 — VENEER, pg. C-157
CHAPTER 7 — GLASS UNIT MASONRY, pg. C-169
C-vi TMS 402-11/ACI 530-11/ASCE 5-11
CHAPTER 8 — STRENGTH DESIGN OF AUTOCLAVED AERATED CONCRETE (AAC) MASONRY, pg. C-175
APPENDIX B — DESIGN OF MASONRY INFILL, pg. C-193
CONVERSION OF INCH-POUND UNITS TO SI UNITS, pg. C-201
REFERENCE FOR THE CODE COMMENTARY, pg. 213
BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES C-vii
Building Code Requirements for Masonry Structures (TMS 402-11/ACI 530-11/ASCE 5-11)
SYNOPSIS
Keywords
BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND COMMENTARY C-1
CHAPTER 1 GENERAL DESIGN REQUIREMENTS FOR MASONRY
CODE COMMENTARY
1.1.2 Governing building code 1.1.2 Governing building code
1.1.3 Design procedures 1.1.3 Design procedures
C-2 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
CODE COMMENTARY
1.2.2 1.2.2
1.2.3 1.2.3
COMMENTARY
Figure CC-1.2-1 — Wall anchorage details
CODE COMMENTARY 1.3 — Approval of special systems of design or construction
1.3 — Approval of special systems of design or construction
CODE COMMENTARY
1.4 — Standards cited in this Code 1.4 — Standards cited in this Code
C-6 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
tinf
t1
CODE COMMENTARY
CODE COMMENTARY
CODE COMMENTARY
CODE COMMENTARY
CODE COMMENTARY
CODE COMMENTARY
CODE COMMENTARY
Backing
Bond beam Bond beam
CODE COMMENTARY
CODE COMMENTARY Deep beam
CODE COMMENTARY
Infill, non-participating
Infill, participating
Inspection, continuous
Inspection, periodic
Load, live
Load, service
Longitudinal reinforcement
Masonry breakout
CODE COMMENTARY
Nominal strength
Running bond
CODE COMMENTARY
Shear wall, intermediate reinforced masonry
Shear wall, intermediate reinforced prestressed masonry
Shear wall, ordinary plain (unreinforced) AAC masonry
Shear wall, ordinary plain (unreinforced) masonry
Shear wall, ordinary plain (unreinforced) prestressed masonry
Shear wall, ordinary reinforced AAC masonry
Shear wall, ordinary reinforced masonry
Shear wall, special reinforced masonry
Shear wall, special reinforced prestressed masonry
Slump flow
CODE COMMENTARY
f AAC
f m
CODE COMMENTARY
CODE COMMENTARY
1.7.4 Load transfer at horizontal connections 1.7.4.1
1.7.4.2
1.7.4.3
1.7.6 Lateral load distribution
CODE COMMENTARY
COMMENTARY
Figure CC-1.7-2 — Shear wall stiffness
d
h
d
d
h
h
CODE COMMENTARY
Es
1.8.2.2.2
CODE COMMENTARY
Em .
mEmE
CODE COMMENTARY
1.8.3.2 Concrete masonry kt
1.8.3.3 AAC masonry kt
1.8.4 Coefficient of moisture expansion for clay masonry ke
1.8.4 Coefficient of moisture expansion for clay masonry
1.8.5 Coefficients of shrinkage 1.8.5.1 Concrete masonry
km sl
1.8.5.2 AAC masonry km cs
cs
1.8.6.2 Concrete masonry kc
1.8.6.3 AAC masonry kc
1.8.6 Coefficients of creep
CODE COMMENTARY
1.9 — Section properties 1.9.1 Stress computations 1.9.1.1
1.9.1.2
E / Ex
Ex /E
Ex /E
CODE COMMENTARY
COMMENTARY
CODE COMMENTARY
1.9.4.2.2
1.9.4.2.3
1.9.4.2.4
1.9.4.2.5
COMMENTARY
Figure CC-1.9-3 — Metal straps and grouting at wall intersections
CODE COMMENTARY
COMMENTARY
Figure CC-1.9-5 — Bearing areas
CODE COMMENTARY
1.9.6.2
b b s b
ss
CODE COMMENTARY
COMMENTARY
C-34 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
1.10 — Connection to structural frames 1.10 —Connection to structural frames
CODE COMMENTARY
1.11 — Masonry not laid in running bond 1.11 — Masonry not laid in running bond
Figure CC-1.11-1 — Running bond masonry
C-36 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
1.12.2 Non-load-bearing corbels
COMMENTARY
Figure CC-1.12-2 – Limits on corbelling in walls with air space
d
h
p
CODE COMMENTARY
1.13.1.1.1
1.13.1.1.2
1.13.1.2 Lateral support —
Figure CC-1.13-1
CODE COMMENTARY
1.13.1.4 Deflections —
CODE COMMENTARY
1.13.2.1 Effective span length — leff
1.13.2.1 Effective span length
v
eff
CODE COMMENTARY
r
h/r
CODE COMMENTARY
1.14.2 Lightly loaded columns 1.14.2 Lightly loaded columns
f’m
COMMENTARY
Figure CC-1.14-1 — Effective height, h, of column, wall, or pilaster
CODE COMMENTARY 1.15 — Pilasters 1.15 — Pilasters
1.16 — Details of reinforcement and metal accessories
1.16 — Details of reinforcement and metal accessories
1.16.1 Embedment 1.16.1 Embedment
1.16.2.2 1.16.2.2
1.16.2.3 1.16.2.3
h h
h h
h h
h h
COMMENTARY
Table CC-1.16.2 — Physical properties of steel reinforcing wire and bars
CODE COMMENTARY
1.16.3.2
1.16.3.3
1.16.3.4
1.16.3.5
1.16.4.2 1.16.4.2
1.16.4.3 1.16.4.3
CODE COMMENTARY
CODE COMMENTARY
Table 1.16.6 — Minimum diameters of bend
Bar size and type Minimum diameter
1.16.6 Minimum bend diameter for reinforcing bars
1.17 — Anchor bolts
Apt
Apt
CODE COMMENTARY
bpt lA
Figure CC-1.17-2 — Anchor bolt clearance requrirements for headed anchor bolts – bent-bars are similar
COMMENTARY
CODE COMMENTARY
Apv,
Apv
COMMENTARY Apt
b bpt
Figure CC-1.17-5 — Calculation of Adjusted Values of Apt (Plan Views)
lb lblb lb
lb lblb lb
lb lblb lb
COMMENTARY
CODE COMMENTARY
lb
lb
Apv
lbe
lbe
Apv
lbe
lbe
VV
COMMENTARY
CODE COMMENTARY
1.17.7 Anchor bolt edge distance
db
db
lb
db
db
lb
CODE COMMENTARY
R
CODE COMMENTARY
1.18.2.4 Drift limits
CODE COMMENTARY
CODE COMMENTARY
R
COMMENTARY TABLE CC-1.18.3.2-1 Requirements for Masonry Shear Walls Based on Shear Wall Designation1
Shear wall Designation Design Methods Reinforcement Requirements Permitted In
CODE COMMENTARY
R
CODE COMMENTARY
R
R
CODE COMMENTARY
R
C-60 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
1.18.3.2.7 Ordinary plain (unreinforced) AAC masonry shear walls —
1.18.3.2.7 Ordinary plain (unreinforced) AAC masonry shear walls
1.18.3.2.7.1 Anchorage of floor and roof diaphragms in AAC masonry structures
1.18.3.2.8 Detailed plain (unreinforced) AAC masonry shear walls —
1.18.3.2.8 Detailed plain (unreinforced) AAC masonry shear walls —
CODE COMMENTARY
1.18.3.2.9.1 Shear capacity design — Vn
Mn Vn
1.18.3.2.10 Ordinary plain (unreinforced) prestressed masonry shear walls —
1.18.3.2.10 Ordinary plain (unreinforced) prestressed masonry shear —
1.18.3.2.11 Intermediate reinforced prestressed masonry shear walls —
bdv
C-62 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
Apsfse Vn
TABLE CC-1.18.3.2-2 2003 IBC Seismic Coefficients for Prestressed Masonry Shear Walls
R o Cd
CODE COMMENTARY
1.18.4.1 Seismic Design Category A requirements —
1.18.4.1 Seismic Design Category A requirements
1.18.4.1.1 Design of nonparticipating elements —
1.18.4.1.2 Design of participating elements —
1.18.4.2 Seismic Design Category B requirements —
1.18.4.2 Seismic Design Category B requirements
1.18.4.3 Seismic Design Category C requirements —
1.18.4.3 Seismic Design Category C requirements
C-64 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
Horizontal reinforcement
Vertical reinforcement
1.18.4.3.2.1 Connections to masonry columns
1.18.4.3.2.1 Connections to masonry columns
CODE COMMENTARY
C-66 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
Exception:
Horizontal reinforcement
Vertical reinforcement
1.18.4.4.2.1 Minimum reinforcement for masonry columns
1.18.4.4.2.1 Minimum reinforcement for masonry columns
CODE COMMENTARY
1.18.4.5.1 Minimum reinforcement for nonparticipating masonry elements not laid in running bond
1.18.4.5 Seismic Design Categories E and F requirements
1.19 — Quality Assurance program 1.19 — Quality Assurance program
C-68 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
1.19.1 Level A Quality Assurance 1.19.1 Level A Quality Assurance
1.19.2 Level B Quality Assurance 1.19.2.1
1.19.2.2
1.19.3 Level C Quality Assurance 1.19.3 Level C Quality Assurance
1.19.4 Procedures 1.19.4 Procedures
CODE COMMENTARY
MINIMUM INSPECTION
Table 1.19.2 — Level B Quality Assurance MINIMUM TESTS
f 'm f 'AAC
Inspection Task Frequency (a) Reference for Criteria
C-72 TMS 402-11/ACI 530-11/ASCE 5-11
Table 1.19.3 — Level C Quality Assurance MINIMUM TESTS
f 'm f 'AAC
CODE COMMENTARY
1.19.6 Acceptance relative to strength requirements 1.19.6.1 Compliance with f 'm
f 'm 1.19.6.2 Determination of compressive strength
1.19.6 Acceptance relative to strength requirements
f m
f m
f m
C-74 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
1.20.2 Embedded conduits, pipes, and sleeves 1.20.2 Embedded conduits, pipes, and sleeves
1.20.2.1 1.20.2.1
Table 1.20.1 — Grout space requirements
Grout type1 Maximum grout pour height,
ft (m)
in. (mm)
Minimum clear grout space dimensions for grouting cells of hollow units,3,4, 5
in. x in. (mm x mm)
COMMENTARY
CHAPTER 2 ALLOWABLE STRESS DESIGN OF MASONRY
CODE COMMENTARY
f 'm
2.1.4 Anchor bolts embedded in grout
C-78 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
2.1.4.2.2
2.1.4.3 Allowable loads determined by calculation for headed and bent-bar anchor bolts —
2.1.4.3.1 Allowable axial tensile load of headed and bent-bar anchor bolts —
2.1.4.3.1.1 Allowable axial tensile load of headed anchor bolts
Ba
mptab fAB
ybas fAB
2.1.4.3.1 Allowable axial tensile load of headed and bent-bar anchor bolts —
2.1.4.3.1.2 Allowable axial tensile load of bent-bar anchor bolts
Ba
2.1.4.3.1.2 Allowable axial tensile load of bent-bar anchor bolts
2.1.4.3.2 Allowable shear load of headed and bent-bar anchor bolts Bv,
mpvvb fAB
bmvc AfB
2.1.4.3.2 Allowable shear load of headed and bent-bar anchor bolts
CODE COMMENTARY
mptabvpry fABB
ybvs fAB
v
v
a
a
2.1.5.2 Composite action
CODE COMMENTARY
Figure CC-2.1-1 — Stress distribution in multiwythe walls of composite masonry
COMMENTARY
CODE COMMENTARY
CODE COMMENTARY
Abr .
Figure CC-2.1-3 — Stress distribution in multiwythe walls of non-composite masonry
COMMENTARY
CODE COMMENTARY 2.1.7 Development of reinforcement embedded in grout 2.1.7.1 General
2.1.7 Development of reinforcement embedded in grout 2.1.7.1 General
2.1.7.2 Development of wires in tension
sbd Fdl
u
ld = db Fs
C-84 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
2.1.7.4.1 General 2.1.7.4.1.1
COMMENTARY
Figure CC-2.1-5 — Development of flexural reinforcement in a typical continuous beam
Figure CC-2.1-6 — Development of flexural reinforcement in a typical wall
ld
ld
CODE COMMENTARY
2.1.7.4.1.4 ld
2.1.7.4.1.5
Fs
2.1.7.4.3.1
2.1.7.4.3.2
ld
CODE COMMENTARY
2.1.7.6 Development of shear reinforcement 2.1.7.6.1 Bar and wire reinforcement
2.1.7.6.1.1 d
2.1.7.6 Development of shear reinforcement 2.1.7.6.1 Bar and wire reinforcement
2.1.7.6.1.1
2.1.7.6.1.2
ld
d
Figure CC-2.1-7 — Anchorage of U-stirrups (deformed reinforcing bars and deformed wire)
ld ldld ld
CODE COMMENTARY
d
db
2.1.7.6.2.2
2.1.7.7.1 Lap splices 2.1.7.7.1.1
CODE COMMENTARY
2.1.7.7.4 End-bearing splices 2.1.7.7.4.1
CODE COMMENTARY
2.2.2 Stresses in reinforcement 2.2.2 Stresses in reinforcement
2.2.3 Axial compression and flexure 2.2.3.1
b
b
a
fa Fa fa /Fa
CODE COMMENTARY
P Pe
e Pe
CODE COMMENTARY
r t
r e
h IE
Em f m t h/r
mmb fff
r hl
h r
h r
h t
r hl
h r
h r
h r
h t
h t
CODE COMMENTARY
C-94 TMS 402-11/ACI 530-11/ASCE 5-11
Table 2.2.3.2 — Allowable flexural tensile stresses for clay and concrete masonry, psi (kPa)
Direction of flexural tensile stress and masonry type
Mortar types
Masonry cement or air entrained portland cement/lime
M or S N M or S N
CODE COMMENTARY
CODE COMMENTARY
Figure CC-2.2-2 — Continuous grout sections parallel to the bed joints
C-96 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
2.2.5 Shear 2.2.5 Shear
CODE COMMENTARY
2.3.2 Design assumptions 2.3.2 Design assumptions
2.3.3 Steel reinforcement — Allowable stresses 2.3.3.1
2.3.3 Steel reinforcement — Allowable stresses
2.3.3.2
2.3.3.3
2.3.4 Axial compression and flexure 2.3.4 Axial compression and flexure
2.3.4.1 2.3.4.1
2.3.4.2 Allowable forces and stresses 2.3.4.2 Allowable forces and stresses
C-98 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
CODE COMMENTARY
Figure CC-2.3-2 — Minimum design eccentricity in columns
(fy /f'm )
Clay CMU
( / bal )clay
bal )CMU
CODE COMMENTARY
bd
2.3.5 Axial tension and flexural tension 2.3.5 Axial tension and flexural tension
2.3.6 Shear 2.3.6 Shear
CODE COMMENTARY
vsvmv FFF
CODE COMMENTARY
fv Fvm
fv Fv
COMMENTARY
Figure CC-2.3-4(a) — Illustration of design section that is subjected to tension
Figure CC-2.3-4(b) — Illustration of design section that is not subjected to tension
M P
CHAPTER 3 STRENGTH DESIGN OF MASONRY
CODE COMMENTARY
3.1.4.2 Bearing 3.1.4.2 Bearing
3.1.4.3 Combinations of flexure and axial load in unreinforced masonry
3.1.4.3 Combinations of flexure and axial load in unreinforced masonry
C-106 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
3.1.4.4 Combinations of flexure and axial load in reinforced masonry
3.1.4.4 Combinations of flexure and axial load in reinforced masonry
3.1.4.5 Shear 3.1.4.5 Shear
masonry
masonry —
3.1.5.2 Deflection of reinforced masonry 3.1.5.2 Deflection of reinforced masonry Ieff Ig
3.1.6 Anchor bolts embedded in grout 3.1.6 Anchor bolts embedded in grout
3.1.6.1 Design requirements 3.1.6.1 Design requirements
3.1.6.2 Nominal strengths determined by test 3.1.6.2.1
3.1.6.2.2
CODE COMMENTARY
3.1.6.3 Nominal strengths determined by calculation for headed and bent-bar anchor bolts
3.1.6.3 Nominal strength determined by calculation for headed and bent-bar anchor bolts
3.1.6.3.1 Nominal tensile strength of headed and bent-bar anchor bolts
3.1.6.3.1 Nominal tensile strength of headed and bent-bar anchor bolts
3.1.6.3.1.1 Axial tensile strength of headed anchor bolts Ban
Ban
Ban
Ban
C-108 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
3.1.6.3.2 Shear strength of headed and bent-bar anchor bolts — Bvn
Bvn
3.1.6.3.3 Combined axial tension and shear
vn
vf
an
af
3.1.7 Nominal bearing strength
3.1.8.1 Compressive strength 3.1.8.1.1 Masonry compressive strength
f m
f m
3.1.8.1.2 Grout compressive strength
f 'g f 'm
CODE COMMENTARY
3.1.8.2 Masonry modulus of rupture
3.1.8.3 Reinforcement strength
Mortar types
Masonry cement or air entrained portland cement/lime
M or S N M or S N
C-110 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
3.2.1.1 Strength for resisting loads 3.2.1.1 Strength for resisting loads
3.2.1.2 Strength contribution from reinforcement
3.2.1.3 Design criteria 3.2.1.3 Design criteria
3.2.2 Flexural and axial strength of unreinforced (plain) masonry members
3.2.2.1 Design assumptions
3.2.2 Flexure and axial strength of unreinforced (plain) masonry members
3.2.2.1 Design assumptions
3.2.2.2 Nominal strength
h/r
COMMENTARY
CODE COMMENTARY
P-
eulerk
u
m
Compression controlled: Compression stress does not exceed 0.80 f m
Tension controlled: Tension stress does not exceed modulus of rupture, Table 3.1.8.2
Moment Strength
Compression controlled: Compression stress does not exceed 0.80 f m
Tension controlled: Tension stress does not exceed modulus of rupture, Table 3.1.8.2
C-112 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
3.2.2.4.4 rh
h rfA
h rAf
h rAE
COMMENTARY
CODE COMMENTARY
3.2.4 Nominal shear strength Vn
mn fA
h/r
CODE COMMENTARY
3.3.2 Design assumptions
CODE COMMENTARY
CODE COMMENTARY
ld ld
COMMENTARY
CODE COMMENTARY
Ab fy
clmtbyb s
cfdfA l
0
10,000
20,000
30,000
40,000
50,000
60,000
70,000
80,000
90,000
100,000
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 100,000 Predicted Capacity (lb)
WSU CPAR NCMA I NCMA II NCMA III NCMA IV Linear (Best Fit)
Predicted Capacity = -17624.0 + 305.3 ls + 25204.3 db 2 + 321.7 (fmt)1/2 + 3331.7 ccl
Multiple Linear Regression of Splice Capacities
0
10,000
20,000
30,000
40,000
50,000
60,000
70,000
80,000
90,000
100,000
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 100,000 Predicted Capacity (lb)
WSU CPAR NCMA I NCMA II NCMA III NCMA IV Linear (Best Fit)
Predicted Capacity = -17624.0 + 305.3 ls + 25204.3 db 2 + 321.7 (fmt)1/2 + 3331.7 ccl
C-118 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
3.3.3.5.1 Mu Vudv
R
Cd
Cd
Cd
y
CODE COMMENTARY
As
syymumuy
ymu
CODE COMMENTARY
3.3.3.6 Bundling of reinforcing bars 3.3.3.6 Bundling of reinforcing bars
CODE COMMENTARY
3.3.4 Design of beams, piers, and columns 3.3.4 Design of beams, piers, and columns
3.3.4.1 Nominal strength 3.3.4.1.1 Nominal axial and flexural
strength Pn Mn
strength
nsnmn VVV
3.3.4.1.2.1 Nominal masonry shear strength
C-122 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
umnv vu
Vns
3.3.4.2 Beams 3.3.4.2 Beams
3.3.4.2.1 An f 'm
CODE COMMENTARY
3.3.4.3 Piers 3.3.4.3.1
An f 'm
3.3.4.3 Piers 3.3.4.3.1
3.3.4.3.2 Longitudinal reinforcement
C-124 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
3.3.5.2 Moment and deflection calculations 3.3.5.2 Moment and deflection calculations
3.3.5.3 Walls with factored axial stress of 0.20 f 'm or less
m g
.
3.3.5.3 Walls with factored axial stress of 0.20 f m or less
h/t
Mn
CODE COMMENTARY
sp ys
sp ysun
t dfA
at fAPM
bf PfA
a m
CODE COMMENTARY
tsp d)
3.3.6.2 Reinforcement
3.3.6.4 Shear strength
3.3.6.5 3.3.6.5
CODE COMMENTARY
COMMENTARY
Figure CC-3.3-4 Strain distribution at critical section
CODE COMMENTARY
INELASTIC CURVATURE & DISPLACEMENT
INELASTIC CURVATURE & DISPLACEMENT
CODE COMMENTARY
Pu Mu
mm
mu
CODE COMMENTARY
CODE COMMENTARY
CHAPTER 4 PRESTRESSED MASONRY
CODE COMMENTARY
4.2.2 After transfer
4.3 — Permissible stresses in prestressing tendons 4.3 — Permissible stresses in prestressing tendons
4.3.1 Jacking force
CODE COMMENTARY
CODE COMMENTARY
4.4.1.2 Fa Fb
f mi
CODE COMMENTARY
Pps P
CODE COMMENTARY
4.4.3.5.1 a fps
CODE COMMENTARY
4.4.3.7.1 fps
fpy fps fse
4.6 — Shear 4.6.1
CODE COMMENTARY
4.6.2.2 Vns
4.8.1
4.8.2
4.8.3
4.9 — Protection of prestressing tendons and accessories
4.9.1
4.9.2
CODE COMMENTARY
4.10 — Development of bonded tendons 4.10 — Development of bonded tendons
C-142 TMS 402-11/ACI 530-11/ASCE 5-11
CHAPTER 5 EMPIRICAL DESIGN OF MASONRY
CODE COMMENTARY
5.1.2.2 Seismic
5.1 — General
5.1.2.3 Wind
5.1.2.5 Other horizontal loads
5.1.2.6 Glass unit masonry —
C-144 TMS 402-11/ACI 530-11/ASCE 5-11
Table 5.1.1 Limitations based on building height and basic wind speed
Element Description Building Height, ft (m)
Basic Wind Speed, mph (mps)1
COMMENTARY
Figure CC-5.1-1 - Area for gravity loads applied to foundation piers
Width, W
W/3
T/3
T/3
T/3
CODE COMMENTARY
5.3.1.1
5.3.1.2
Floor or roof diaphragm construction Maximum length-to-width ratio of diaphragm panel
C-146 TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
Minimum Cumulative Shear Wall Length Along Each Plane = 0.2 x Long Dimension
Min. l = 0.2(50.67') = 10.13' (3.09 m)
Wall line 1: l = (24.67 + 7.33) = 32.0´ > 10.13´ OK l = (7.52 m + 2.23 m) = 9.75 m > 3.09 m OK
Wall line 2: l = (6.0´ + 6.0´ + 6.0´ + 6.0') = 24.0´ > 10.13´ OK l = (1.83 m + 1.83 m + 1.83 m + 1.83 m) = 7.32 m > 3.09 m OK
Wall line A: Note, 5'-4"(1.62 m) wall segments not included as they are less than ½ of 12' (3.66 m) wall height l = (6.67´ + 6.67´) = 13.33´ > 10.13´ OK l = (2.03 m + 2.03 m) = 4.06 m > 3.09 m OK
Wall line B: l = (6.67´ + 6.67´ + 6.67´ + 6.67') = 26.67´ > 10.13´ OK l = (2.03 m + 2.03 m + 2.03 m + 2.03 m) = 8.13 m > 3.09 m OK
Figure CC-5.3-1 — Cumulative length of shear walls
x
y
1 2
6’ – 8” 8’ – 0” 6’ – 8”6’ – 8” 8’ – 0”6’ – 8” 8’ – 0”
6’ – 8” 8’ – 0” 6’ – 8” 8’ – 0” 5’ – 4” 10’ – 8” 5’ – 4”
50’ – 8”
Three Bay Automotive Garage Plan 12 “ (205 mm) Composite Masonry Walls
Wall Height = 12’ (3.7 m)
x
y
1 2
6’ – 8” 8’ – 0” 6’ – 8”6’ – 8” 8’ – 0”6’ – 8” 8’ – 0”6’ – 8” 8’ – 0”6’ – 8” 8’ – 0”
6’ – 8” 8’ – 0”6’ – 8” 8’ – 0” 6’ – 8” 8’ – 0”6’ – 8” 8’ – 0” 5’ – 4” 10’ – 8” 5’ – 4”
50’ – 8”
Three Bay Automotive Garage Plan 12 “ (205 mm) Composite Masonry Walls
Wall Height = 12’ (3.7 m)
COMMENTARY
Diaphragm Panel Length = Dimension perpendicular to the resisting shear wall
Diaphragm Panel Width = Dimension parallel to the resisting shear wall
For example:
For Shear Walls A and B, the diaphragm panel length to width ratio is X1/Y
For Shear Walls D and F, the diaphragm panel length to width ratio is Y/X1
Note: Shear walls should be placed on all four sides of the diaphragm panel or the resulting torsion should be accounted for.
Figure CC-5.3-2 — Diaphragm panel length to width ratio determination for shear wall spacing
CODE COMMENTARY
5.4.2 Allowable compressive stresses
5.4 — Compressive stress requirements
X1 X2
X1 X2
Table 5.4.2 — Allowable compressive stresses for empirical design of masonry
Construction; compressive strength of masonry unit, gross area, psi (MPa)
Allowable compressive stresses1 based on gross cross-sectional area,
psi (MPa)
Type N mortar
Table 5.4.2 (continued) — Allowable compressive stresses for empirical design of masonry
Construction; compressive strength of masonry unit, gross area, psi (MPa)
Allowable compressive stresses1 based on gross cross-sectional area,
psi (MPa) Type M or S
mortar Type N mortar
CODE COMMENTARY
l/t h/t
l/t h/t
ST WW
5.5 — Lateral support
Table 5.5.1 — Wall lateral support requirements Construction Maximum l/t or h/t
WS WT WS WT
CODE COMMENTARY
5.6.2.2 Rubble stone walls
CODE COMMENTARY
h/t
thickness, in. (mm) Maximum depth of
unbalanced backfill, ft (m)
CODE COMMENTARY
5.7.2.2 Hollow units
5.7.3.2
COMMENTARY
Header (4% of wall area)
Header
a. Solid Units b. Solid Units
Lapping with Units at Least 3 in. (76.2 mm) over Units Below
Header
a. Solid Units b. Solid Units
c. Hollow Units d. Hollow Units
Header Course
Header Course
Lapping with Unit at Least 50% Greater than Units Below
Lapping with Units
Header Course
Header Course
Lapping with Unit at Least 50% Greater than Units Below
Lapping with Units
CODE COMMENTARY
5.7.4.2 Rubble stone masonry —
5.8 — Anchorage 5.8.1 General
5.8.3.1
CODE COMMENTARY
5.9 — Miscellaneous requirements 5.9.1 Chases and recesses
5.9.2 Lintels
CHAPTER 6 VENEER
Steel Studs
Exterior-grade Sheathing
Foundation Flashing
Steel Studs
Exterior-grade Sheathing
C-158 TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
6.1.2 Design of anchored veneer 6.1.2 Design of anchored veneer
Concrete Masonry Wall
Type S Mortar
Veneer Unit with Neat Portland Cement Paste
Type S Mortar Applied to Unit 3/8 to 1-1/2 in. (9.5 to 38.1 mm)
Concrete Masonry Wall
Type S Mortar
Veneer Unit with Neat Portland Cement Paste
Type S Mortar Applied to Unit 3/8 to 1-1/2 in. (9.5 to 38.1 mm)
CODE COMMENTARY
CODE COMMENTARY
6.1.3 Design of adhered veneer 6.1.3 Design of adhered veneer
6.1.4 Dimension stone 6.1.4 Dimension stone
6.1.5 Autoclaved aerated concrete masonry veneer 6.1.5 Autoclaved aerated concrete masonry veneer
6.1.6 General design requirements
CODE COMMENTARY
6.2 — Anchored veneer 6.2.1 Alternative design of anchored masonry veneer
6.2 — Anchored veneer 6.2.1 Alternative design of anchored masonry veneer
6.2.2 Prescriptive requirements for anchored masonry veneer
6.2.2 Prescriptive requirements for anchored masonry veneer
6.2.2.1
qz
6.2.2.1
6.2.2.2
6.2.2.3.1
6.2.2.3.1.1
6.2.2.3.1.2
C-162 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
Height at plate, ft (m) Height at gable, ft (m)
6.2.2.3.1.3
6.2.2.3.1.4
6.2.2.3.1.5
l
6.2.2.3.2
6.2.2.3.3
6.2.2.5 Anchor requirements —
CODE COMMENTARY
CODE COMMENTARY
6.2.2.6 Masonry veneer anchored to wood backing
6.2.2.6.1
6.2.2.6.2
CODE COMMENTARY
6.2.2.7.2
6.2.2.7.3
6.2.2.7.4
6.2.2.8 Masonry veneer anchored to masonry or concrete backing
6.2.2.8.1
6.2.2.8.2
6.2.2.8 Masonry veneer anchored to masonry or concrete backing —
6.2.2.9 Veneer not laid in running bond 6.2.2.9 Veneer not laid in running bond —
6.2.2.10 Requirements in seismic areas 6.2.2.10.1 Seismic Design Category C 6.2.2.10.1.1
6.2.2.10.1.2
6.2.2.10 Requirements in seismic areas —
C-166 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
6.2.2.10.3.2
6.2.2.10.3.3
qz
CODE COMMENTARY
6.3 — Adhered veneer 6.3.1 Alternative design of adhered masonry veneer
6.3 — Adhered veneer 6.3.1 Alternative design of adhered masonry veneer
6.3.2 Prescriptive requirements for adhered masonry veneer
6.3.2 Prescriptive requirements for adhered masonry veneer
6.3.2.1 Unit sizes 6.3.2.1 Unit sizes —
6.3.2.2 Wall area limitations 6.3.2.2 Wall area limitations
6.3.2.3 Backing 6.3.2.3 Backing
CODE COMMENTARY
CHAPTER 7 GLASS UNIT MASONRY
CODE COMMENTARY
7.2.1 Exterior standard-unit panels 7.2.1 Exterior standard-unit panels
C-170 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
Figure 7.2-1 — Factored design wind pressure for glass unit masonry
0
COMMENTARY
Example of how to use wind-load resistance curve: If using a factored strength level design wind pressure of 32 psf (1,532 Pa), divide this by 1.6 to give 20 psf (958 Pa), then multiply by a safety factor of 2.7. Locate 54 psf (2,586 Pa) wind pressure (on vertical axis), read across to curve and read corresponding 144 -ft2 (13.37-m2) maximum area per panel (on horizontal axis).
Figure CC-7.2-1 — Glass masonry ultimate wind load resistance
CODE COMMENTARY
7.2.3 Interior panels 7.2.3.1
10’ x 10’ 14’ x 7’ -4”
12’ x 12’
10’ x 20’
16’ x 16’
5’ x 10’
11.1 140 13.0
Area of Panel, ft2 (m2)
10’ x 10’ 14’ x 7’ -4”
12’ x 12’
10’ x 20’
16’ x 16’
CODE COMMENTARY
7.3.2 Vertical 7.3.2.1
COMMENTARY
Sealant (both sides)
Expansion Strip
Expansion strip
16 in. (406 mm) o. c. max. spacing at head and jamb
Panel Reinforcement at 16 in. o. c. (406 mm) Maximum Spacing
Asphalt Emulsion
Panel Anchor with 12-in. (305-mm) Minimum Embedment into Mortar Joint
Two fasteners per Panel Anchor
Expansion Strip
Expansion strip
16 in. (406 mm) o. c. max. spacing at head and jamb
Panel Reinforcement at 16 in. o. c. (406 mm) Maximum Spacing
Asphalt Emulsion
Panel Anchor with 12-in. (305-mm) Minimum Embedment into Mortar Joint
Expansion strip
Channel fastener
Asphalt emulsion
Expansion strip Recess unit 1 in. (25.4 mm) Minimum into Restraint
Packing and Sealant (Both Sides)
Joint Reinforcement at 16 in. (406 mm) Maximum Spacing
Channel-type Restraint
Expansion strip
Channel fastener
Asphalt emulsion
Expansion strip Recess unit 1 in. (25.4 mm) Minimum into Restraint
Joint Reinforcement at 16 in. (406 mm) Maximum Spacing
Channel-type Restraint
CODE COMMENTARY
7.5 — Base surface treatment 7.5 — Base surface treatment
7.6 — Mortar
7.7 — Reinforcement
MASONRY
C-176 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
8.1.5.2 Bearing 8.1.5.2 Bearing
8.1.5.3 Combinations of flexure and axial load in unreinforced AAC masonry
8.1.5.3 Combinations of flexure and axial load in unreinforced AAC masonry
8.1.5.4 Combinations of flexure and axial load in reinforced AAC masonry
8.1.5.4 Combinations of flexure and axial load in reinforced AAC masonry
8.1.5.5 Shear 8.1.5.5 Shear
masonry
masonry
CODE COMMENTARY
8.1.6.2 Deflection of reinforced AAC masonry 8.1.6.2 Deflection of reinforced AAC masonry Ieff Ig
gn a
cr cr
8.1.8.1.1 Masonry compressive strength
8.1.8.1.1 Masonry compressive strength
8.1.8.1.2 Grout compressive strength
AACAACt ff
8.1.8.3 Masonry modulus of rupture frAAC
ftAAC
CODE COMMENTARY
AACv ff
8.1.8.5 Coefficient of friction 8.1.8.5 Coefficient of friction —
8.1.8.6 Reinforcement strength
f AAC Abr
8.1.9 Nominal bearing strength 8.1.9.1
8.1.9.2 Bearing for simply supported precast floor and roof members on AAC masonry shear walls
8.1.9.2 Bearing for simply supported precast floor and roof members on AAC shear walls
COMMENTARY
Figure CC-8.1-1 Critical section at bearing of AAC floor or roof panel on AAC wall
CODE COMMENTARY
8.2.1.1 Strength for resisting loads
8.2.1.3 Design criteria
8.2 —Unreinforced (plain) AAC masonry
AAC floor or roof panel
AAC wall
Critical section
45o angle
AAC wall
Critical section
45o angle
CODE COMMENTARY
f AAC
8.2.3 Nominal axial strength of unreinforced (plain) AAC masonry members
Pn
h/r
8.2.5 Nominal shear strength of unreinforced (plain) AAC masonry members
VnAAC
CODE COMMENTARY
8.3.1 Scope
8.3.3 Reinforcement requirements and details 8.3.3.1 Reinforcing bar size limitations
8.3.3 Reinforcement requirements and details 8.3.3.1 Reinforcing bar size limitations
C-182 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
compression reinforcement
f m
f g
8.3.3.3.2.1
ld
d
CODE COMMENTARY
8.3.4 Design of beams, piers, and columns
8.3.4.1 Nominal strength 8.3.4.1.1 Nominal axial and flexural
strength Pn Mn
CODE COMMENTARY
h r
nsnAACn VVV
8.3.4.1.2.1 Nominal masonry shear strength as governed by web-shear cracking
VnAAC
tlf
8.3.4.1.2.1 Nominal masonry shear strength as governed by web-shear cracking
CODE COMMENTARY
8.3.4.1.2.2 Nominal shear strength as governed by crushing of diagonal compressive strut
Mu/ Vu dv VnAAC
8.3.4.1.2.2 Nominal shear strength as governed by crushing of diagonal compressive strut —
lw
Vns
C-186 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
CODE COMMENTARY
8.3.5.2 Maximum reinforcement
C-188 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
8.3.5.4 Walls with factored axial stress of 0.20 f AAC or less
AAC g
ysu
8.3.5.4 Walls with factored axial stress of 0.20 f AAC or less h/t
f AAC .
CODE COMMENTARY
8.3.6.2 Reinforcement
8.3.6.4 Shear strength
CODE COMMENTARY
8.3.6.6 8.3.6.6
8.3.6.6.1 8.3.6.6.1
Mn L
CODE COMMENTARY
APPENDIX A
APPENDIX B DESIGN OF MASONRY INFILL
CODE COMMENTARY
B.1 — General
B.1.1 Scope
C-194 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
B.1.5 Limitations B.1.5 Limitations
B.2.1 In-plane isolation joints for non-participating infills
B.2.1.1
B.2.1.2
B.2.1.3
B.2.2 Design of non-participating infills for out-of- plane loads
B.2.2.1
B.2.2.2
CODE COMMENTARY
B.3.1 General B.3.1 General
C-196 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
B.3.3.1
B.3.3.2
B.3.3.3
B.3.4.1
CODE COMMENTARY
B.3.5 Design of frame elements with participating infills for in-plane loads
B.3.5.1
B.3.5.2
B.3.5.3
hl tfq archarch
C-198 TMS 402-11/ACI 530-11/ASCE 5-11
CODE COMMENTARY
COMMENTARY
Figure CC-B.3-1: Ratios of observed to predicted strengths for infills loaded out-of-plane (Flanagan and Bennett 1999b) B.8
C-200 TMS 402-11/ACI 530-11/ASCE 5-11
CONVERSION OF INCH-POUND UNITS TO SI UNITS
Code Equation No. or Section No.
SI Unit Equivalent Equation Units
Em f 'm Em f 'm
f 'm
f g f 'g Ieff In Icr Mcr Ma
v
eff
v
eff
v
eff
mptab fAB Apt Bab
ybas fAB Ab Bas fy
n a
cr cr
mpvab fAB
Apv Bab
mf
v
v
a
a
y
b
m
h r
mb f=F Fb f 'm
r e
bI VQ=f
mf mf
Nv /An
An Nv
Nv /An
An Nv
Nv /An
An Nv
r
2
sstnma
r
m
V=f bn in mm dv in mm fv V
vsvmv FFF Fv Fvm Fvs
C-204 TMS 402-11/ACI 530-11/ASCE 5-11
mv fF M Vd)
d Fv M V
d Fv M V
mf
mf
s
mptanb fAB Apt
ybans fAB Ab fy Bans
mpvanb fAB Apv
bmvnc AfB
Ab Bvnc
vn
vf
an
af
r h
uc MM Mc Mu
mn fA An f 'm
nA An
r hAfAAfP stystnmn
h rAfAAfP stystnmn
nsnmn VVV Vnm Vns Vn
v vu
mf
mf
mf
m g
Ag f 'm
u Mu
REFERENCES FOR THE CODE COMMENTARY
References, Chapter 1
1.5.
1.6.
1.9. Proceedings
1.10. Paper
1.12.
1.13.
1.14.
1.15.
1.16.
Proceedings
1.27.
1.33. CEB-FIP Model Code 1990: Design Code.
1.34. Minimum Design Loads for Building and Other Structures
1.35. Formulas for Stress and Strain
1.36. Masonry Structures: Behavior and Design, Third Edition
1.37. Code of practice for the use of masonry. Structural use of reinforced and prestressed masonry.
1.38.
Proceedings
1.39.
1.50. Testing for Engineered Brick Masonry—Quality Control
1.51.
References, Chapter 2
2.1. Engineering Journal
2.3. International Building Code 2012
2.4.
Proceedings
2.5.
2.8.
Proceedings
2.9.
Proceedings
2.10.
Proceedings
2.11.
2.12.
Masonry
2.15.
Proceedings
2.16.
2.17.
2.18.
2.21.
2.22.
2.23.
Proceedings,
2.24.
Journal
2.25.
2.26.
2.27.
2.48.
2.49.
2.50.
Proceedings
2.51.
Proceedings
2.52.
Proceedings
2.53.
2.54.
Comparison of the Behavior of Clay & Concrete Masonry in Compression
Material Models for Grouted Block Masonry
Material Models for Grouted Block Masonry
Compressive Stress Distribution of Grouted Hollow Clay Masonry Under Strain Gradient
An Assessment of Current Material Test Standards for Masonry Limit States Design Methods
Slender Wall Structural Engineering Analysis Computer Program Shwall
C-218 TMS 402-11/ACI 530-11/ASCE 5-11
Shear Wall Structural Engineering Analysis Computer Program Shwall
Uplifting Response of Structures Subjected to Earthquake Motions
Inelastic Column Analysis Computer Program INCAP
M Model for University of Colorado Flexural Walls
Inelastic Masonry Flexural Shear Wall Analysis Computer Program
Seismic Performance Study, DPC Gymnasium, Elastic Time History Analysis Using SAP90
Seismic Performance Study, TMS Shopping Center, Elastic Time History Analysis Using SAP90
Seismic Performance Study, RCJ Hotel
Performance Study, 2-Story Masonry Wall-Frame Building
Seismic Performance Study, Designed by Tentative Limit Sates Design Standard
FEM/I - A Finite Element Computer Program for the Nonlinear Static Analysis of Reinforced Masonry Building Components
Parametric Studies on Reinforced Masonry Shear Walls Using FEM/I, A Nonlinear Finite Element Analysis Program
Finite Element Analysis of Reinforced Masonry Building Components Designed by a Tentative Masonry Limit States Design Standard
LPM/I, A Computer Program for the Nonlinear, Dynamic Analysis of Lumped Parameter Models
Influence of Foundation Model on the Uplifting of Structures
Investigation of Current Seismic Design Provisions for Reinforced Masonry Shear Walls
Version 1.03 LPM/I - A Computer Program for the Nonlinear, Dynamic Analysis of Lumped Parameter Models
A Computer Program Using Beam Elements for the Nonlinear, Dynamic Analysis of Lumped Parameter Models
Comparison of the Dynamic Response of a Damped MDOF Nonlinear Beam Model with an Equivalent SDOF Hysteretic Model
Recommended Procedure for Calculation of the Balanced Reinforcement Ratio
Out-of-Plane Seismic Response of Reinforced Masonry Walls: Correlation of Full-Scale Test and Analytical Model Results
Response of Single-Story Reinforced Masonry Shear Walls to In- Plane Lateral Loads
In-Plane Seismic Resistance of Two-Story Concrete Masonry Coupled Shear Walls
In-plane Seismic Resistance of Two-story Concrete Masonry Shear Walls with Openings
Response of Reinforced Block Masonry Walls to Out-of-Plane Static Loads
Out-of- Plane Dynamic Testing of Concrete Masonry Walls
The Transverse Response of Clay Masonry Walls Subjected to Strong Motion Earthquakes, V. 1: General Information
The Transverse Response of Clay Masonry Walls Subjected to Strong Motion Earthquakes, V. 2: Walls No. 4 and 6 (Group 1)
The Transverse Response of Clay Masonry Walls Subjected to Strong Motion Earthquakes, V. 3: Walls No. 8, 9, 10 and 11 (Group 2)
The Transverse Response of Clay Masonry Walls Subjected to Strong Motion Earthquakes, V. 4: Walls No. 3, 5, and 7 (Group 3)
Seismic Behavior of Flanged Masonry Shear Walls
Seismic Behavior of Flanged Masonry Shear Walls -Final Report
On the Behavior of Floor-to-Wall Intersections in Concrete Masonry Construction: Part I: Experimental.
On the Behavior of Floor-to-Wall
Intersections in Concrete Masonry Construction: Part II: Theoretical.
Plank Diaphragm Characteristics
Bond of Reinforcement in Grouted Hollow Unit Masonry: A State-of-the-Art
Bond Splices in Reinforced Masonry
A Limit State Design Method for Reinforced Masonry
Expected Value Design in the Context of a Limit Sate Design Methodology
Reliability of Concrete Masonry Wall Structures
Confinement in Concrete Masonry
Seismic Performance of Masonry Wall Frames
Design of Reinforced Masonry Research Building
Trial Designs Made in Accordance with Tentative Limit States Design Standards for Reinforced Masonry Buildings
Report on Large Structures Testing Facilities in Japan
Design and Construction of the Charles Lee Powell Structural Systems Laboratory
The Japanese Five-story Full Scale Reinforced Masonry Building Test
C-220 TMS 402-11/ACI 530-11/ASCE 5-11
The U.S. - TCCMAR Five-story Full Scale Masonry Research Building Test - Preliminary Report
TCCMaR, Summary Report: U. S. Coordinated Program for Masonry Building Research
TCCMaR, Status Report - U.S. Coordinated Program for Masonry Building Research
3.12.
3.13.
3.14. Compression Behavior of Concrete Masonry Prisms Under Strain Gradient TMS Journal
3.15. Compressive Stress Distribution of Grouted Hollow Clay Masonry Under Strain Gradient
3.16.
3.17.
3.18.
3.19.
3.20.
3.21.
3.35.
4.2.
Proceedings
4.3. Code of Practice for the Use of Masonry, Part 2: Reinforced and Prestressed Masonry
4.4. Proceedings
4.9.
4.11.
4.12.
4.13.
4.14.
4.18. TMS
4.24.
4.25.
Proceedings
4.26.
5.2. Publication
6.14.
6.15.
6.16.
6.17.
6.18.
6.19.
6.20.
8.4.
8.5. Test Method for Flexural Strength of Concrete (Using Simple Beam with Third- Point Loading)
8.6.
8.7.
8.8.
8.9.
References, Appendix B
B.4. Proc. Instn. Civ.
B.6.
B.7.
B.9.
TABLE OF CONTENTS
PREFACE, S-1
FOREWORD TO SPECIFICATION CHECKLISTS, pg. S-71
REFERENCES FOR THE SPECIFICATION COMMENTARY, pg. S-77
S-ii TMS 602-11/ACI 530.1-11/ASCE 6-11
SPECIFICATION FOR MASONRY STRUCTURES S-iii
Specification for Masonry Structures (TMS 602-11/ACI 530.1-11/ASCE 6-11)
SYNOPSIS
Keywords
SPECIFICATION FOR MASONRY STRUCTURES AND COMMENTARY S-1
SPECIFICATION COMMENTARY
PREFACE P1.
Masonry Structures Specification for Masonry Structures
S-2 TMS 602-11/ACI 530.1-11/ASCE 6-11
PART 1 — GENERAL
B. Architect/Engineer —
G. Bond beam
L. Contract Documents —
AE. Otherwise required —
AH. Post-tensioning —
Stone masonry, ashlar —
Stone masonry, rubble —
AV. Submit, submitted —
AW. Tendon anchorage
AX. Tendon coupler —
BC. Wall —
BF. When required —
f m f AAC
f m . f mi.
f m f AAC
f m f AAC
Alternatives for determination of compressive strength —
1.4 B. Compressive strength determination
Alternatives for determination of compressive strength —
Unit strength method 2. Unit strength method f m
f m
Clay masonry —
f 'm
Clay masonry
A
B
fu
S-14 TMS 602-11/ACI 530.1-11/ASCE 6-11
Table 1 — Compressive strength of masonry based on the compressive strength of clay masonry units and type of mortar used in construction
Net area compressive strength of clay masonry units, psi (MPa)
Net area compressive strength of masonry,
psi (MPa) Type M or S mortar Type N mortar
Concrete masonry —
f 'm
Concrete masonry
S-16 TMS 602-11/ACI 530.1-11/ASCE 6-11
Table 2 — Compressive strength of masonry based on the compressive strength of concrete masonry units and type of mortar used in construction
Net area compressive strength of concrete masonry units, psi (MPa)
Net area compressive strength of masonry,
psi1 (MPa) Type M or S mortar Type N mortar
COMMENTARY
Figure SC-1 — Compressive strength of masonry versus clay masonry unit strength
(a) Prism Strength vs. Brick Strength
fu
fu
fu
fu
fu
fu
COMMENTARY
Figure SC-2 — Compressive strength of concrete masonry versus compressive strength of concrete masonry units
AAC masonry —
f 'AAC
Prism test method — Prism test method
Testing prisms from constructed masonry — Testing prisms from constructed masonry
Prism sampling and removal Prism sampling and removal
Compressive strength calculations Compressive strength calculations
Compliance
1.4 C. Adhered veneer requirements 1.4 C. Adhered veneer requirements
S-20 TMS 602-11/ACI 530.1-11/ASCE 6-11
1.6 — Quality assurance 1.6 — Quality assurance
1.6 A. Testing Agency’s services and duties 1.6 A. Testing Agency’s services and duties
Table 3 — Level A Quality Assurance MINIMUM TESTS
MINIMUM INSPECTION
Table 4 — Level B Quality Assurance MINIMUM TESTS
f 'm f 'AAC
Table 4 — Level B Quality Assurance (Continued) MINIMUM INSPECTION
Inspection Task Frequency (a) Reference for Criteria
S-24 TMS 602-11/ACI 530.1-11/ASCE 6-11
Table 5 — Level C Quality Assurance MINIMUM TESTS
f 'm f 'AAC
1.6 B. Inspection Agency’s services and duties 1.6 B. Inspection Agency’s services and duties
1.6 C. Contractor’s services and duties 1.6 C. Contractor’s services and duties
S-26 TMS 602-11/ACI 530.1-11/ASCE 6-11
1.6 E. Grout demonstration panel
1.7 — Delivery, storage, and handling 1.7 A.
1.7 B.
1.7 C.
1.7 D.
1.7 E.
1.8 — Project conditions 1.8 A. Construction loads —
1.8 B. Masonry protection —
Preparation —
Construction —
Protection —
Preparation
Construction
Protection
PART 2 — PRODUCTS
2.1 — Mortar materials
COMMENTARY Table SC-1 — ASTM C270 mortar proportion specification requirements
Table SC-2 — ASTM C270 property specification requirements for laboratory prepared mortar
2.1 C. AAC Masonry 2.1 C. AAC masonry —
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2.2 B.
2.2 C.
2.3 A.
S-36 TMS 602-11/ACI 530.1-11/ASCE 6-11
Table SC-5 — Stone requirements
2.4 A. Reinforcing steel —
Table SC-6 — Reinforcement and metal accessories
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2.4 C. Joint reinforcement
2.4 E. Stainless steel — 2.4 E. Stainless steel —
2.4 F. Coatings for corrosion protection — 2.4 F. Coatings for corrosion protection —
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Bonded tendons
2.4 G. Corrosion protection for tendons —
Figure SC-3 — An example of a corrosion-protection system for an unbonded tendon
Unbonded tendons —
2.4 G.2.b. (Continued)
2.4 H. Prestressing anchorages, couplers, and end blocks 2.4 H. Prestressing anchorages, couplers, and end blocks —
Table 6 — Performance specification for corrosion-inhibiting coating
Test Test Method Acceptance Criteria
S-44 TMS 602-11/ACI 530.1-11/ASCE 6-11
2.5 C. Asphalt emulsion —
Figure SC-4 — Typical anchorage and coupling devices for prestressed masonry
COMMENTARY
2.5 E. Joint fillers —
Glass unit masonry —
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COMMENTARY Table SC-7 — Grout proportions by volume
Table SC-8 — Grout strengths
2.7 — Fabrication 2.7 A. Reinforcement
2.7 — Fabrication 2.7 A. Reinforcement —
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PART 3 — EXECUTION
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Concrete masonry —
3.2 D. Debris — 3.2 D. Debris —
3.2 E. Reinforcement — 3.2 E. Reinforcement —
3.2 F. Cleanouts — 3.2 F. Cleanouts —
3.3 — Masonry erection 3.3 — Masonry erection 3.3 A. Bond pattern —
3.3 B. Placing mortar and units
Bed and head joints —
Figure SC-7 — Mortar placement of hollow units in walls
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Open-end units with beveled ends —
Glass units
All units
3.3 C. Placing adhered veneer 3.3 C Placing adhered veneer —
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3.3 E. Bracing of masonry — 3.3 E. Bracing of masonry —
3.3 F. Site tolerances — 3.3 F. Site tolerances —
3.4 B. Reinforcement
COMMENTARY
d
Figure SC-12 — Permitted Bending of Foundation Dowels
d
d
A
A
3.4 C. Wall ties —
Figure SC-13 — Adjustable ties
S-64 TMS 602-11/ACI 530.1-11/ASCE 6-11
COMMENTARY
Figure SC-14 — Anchor bolt clearance requirements for headed anchor bolts – bent-bars are similar
3.5 — Grout placement 3.5 — Grout placement
3.5 A. Placing time — 3.5 A. Placing time
3.5 B. Confinement — 3.5 B. Confinement —
S-66 TMS 602-11/ACI 530.1-11/ASCE 6-11
pour height, ft (m)
in. (mm)
Minimum clear grout space dimensions for grouting cells of hollow units,3,4,5
in. x in. (mm x mm)
3.5 D. Grout lift height 3.5 D. Grout lift height —
3.5 E. Consolidation 3.5 E. Consolidation —
S-68 TMS 602-11/ACI 530.1-11/ASCE 6-11
COMMENTARY
3.5 G. Alternate grout placement —
3.5 H. Grout for AAC masonry —
3.6 A. Site tolerances
3.6 — Prestressing tendon installation and stressing procedure
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3.6 D. Burning and welding operations —
3.7 — Field quality control 3.7 A. f 'm f 'AAC
3.7 — Field quality control 3.7 A.
3.7 B. 3.7 B.
FOREWORD TO SPECIFICATION CHECKLISTS
MANDATORY REQUIREMENTS CHECKLIST
PART 1 — GENERAL f m and f AAC ,
f mi
f m
f m
MANDATORY REQUIREMENTS CHECKLIST (Continued)
OPTIONAL REQUIREMENTS CHECKLIST
PART 1 — GENERAL
PART 2 — PRODUCTS
S-76 TMS 602-11/ACI 530.1-11/ASCE 6-11
REFERENCES FOR THE SPECIFICATION COMMENTARY
References, Part 1
1.9.
1.10.
1.11.
Proceedings
1.12.
Proceedings
1.13.
1.14.
1.15.
Proceedings
1.16.
Proceedings
1.17.
1.18.
Proceedings
1.19.
1.20.
1.22. Testing for Engineered Brick Masonry—Quality Control
S-78 TMS 602-11/ACI 530.1-11/ASCE 6-11
1.23.
1.24.
1.25.
1.26.
1.27.
1.28.
1.29.
1.30.
Problems
and Maintenance
2.14. NCMA TEK
References, Part 3
3.3.
3.4. Reinforced Concrete Masonry Construction Inspector’s Handbook, 7th Edition
3.5.
3.6.
3.7.
3.8.
3.9. Field Procedures Manual for Unbonded Single Strand Tendons, 2nd Edition
S-80 TMS 602-11/ACI 530.1-11/ASCE 6-11
INDEX
A

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