This is a companion program to Moisture Control for Masonry, and therefore will not address the important topic of moisture. This program analyzes a masonry wall from the vantage point of quality control in both design and construction. It covers ASTM standards, brick and block selection, mortar types, and a detailed discussion of movement control for masonry. The program also looks at acceptable tolerances in materials and workmanship.

1. QUALITY CONTROL FOR MASONRY
presented by International Masonry Institute

2. International Union International
of Bricklayers and Masonry
Allied Craftworkers Institute
LIFELONG LEARNING
Pre-job and apprentice training
Journeyman upgrade training
Safety, scaffold, OSHA training
Craftworker
certification training
Supervisor certification
Sustainable Masonry
Certification Program
Contractor College

3. PROFESSIONAL EDUCATION

4. MASONRY DETAILING SERIES
www.masonrydetails.org

5. ILLINOIS STRUCTURAL MASONRY COALTION

6. HYBRID MASONRY & STEEL
Garden Hills Elementary School, Champaign, IL BLDD Architects

7. International Union International
of Bricklayers and Masonry
Allied Craftworkers Institute
BAC CONTRACTORS
IMI-TRAINED CRAFTWORKERS

8. Course Evaluations
In order to maintain high-quality learning experiences, please
access the evaluation for this course by logging into CES
Discovery and clicking on the Course Evaluation link on the
left side of the page.

9. MASONRY CODES & STANDARDS

10. BRICK
PROPERTIES

11. BRICK PROPERTIES
Color
Shape
Size
Bonding pattern
Orientation
Texture of unit
Texture of wall
Accent units
DESIGN FLEXIBILITY

12. BRICK PROPERTIES
DESIGN FLEXIBILITY

13. BRICK PROPERTIES
DESIGN FLEXIBILITY

14. BRICK PROPERTIES
DESIGN FLEXIBILITY

15. BRICK PROPERTIES
ASTM C 216 TABLE 1 – PHYSICAL REQUIREMENTS

16. BRICK PROPERTIES
ASTM C 216 TABLE 3 – DIMENSIONAL TOLERANCES

17. BRICK PROPERTIES
ASTM C 216 TABLE 3 – DIMENSIONAL TOLERANCES

18. BRICK PROPERTIES
Type FBA brick has
no requirement for
dimensional stability
TYPE FBA

19. BRICK PROPERTIES
ASTM C 216 TABLE 3 – DIMENSIONAL TOLERANCES

20. BRICK PROPERTIES
MAX. PERMISSIBLE
DISTORTION PER ASTM
TABLE
ASTM C 216 TABLE 4 – DISTORTION TOLERANCES

21. BRICK PROPERTIES
ASTM C 216 TABLE 2 – ALLOWABLE CHIPPAGE

22. BRICK PROPERTIES
Recommendation:
5-25 g/min/30 in 2
Not a requirement
in ASTM or MSJC
Consider high IRA
brick for cold weather
construction
Consider low IRA
brick for hot weather
construction
INITIAL RATE OF ABSORPTION (IRA)

23. MOISTURE
RESISTANCE

24. MOISTURE RESISTANCE
Brick & mortar leak
Wall system must address moisture penetration

25. MOISTURE RESISTANCE
CAVITY WALL
[DRAINAGE WALL]

26. MOISTURE RESISTANCE
REQUIRED by Code
Air space
Flashing
Weep holes
OPTIONAL
Air Barrier *
Mortar Dropping
Collection Device
(MDCD)
*depending on project location

44. MOISTURE RESISTANCE
 2” recommended
 1” min.
for veneers,
per code
 4½” max. btwn.
brick & backup
AIR SPACE © 2009 INTERNATIONAL MASONRY INSTITUTE

45. MOISTURE RESISTANCE
2” recommended
1” min. for veneers
per ACI 530 Code
4½” max. between
brick and backup
AIR SPACE © 2009 INTERNATIONAL MASONRY INSTITUTE

46. MOISTURE RESISTANCE
No mortar bridging
across the cavity!
AIR SPACE © 2009 INTERNATIONAL MASONRY INSTITUTE

47. MOISTURE RESISTANCE
2” 2”
AIR SPACE

48. MOISTURE RESISTANCE
Bevel the bed joints
CLEAN CAVITIES

50. MORTAR

51. 18%
18.00% MORTAR 12%
12.21% MORTAR
ONE SQUARE FOOT ONE SQUARE FOOT
MODULAR BRICK, RUNNING BOND UTILITY BRICK, RUNNING BOND
BED JOINTS 4 @ 12” x 3/8” = 18.000 SQ. IN.
HEAD JOINTS 8 @ 2.3125” x 3/8” = 6.938 SQ. IN. 3 @ 12” x 3/8” = 13.500 SQ. IN.
2 @ 1.3125” x 3/8” = 0.984 SQ. IN. 3 @ 3.625” x 3/8” = 4.078 SQ. IN.
25.922 SQ. IN. MORTAR 17.578 SQ. IN. MORTAR
ELEVATIONS MORTAR JOINT MATERIAL TAKEOFF
DIAGRAM 01.410.0311 REV. 08/10/09
© 2009 INTERNATIONAL MASONRY INSTITUTE

52. MORTAR
COLORED MORTAR

53. MORTAR
ASTM C 270
Mortar Options:
- Portland Cement and Lime
- Masonry Cement
- Mortar Cement
Mortar Types: M, S, N,
and O
Mortar Quality Control
ASTM C 270 MASONRY MORTARS

54. MORTAR
M a S o N w O r K
ASTM C 270 MASONRY MORTARS

55. MORTAR
ASTM C 270 TABLE 1 – PROPORTION SPECIFICATION

56. MORTAR
M S N O K
1:¼:3¾ 1:½:4½ 1:1:6 1:2:9 1:3:12
general ratio
cement : lime : sand
Refer to ASTM C 270 for acceptable ranges
PROPORTION RULES-OF-THUMB

57. MORTAR
MIXING BY HAND

58. MORTAR
ASTM C 270 TABLE 2 – PROPERTY SPECIFICATION

59. MORTAR
concave vee raked beaded flush
grapevine weathered struck weeping
JOINT PROFILES

60. MORTAR
concave vee
WEATHER-RESISTANT MORTAR JOINTS

61. MORTAR
BOND SEPARATION

62. MORTAR
TEMPERING

63. MORTAR
TOOLING THE JOINTS

64. MORTAR
TOOTHING NOT RECOMMENDED

65. MORTAR
JOINT PREPARATION FOR REPOINTING

66. MORTAR
REPOINTING

67. d
d/3
MAX
1. DETERIORATED 2. JOINT GROUND TO 3. JOINT GROUND TO 4. JOINT RAKED TO SOUND
MORTAR INCORRECT PROFILE INCORRECT PROFILE MORTAR (d/3 MAX.) AND
GROUND TO 90º PROFILE
1/4” 1/4”
5. 1/4” LIFT, FIRST PASS 6. 1/4” LIFTS, SUB- 7. FINAL PASS INCORRECTLY
SEQUENT PASSES SMEARED ABOUT BRICK International Masonry Institute
EDGES RESULTS IN EXAG-
GERATED JOINT WIDTH MASONRY
8. FINAL PASS TOOLED TO DETAILING
REPOINTING DETAIL CONCAVE OR VEE PROFILE SERIES
TO MATCH EXISTING
DETAIL 16.101 N.T.S. REV. 05/08/09 800-IMI-0988 www.imiweb.org
© 2009 INTERNATIONAL MASONRY INSTITUTE

68. MOVEMENT
CONTROL

69. MOVEMENT CONTROL
Temperature changes
Moisture changes
Elastic deflection
Plastic deformation
Soil movements
Crystallization
BUILDING MOVEMENTS

70. MOVEMENT CONTROL
Brick expands
Concrete block
shrinks
BUILDING MOVEMENTS

71. MOVEMENT CONTROL
Expansion Joint
or
Masonry Exp. Joint
BRICK
NOT
Control Joint nor CJ
Control Joint
BLOCK
NOT
Expansion Joint
BUILDING MOVEMENTS

72. MOVEMENT CONTROL
architectural precast shrinkage
brick (clay) expansion
calcium silicate expansion
cast stone shrinkage
concrete masonry unit shrinkage
EIFS shrinkage
stone expansion
terra cotta expansion
tile (ceramic) expansion
brick (fly ash) ?

73. MOVEMENT CONTROL
1.2 Contract documents
1.2.2 “Show all code-required items
on the project drawings including…
(h) provision for dimensional changes
resulting from elastic deformation,
creep, shrinkage, temperature, and
moisture.”
3.3 F.7 Movement Joints
“Indicate type and location of
movement joints on the project
drawings.”
DRAWING REQUIREMENTS

74. HORIZONTAL JOINT
REINFORCEMENT,
DISCONTINUOUS AT
MOVEMENT JOINT
EXPANSION JOINT (EJ):
SEALANT, BACKER CONTROL JOINT (CJ):
ROD, & COMPRESSIBLE PREFORMED SHEAR
FILLER OF PRE- KEY, SEALANT, &
MOLDED FOAM OR BACKER ROD
NEOPRENE PAD
CONTROL JOINT (CJ):
PREFORMED SHEAR KEY,
SEALANT, & BACKER ROD
MOVEMENT JOINT:
CONTROL JOINT AND/
OR EXPANSION JOINT
OPTION 1: OPTION 2:
EJ & CJ ALIGNED EJ & CJ OFFSET
MOVEMENT JOINT
DETAIL 01.030.1301 REV. 02/02/11
© 2011 INTERNATIONAL MASONRY INSTITUTE

75. MOVEMENT CONTROL
PILASTERS
CHANGE INTERSECTING
IN HEIGHT WALLS
CORNERS
STRAIGHT
RUNS
OPENINGS CHANGE IN
THICKNESS
MOVEMENT JOINT LOCATIONS

76. MOVEMENT CONTROL
EXPANSION JOINT AT INSIDE CORNER

77. MOVEMENT CONTROL
OPENINGS < 6’, CJ
REQUIRED @ ONE SIDE
OPENINGS > 6’, CJ
REQUIRED @ BOTH
SIDES
MJ @ PILASTERS
& INSIDE CORNERS
MOVEMENT JOINT LOCATIONS

78. MOVEMENT CONTROL
EXPANSION JOINT AT OPENING

79. EXPANSION JOINT AT WINDOW
DETAIL 01.030.1321.PH REV. 08/09/09
© 2009 INTERNATIONAL MASONRY INSTITUTE

80. MASONRY EXPANSION JOINT
ALIGNED W/ WINDOW JAMB;
COMPRESSIBLE FILLER, BACKER
ROD & SEALANT
FLASHING END DAM
RETURNED INTO HEAD JOINT
BACKER ROD OR COMPRESSIBLE
MATERIAL AT END OF LINTEL TO
AVOID RESTRAINT OF
FLASHING SYSTEM MOVEMENT, AND AT FRONT EDGE
W/ DRIP EDGE OF LINTEL TO PROVIDE BACKER
FOR SEALANT
STRUCT. STEEL
LINTEL
FLASHING MEMBRANE OR
PLASTIC BEARING PAD BENEATH
BEARING AREA OF ANGLE TO
CREATE SLIP PLANE
WINDOW SYSTEM
EXPANSION JOINT AT WINDOW
DETAIL 01.030.1321 REV. 08/09/09
© 2009 INTERNATIONAL MASONRY INSTITUTE

81. MOVEMENT CONTROL
OFFSET EXPANSION JOINT

82. MOVEMENT CONTROL
OPENINGS < 6’, CJ
REQUIRED @ ONE SIDE
OPENINGS > 6’, CJ
REQUIRED @ BOTH
SIDES
MJ @ PILASTERS
& INSIDE CORNERS
ALIGN MJ W/ JAMB
OR HEADER
MOVEMENT JOINT LOCATIONS

83. OPENINGS < 6’, CJ
REQUIRED @ ONE SIDE
OPENINGS > 6’, CJ
REQUIRED @ BOTH
SIDES
MJ @ PILASTERS
& INSIDE CORNERS
ALIGN MJ W/ JAMB
OR HEADER
SHORTER WALLS MAY
REQUIRE CJ SPACING
1½ x WALL HEIGHT
MOVEMENT JOINT LOCATIONS

84. MOVEMENT CONTROL
MOVEMENT MOVEMENT MOVEMENT
JOINT FLUSH JOINTS AT END JOINT BETWEEN
WITH OPENING OF LINTEL OPENINGS
MOVEMENT JOINT LOCATIONS

85. WHEN WINDOWS ARE
SPACED CLOSE
TOGETHER, LOCATE
VERTICAL EXPANSION
JOINTS AT WINDOW
JAMBS
WHEN WINDOWS ARE
SPACED FAR APART,
LOCATE VERTICAL
EXPANSION JOINTS
BETWEEN WINDOWS
ELEVATIONS MOVEMENT JOINT LAYOUT
DIAGRAM 01.410.1311 REV. 08/10/09
© 2009 INTERNATIONAL MASONRY INSTITUTE

86. MOVEMENT CONTROL
SEALANT COLOR

87. MOVEMENT CONTROL
SEALANT COLOR

88. MOVEMENT CONTROL
C
C C
C = REGULAR MJ INTERVAL
B A + B may equal C
A
A < 10’ … CLOSER TO CORNER IS BETTER
MOVEMENT JOINTS AT CORNER

89. MOVEMENT CONTROL
NO EXPANSION JOINT AT CORNER

90. TERMINATE HORIZONTAL
JOINT REINFORCEMENT AT
CONTROL JOINT
GROUT & REINFORCING
WHERE REQUIRED
SINGLE WYTHE BLOCK
SASH BLOCK
PREFORMED SHEAR KEY
CAULK & BACKER ROD
International Masonry Institute
MASONRY
DETAILING
CONTROL JOINT SERIES
DETAIL 03.802A REV. 07/07/08 800-IMI-0988 www.imiweb.org
© 2008 INTERNATIONAL MASONRY INSTITUTE

91. TERMINATE HORIZONTAL
JOINT REINFORCEMENT AT
CONTROL JOINT
SINGLE WYTHE BLOCK
BUILDING PAPER
GROUT FILL
CAULK & BACKER ROD
International Masonry Institute
MASONRY
DETAILING
CONTROL JOINT SERIES
DETAIL 03.802B REV. 07/07/08 800-IMI-0988 www.imiweb.org
© 2008 INTERNATIONAL MASONRY INSTITUTE

92. TERMINATE HORIZONTAL
JOINT REINFORCEMENT AT
CONTROL JOINT
GROUT & REINFORCING
WHERE REQUIRED
SINGLE WYTHE BLOCK
CERAMIC FIBER BLANKET
WHERE REQUIRED FOR
FIRE RATING
CAULK & BACKER ROD
International Masonry Institute
MASONRY
DETAILING
FIRE RATED CONTROL JOINT SERIES
DETAIL 03.802C REV. 07/07/08 800-IMI-0988 www.imiweb.org
© 2008 INTERNATIONAL MASONRY INSTITUTE

93. MOVEMENT CONTROL
CONTROL JOINTS AT OPENINGS

94. MOVEMENT CONTROL
CONTROL JOINTS

95. MOVEMENT CONTROL
SHRINKAGE CRACKING

96. MOVEMENT CONTROL
BOND SEPARATION

97. MOVEMENT CONTROL
EXPANSION JOINTS

98. COMPRESSIBLE FILLER
ANCHOR TRANSFERS
SINGLE WYTHE BLOCK
GROUT-FILLED CELLS TRANSVERSE LOADS AND ALLOWS
INDEPENDENT MOVEMENT OF
INTERSECTING WALLS
GROUT-FILLED CELLS
SEALANT AND
BACKER ROD International Masonry Institute
MASONRY
DETAILING
ISOLATION JOINT SERIES
DETAIL 03.811 REV. 06/18/08 800-IMI-0988 www.imiweb.org
© 2008 INTERNATIONAL MASONRY INSTITUTE

99. EXISTING WALL
ANCHOR TRANSFERS
TRANSVERSE LOADS AND ALLOWS
INDEPENDENT MOVEMENT OF
INTERSECTING WALLS
MOVEMENT JOINTS
NEW WALL
SEALANT, BACKER ROD,
AND COMPRESSIBLE
FILLER
International Masonry Institute
MASONRY
DETAILING
ISOLATION JOINT CONNECTION OF NEW TO EXISTING WALLS SERIES
DETAIL 01.811 REV. 06/18/08 800-IMI-0988 www.imiweb.org
© 2008 INTERNATIONAL MASONRY INSTITUTE

100. ASTM C476-10
STANDARD SPECIFICATION FOR
GROUT FOR MASONRY

101. ASTM C476-10 SCOPE

102. ASTM C476-10 SCOPE

103. ASTM C476-10 SCOPE
Conventional Grout
SCG

104. ASTM C476-10 MATERIALS

105. ASTM C476-10 MATERIALS
3. Materials
3.1.1 Cementitious Materials
3.1.1.1 Portland Cement
3.1.1.2 Blended Cements
3.1.1.3 Quicklime
3.1.1.4 Hydrated Lime
3.1.1.5 Coal Fly Ash or Raw Calcined
Natural Pozzolan
3.1.1.6 Granulated Blast Furnace Slag
3.1.2 Air Entraining Admixtures
3.1.3 Aggregates
3.1.4 Water Clean & potable
3.1.5 Admixtures iwr, accelerators, etc.
3.1.5.1 Admixtures for SCG
3.1.6 Pumping Aids water-reducers, viscocity modifiers
3.1.7 Antifreeze Compounds Not permitted
3.1.8 Storage of Materials Protect from moisture

106. ASTM C476-10 GROUT TYPE & PROPORTIONS

107. ASTM C476-10 GROUT TYPE & PROPORTIONS
4. Grout Type and Proportions
4.1 Type
4.1.1 Fine grout Fine aggregate
4.1.2 Coarse grout Coarse and Fine aggregates
4.2 Proportions of Ingredients
4.2.1 Conventional Grout
4.2.1.1 Table 1
4.2.1.2 Specified Compressive Strength 2,000 psi at 28 days
Per astm c1019
4.2.2 Self-consolidating Grout
2,000 psi at 28 days
4.2.2.1 Specified Compressive Strength Per astm c1019
24-30 in. slump flow;
Vsi < 1

108. ASTM C476-10 GROUT TYPE & PROPORTIONS
MSJC 2008 Specification for Masonry Structures
 “Grout compressive strength equals or exceeds f’m but not less than 2000 psi.”
(Article 1.4 B.2.a.3)b) and 1.4 B.2.b.3)b))
 “Grout compressive strength equals or exceeds f’aac but compressive strength is
not less than 2000 psi.” (Article 1.4 B.c.3)b))
 “unless otherwise required, provide grout that conforms to the requirements of
ASTM C 476, or ” (Article 2.2 A.1)
 “…attains the specified compressive strength or 2000 psi, whichever is greater,
at 28 days when tested…” (for self-consolidating grout) (Article 2.2 A).2)
ASTM C 476-10 Standard Specification for Grout for Masonry
 “…and shall have a minimum compressive strength of 2000 psi at 28
days.”
(Section 4.2.1.1 (Conventional grout))
 …”The grout shall have a minimum compressive strength of 2000 psi at
28 days.” (Section 4.2.2.1 (Self-consolidating grout))

109. ASTM C476-10 MEASUREMENT & PRODUCTION

110. ASTM C476-10 MEASUREMENT & PRODUCTION
5. Measurement and Production
5.1 Measurement of Materials Volume to batch weight conversions
5.2 Production Methods
5.2.1 Grout Mat’ls Mixed w/ Water @ Job Site
5.2.1.1 Conventional Grout mech. Mixer, 5 minutes min.;
5.2.1.2 SCG continuous mixer per mixer
manuf’r recommendations
5.2.2 Ready-Mixed Grout
Transported to Job Site
adjust slump as necessary
5.2.2.1 Conventional Grout by remixing for at least 1 min.
5.2.2.2 SCG
add water per scg
Manuf'r recommendations

111. ASTM C1019-09
STANDARD TEST METHOD FOR
SAMPLING AND TESTING GROUT

112. ASTM C1019-09 SCOPE; SIGNIFICANCE & USE
1. Scope
1.1 This test method covers
procedures for both field and
laboratory sampling and
compression testing of grout used
in masonry construction.
3. Significance & Use
3.1 Grout used in masonry is a fluid
mixture of cementitious materials
and aggregate with a high water
content for ease of placement.
3.1.1 During construction,
grout is placed within or
between absorptive masonry
units. Excess water must be
removed from the grout
specimens in order to provide
compressive strength test
results more nearly indicative of
the grout strength in the wall.

113. ASTM C1019-09 TEST SPECIMENS
PROCEDURES
5. Test Specimens
5.1 Each grout specimen shall
have a square cross section,
3 in. or larger on the sides and
twice as high as its width.
5.2 Test at least three specimens
at each age specified.
EXAMPLE: IF SPECIMENS ARE TO BE
TESTED AT 7, 14, AND 28 DAYS, THEN
MAKE 9 SPECIMENS.
Note 4: frequency of sampling and
age of test is to be determined by
the specifier, and is usually found
in the construction documents; for
example, one set of specimens may
be specified for every 5,000 s.f. of
wall.

114. ASTM C1019-09 GROUT SPECIMEN MOLDS

115. ASTM C1019-09 SCOPE
6. Grout Specimen Molds
6.1 Molds from Masonry Units
6.1.1 Select a level location where the molds
remain undisturbed for up to 48 hours.
6.1.2 The construction of the mold shall simulate
the in-situ construction. If the grout is
placed between two different types of
masonry units, both types shall be used
to construct the mold.
6.1.3 Form a space with a square cross-section,
3 in. or larger on each side and twice as high 5% tolerance on dims.
as its width, by stacking masonry units of
the same type and moisture condition as
those being used in the construction. The
surface of the unit in contact with the grout
specimen shall not have been previously
used to mold specimens. Place non-
absorbent block, cut to proper size and of
the proper thickness or quantity, at the bottom
of the space to achieve the necessary height
of specimen.

116. ASTM C1019-09 SAMPLING GROUT

117. ASTM C1019-09 SAMPLING GROUT
7. Sampling Grout field technician aci or ncma certified, or equal
7.1 Size of Sample sample used for slump & comp. strength 1/2 ft3 min.
7.2 Procedure 2 or more portions mid-discharge,
7.2.1 Field Sampling spaced < 15 min. apart
7.2.2 Laboratory Sampling entire mixed batch of grout is sample
7.3 Place the grout sample in a non-
absorptive container, cover the top to
protect sample from the sun, wind,
and any other sources of rapid
evaporation /contamination. Remix
to ensure uniformity prior to filling
molds.

118. ASTM C1019-09 TEMPERATURE & SLUMP TEST
8. Temperature and Slump Test
8.1 Measure and record the
temperature of the grout sample in
accordance w/ ASTM C1064
8.2 Begin filling the slump cone within 5
min. of obtaining the final portion of
the sample.
8.3 For conventional grout, measure
and record the slump in accordance
w/ ASTM C143
8.4 For SCG, measure and record the
slump flow and VSI in accordance w/
ASTM C1611

119. SLUMP TEST, CONVENTIONAL GROUT
Filling Slump Cone
Slump cones are for testing grout
consistency prior to grouting.
Hold cone firmly
in position so grout
does not escape
while filling the cone.

120. SLUMP TEST, CONVENTIONAL GROUT
Filling Slump Cone
Fill the bottom 1/3
and rod 25 times
with the puddle rod.
Straight in and
Straight out… do not
1/3
stir.

121. SLUMP TEST, CONVENTIONAL GROUT
Filling Slump Cone
Fill the middle 1/3
and rod 25 times.
Penetrate bottom
1/3 only slightly.
2/3

122. SLUMP TEST, CONVENTIONAL GROUT
Filling Slump Cone
Fill the top 1/3
and rod 25 times.
Penetrate middle 3/3
1/3 only slightly.

123. SLUMP TEST, CONVENTIONAL GROUT
Remove Slump Cone
Lift the cone slowly
and straight up.
Do not twist or turn.
Grout should slump
8 to 11 inches.

124. SLUMP vs. SLUMP FLOW
Conventional Grout
ASTM C 143
8 - 11” slump
SCG
ASTM C1611
24” to 30” slump flow
VSI < 1

125. ASTM C1019-09 COMPRESSIVE TEST SPECIMEN
9. Compressive Test Specimen
9.1 Begin filling molds within 15 min. of
obtaining final portion of sample.
9.2 - 9.5 describe procedures for
conventional grout; see next slide.
For SCG, fill mold w/ grout in one
layer and do not rod.
9.6 Protect specimens from freezing
and variations in temp. Record max.
& min. temps prior to time
specimens are placed in final curing
environment.
Note 9: if storage temps are < 60ºF
or > 80ºF, resulting compressive
strengths will likely be affected.

126. ASTM C1019-09 COMPRESSIVE TEST SPECIMEN, CONVENTIONAL GROUT
1. Masonry pinwheel 2. Line face of units 3. Fill bottom layer w/ grout 4. Rod 15 times w/ tamping rod
5. Fill top layer w/ grout 6. Rod 15 times w/ tamping rod 7. Strike off top surface 8. Cover w/ absorbent cloth
9. Within 30 minutes, 10. Fill depression caused by 11. Strike off top surface 12. Cover w/ absorbent cloth;
remove cloth initial water loss do not disturb specimen
until molds are removed
13. Remove molds 24-48 hours after making specimen

127. ASTM C1019-09 COMPRESSIVE TEST SPECIMEN
9. Compressive Test Specimen
9.1 Begin filling molds within 15 min. of
obtaining final portion of sample.
9.2 - 9.5 describe procedures for
conventional grout; see next slide.
For SCG, fill mold w/ grout in one
layer and do not rod.
9.6 Protect specimens from freezing
and variations in temp. Record max.
& min. temps prior to time
specimens are placed in final curing
environment.

128. ASTM C1019-09 COMPRESSIVE TEST SPECIMEN, SCG
1. Masonry pinwheel 2. Line face of units 3. Fill to top w/ SCG
4. Strike off top surface 5. Cover w/ absorbent cloth 6. Within 30 minutes, remove cloth
7. Fill depression caused by 8. Strike off top surface 9. Cover w/ absorbent cloth;
initial water loss do not disturb specimen
until molds are removed
10. Remove molds 24-48 hours after making specimen

129. ASTM C1019-09 ALTERNATIVE METHODS
6. Grout Specimen Molds
6.2 Alternative Methods - … used
only with approval of the
specifier.
Note 7: fill compartments in
slotted corrugated cardboard
boxes specifically manufactured
to provide grout specimens.

130. Understand Grout Pours and Lifts
Often confused or used interchangeably. MSJC Definitions:
 Grout Pour – The total height of masonry to be grouted prior to erection of
additional masonry. A grout pour consists of one or more grout lifts.
 Grout lift – An increment of grout height within a total grout pour. A grout
pour consists of one or more grout lifts.
Maximum pour height – function of grout type (fine or coarse), minimum grout
space dimensions, use of cleanouts, conventional grout or SCG. Maximum
pour heights are established by MSJC Table 7.
Maximum lift height – default is 5’, may increase to 12’-8” under some
circumstances. SCG may be increased to pour height under some
circumstances.

131. Tip 10 – Understand Grout Pours and Lifts
1999 MSJC – 5’ lift height limitation.
2002 MSJC – demonstration panel option permitting
any construction procedures that produce proper
installation.
2005 MSJC – lift height increased to 12’-8” subject
to conditions.
2008 MSJC – Self-consolidating grout provisions

132. Understand Grout Pours and Lifts
Grout lift height –
A.) Where the following conditions are met, place grout in lifts not
exceeding 12.67 ft
1.The masonry has cured for at least 4 hours.
2. The grout slump is maintained between 10 and 11 in.
3. No intermediate reinforced bond beams are placed
between the top and the bottom of the pour height.
B.) As above but intermediate bond beam, then lift height can extend
to the bottom of the bond beam but not to exceed 12.67’.
C.) Otherwise, place grout in lifts not exceeding 5 ft.
D.) Demonstration panel option may result in increases.
E.) SCG may, under some circumstances be permitted to have the
grout lift equal the pour height.

133. LOW LIFT GROUTING

134. LOW LIFT GROUTING

135. LOW LIFT GROUTING

136. LOW LIFT GROUTING

137. LOW LIFT GROUTING

138. LOW LIFT GROUTING

139. LOW LIFT GROUTING

140. LOW LIFT GROUTING

141. LOW LIFT GROUTING

142. LOW LIFT GROUTING

143. LOW LIFT GROUTING

144. LOW LIFT GROUTING

145. LOW LIFT GROUTING

146. LOW LIFT GROUTING

147. LOW LIFT GROUTING

148. LOW LIFT GROUTING

149. LOW LIFT GROUTING

150. HIGH LIFT GROUTING

151. HIGH LIFT GROUTING

152. HIGH LIFT GROUTING

153. HIGH LIFT GROUTING

154. HIGH LIFT GROUTING

155. HIGH LIFT GROUTING

156. HIGH LIFT GROUTING

157. HIGH LIFT GROUTING

158. HIGH LIFT GROUTING - SCG

159. STOP GROUT 1” FROM TOP OF
POUR TO CREATE SHEAR KEY
GROUT IN BOND BEAMS & REINFORCED
VERTICAL CELLS PLACED IN TOP OF WALL
AFTER WALL HAS BEEN LAID UP
VERTICAL REINFORCEMENT FOR
CLOSED-END CONCRETE MASONRY
UNITS CAN BE SET AFTER WALL HAS
BEEN LAID.
REBAR POSITIONER, WALL TIE, OPTION 1: U-BLOCK
OR OTHER DEVICE TO POSTION UNITS W/ SOLID
VERTICAL REINFORCEMENT BOTTOM AT BOND
BEAM COURSE
CELLS CONTAINING
REINFORCEMENT ARE
FILLED SOLIDLY W/ GROUT;
VERTICAL CELLS SHOULD
PROVIDE A CONTINUOUS
HORIZONTAL CAVITY FREE OF MORTAR
REINFORCEMENT DROPPINGS
PLACED IN BOND
BEAMS AS WALL IS
LAID UP
NOTE: GROUT PLACED IN
POURS & LIFTS NOT TO
EXCEED 5 FT. CONSOLIDATE
LIFTS OVER 12” USING MECH.
VIBRATION. LIFTS LESS THAN
12” MAY BE PUDDLED.
OPTION 2: STANDARD CMU W/
CROSS WEBS KNOCKED OUT
AT BOND BEAM COURSE
METAL LATH, MESH, OR WIRE SCREEN
PLACED IN MORTAR JOINTS UNDER KNOCK-
OUT BOND BEAM COURSES TO PREVENT
FILLING OF UNGROUTED CELLS
LOW LIFT GROUTING PROCEDURES
DETAIL 02.410.0131 REV. 06/30/10

160. STOP GROUT 1” FROM TOP OF
POUR TO CREATE SHEAR KEY
GROUT IN BOND BEAMS & REINFORCED
VERTICAL CELLS PLACED IN TOP OF WALL
AFTER WALL HAS BEEN LAID UP
VERTICAL REINFORCEMENT FOR
CLOSED-END CONCRETE MASONRY
UNITS CAN BE SET AFTER WALL HAS OPTION 1: U-BLOCK
BEEN LAID. UNITS W/ SOLID
BOTTOM AT BOND
REBAR POSITIONER, WALL TIE, BEAM COURSE
OR OTHER DEVICE TO POSTION
VERTICAL REINFORCEMENT CELLS CONTAINING
REINFORCEMENT ARE
HORIZONTAL FILLED SOLIDLY W/ GROUT;
REINFORCEMENT VERTICAL CELLS SHOULD
PLACED IN BOND PROVIDE A CONTINUOUS
BEAMS AS WALL IS CAVITY FREE OF MORTAR
LAID UP DROPPINGS
NOTE: GROUT LIFTS
NOT TO EXCEED 5 FT.
SEE STRUCTURAL
DWGS FOR MAX.
HEIGHT OF POUR.
MECH. CONSOLIDATE & CLEANOUT OPENINGS @ BASE OF
RECONSOLIDATE VERTICALLY REINF. CELLS, 32” O.C.
GROUT MAX. SPACING FOR SOLID GROUTED
WALLS. REMOVE MORTAR
DROPPINGS THROUGH CLEANOUTS
AND VERIFY PLACEMENT & LOCATION
OF VERTICAL REINF.; FORM OVER
OPEN’GS BEFORE PLACING GROUT
OPTION 2: STANDARD CMU W/
CROSS WEBS KNOCKED OUT
AT BOND BEAM COURSE
METAL LATH, MESH, OR WIRE SCREEN
PLACED IN MORTAR JOINTS UNDER KNOCK-
OUT BOND BEAM COURSES TO PREVENT
FILLING OF UNGROUTED CELLS
HIGH LIFT GROUTING PROCEDURES
DIAGRAM 02.410.0131 REV. 07/06/10

161. BRICK & BLOCK CAVITY WALL
INTERIOR VIEW
DETAIL FEATURES
• LOOSE LINTEL AT BRICK
• BOND BEAM AT BLOCK International Masonry Institute
• LIGHT GAUGE SUPPORT EXTERIOR VIEW
ACROSS CAVITY MASONRY
DETAILING
HEAD DETAIL STEEL LINTEL & BOND BEAM SERIES
DETAIL 01.301 REV. 09/04/07 800-IMI-0988 www.imiweb.org
© 2007 INTERNATIONAL MASONRY INSTITUTE

162. SPANNING OPENINGS
Poly-wrapped steel angles used for temporary support
CAST-IN-PLACE MASONRY LINTEL

163. SPANNING OPENINGS
Precast masonry lintel fabricated on the ground
PRECAST LINTELS

164. SPANNING OPENINGS
Lintel is hoisted by lift
PRECAST LINTELS

165. SPANNING OPENINGS
Precast lintel set into place
PRECAST LINTELS

166. SPANNING OPENINGS
10-foot span
PRECAST LINTELS

167. PLACE REINFORCING
AND INSPECT WALL
FOR OBSTRUCTIONS
CUT PORTION OF
FACE SHELL TO REINSERT FACE
CREATE CLEANOUT SHELL AND
MORTAR IN PLACE
BRACE CLEANOUT
AND PLACE GROUT
REMOVE
BRACING
BLOCK CLEANOUT
DIAGRAM 02.410.0111 REV. 06/12/09

168. CUT FACE SHELL
FOR CLEANOUT
GROUT &
REINFORCEMENT
WOOD BRACING
BLOCK CLEANOUT
DIAGRAM 02.410.0112 REV. 06/12/09

169. CUT WEDGE-SHAPED
PORTION OF FACE SHELL
TO CREATE CLEANOUT
MORTAR FACE SHELL
EDGES IF NECESSARY
REINSERT FACE SHELL
PIECE TO RESIST
GROUT PRESSURE
CLEANOUT
BLOCK CLEANOUT
DIAGRAM 02.410.013 REV. 06/12/09

170. 2. PLACE ACRYLIC
GROUT STOP
INTEGRALLY BRACED
AGAINST INSIDE OF
FACE SHELL
1. CUT OUT
PORTION OF FACE
SHELL
4. PLACE REBAR
& GROUT
3. HAND-TIGHTEN 5. REMOVE ACRYLIC
BRACE AND BREAK OFF
PLASTIC BRACE
BLOCK CLEANOUT
DIAGRAM 02.410.0114 REV. 06/12/09

171. Give the Contractor Some Latitude
Give the contractor some latitude in the….
 Selection of Fine or Coarse Grout
 Technical considerations
 Grout space dimensions
 Pour height limitations
 Compressive strength independent of type
Fine Grout might
be better suited Coarse or Fine Grout
here here
 Constructability considerations
 Ease of use/Personal preference
 Cost implications – material, placement
 Issues related to pour height (next slide)

172. VERTICAL REINFORCEMENT
AS REQ’D
HORIZONTAL JOINT
REINFORCEMENT
GROUT AS REQ’D
DOWELS MAY BE BENT
UP TO 1” LATERALLY
PER 6” VERTICALLY
CMU SHOWN IN
LONGITUDINAL
SECTION
FOUNDATION
FOUNDATION DOWEL ALIGNMENT
DETAIL 02.010.0301 REV. 02/22/09

173. MORTAR FIN
1/2” MAX.
MORTAR PROTRUSION TOLERANCE
DIAGRAM 02.410.0121 REV. 02/22/09

174. MINIMUM DISTANCE FROM ANY
PROTRUSION:
1/2” MIN. FOR COURSE GROUT
1/4” MIN. FOR FINE GROUT
REINFORCEMENT PLACEMENT TOLERANCE
DIAGRAM 02.410.0123 REV. 02/22/09

175. ±1/2” IF d ≤ 8” ±2”
±1” IF 8”< d ≤ 24”
±1¼” IF d > 24”
d
SPACING OF VERTICAL REINFORCEMENT
REINFORCEMENT PLACEMENT TOLERANCE
DIAGRAM 02.410.0122 REV. 02/24/09

176. EXTERIOR
FACE OF WALL INTERIOR
FACE OF WALL
FACE
2db MIN. 1/2” MIN.
EXTERIOR
FACE
5/8” MIN. 2db MIN.
INTERIOR
HORIZONTAL JOINT
REINFORCEMENT
W/ db DIAMETER
HORIZONTAL JOINT REINFORCEMENT TOLERANCE
DIAGRAM 02.410.0124 REV. 02/22/09

177. WORKMANSHIP

178. MOISTURE RESISTANCE
FULL HEAD JOINTS

179. QUALITY CONTROL
protect materials
protect work
PROTECTION OF WORK

180. QUALITY CONTROL
SAMPLE PANELS

181. QUALITY CONTROL
COLOR BLENDING

182. QUALITY CONTROL
COMMUNICATION

183. QUALITY CONTROL
COMMUNICATION

184. CONSTRUCTION
TOLERANCES

185. CONSTRUCTION TOLERANCES
ALLOWABLE MORTAR JOINT VARIATION

186. 1/2”
1/8” 3/4”
ALLOWABLE SOURCE: BUILDING CODE
JOINT TOLERANCE REQUIREMENTS FOR MASONRY
STRUCTURES (ACI 530-05/ASCE 5-
BED JOINT ±1/8” 05/TMS 402-05) REPORTED BY THE
1/4” HEAD JOINT -1/4”, +3/8” MASONRY STANDARDS JOINT
COLLAR JOINT -1/4”, +3/8” COMMITTEE (MSJC)
AREA OF DETAIL
3/8”
3/8” ELEVATION
MORTAR JOINT TOLERANCES
DIAGRAM 01.410.0301 REV. 08/06/09

187. WORKMANSHIP TOLERANCES
80’-0”
20’-0”
1/2” 1/2”
2¼” 1¼” 1” 1”
STEEL CONCRETE BRICK
(AISC) (ACI) (MSJC) International Masonry Institute
MASONRY
DETAILING
ALLOWABLE CONSTRUCTION TOLERANCES SERIES
DETAIL 14.105 REV. 07/09/08 800-IMI-0988 www.imiweb.org
© 2008 INTERNATIONAL MASONRY INSTITUTE

188. WORKMANSHIP TOLERANCES
80’-0”
20’-0”
1/2” 1/2”
2¼” 1¼” 1” 1”
STEEL CONCRETE BRICK
(AISC) (ACI) (MSJC) International Masonry Institute
MASONRY
DETAILING
ALLOWABLE CONSTRUCTION TOLERANCES SERIES
DETAIL 14.105 REV. 07/09/08 800-IMI-0988 www.imiweb.org
© 2008 INTERNATIONAL MASONRY INSTITUTE

189. WORKMANSHIP TOLERANCES
80’-0”
20’-0”
1/2” 1/2”
2¼” 1¼” 1” 1”
STEEL CONCRETE BRICK
(AISC) (ACI) (MSJC) International Masonry Institute
MASONRY
DETAILING
ALLOWABLE CONSTRUCTION TOLERANCES SERIES
DETAIL 14.105 REV. 07/09/08 800-IMI-0988 www.imiweb.org
© 2008 INTERNATIONAL MASONRY INSTITUTE

190. CONSTRUCTION TOLERANCES
L
d
I
C
L
d
L = LENGTH OF WALL WHEN L < 10’-0”
d < 1/4“
d = ALLOWABLE
VARIATION FROM
PLAN AT ANY POINT WHEN L < 20’-0”
d < 3/8“
WHEN L > 20’-0”
d < 1/2“
ALLOWABLE VARIATIONS FOR OUT-OF-LINE

191. CONSTRUCTION TOLERANCES
I
C
L
D D
H = WALL HEIGHT
D = ALLOWABLE
VARIATION FROM
PLUMB AT ANY POINT
WHEN H < 10’-0”
D < 1/4“
WHEN H < 20’-0”
D < 3/8“
H
WHEN H > 20’-0”
D < 1/2“
ALLOWABLE VARIATIONS FOR OUT-OF-PLUMB

192. CONSTRUCTION TOLERANCES
≥20’-0”
I
C
L
≤10’-0”
1/4”
1/2”
1/2”
1/4”
ALLOWABLE VARIATIONS FOR OUT-OF-LEVEL

193. THEREFORE WHEN WE BUILD,
LET US THINK THAT WE BUILD FOR EVER.
LET IT NOT BE FOR PRESENT DELIGHT,
NOR FOR PRESENT USE ALONE;
LET IT BE SUCH WORK AS
OUR DESCENDANTS WILL THANK US FOR.
AND LET US THINK
AS WE LAY STONE UPON STONE,
THAT A TIME IS TO COME
WHEN THOSE STONES WILL BE HELD SACRED
BECAUSE OUR HANDS HAVE TOUCHED THEM,
AND THAT MEN WILL SAY
AS THEY LOOK UPON THE LABOUR
AND WROUGHT SUBSTANCE OF THEM,
[my descendant]
“SEE! THIS OUR FATHERS DID FOR US.”
John Ruskin, 1849 The Seven Lamps of Architecture

194. BENEFITS OF BUILDING WITH MASONRY
Beauty
Versatility of Design
Contextual / Relatable
Ease of Construction
Structural
Fire & Impact Resistant
Durable / Low Maintenance
Economical
Sustainable
Energy Efficient
High Performance
Acoustic
Qualified Local Labor

195. International Union International
of Bricklayers and Masonry
Allied Craftworkers Institute
BAC CONTRACTORS
IMI-TRAINED CRAFTWORKERS