tips for optimizing structural masonry
DESCRIPTION
The focus of the seminar is to give participants a clearer understanding of the interrelationship in masonry buildings between materials, architecture, engineering and construction. Seemingly simple decisions can dramatically affect the building and understanding options available in materials, design and construction methods can result in more efficient and cost effective structures. Taught using a “Tips” format, the seminar highlights areas where proper understanding of masonry - from architectural and engineering design to materials to construction methods - can result in better completed buildings. Ways to use existing materials more effectively, explanations of the effect of one selection on another, discussions of new materials and current code and specification provisions are included.TRANSCRIPT
TIPS TO OPTIMIZE STRUCTURAL MASONRY
presented by International Masonry Institute
INTERNATIONAL MASONRY INSTITUTE
APPRENTICESHIP & TRAINING
MARKET DEVELOPMENT & TECHNICAL SERVICE
ILLINOIS STRUCTURAL MASONRY COALTION
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This presentation is protected by US and International copyright laws. Reproduction, distribution, display and use of the presentation
without written permission of the speaker is prohibited.
© International Masonry Institute 2010
Copyright Materials
This presentation is intended for the use of industry professionals who are competent to evaluate the significance and limitations of the information provided herein. This publication should not be used as the sole guide for masonry design
and construction, and IMI disclaims any and all legal responsibility for the consequences of applying the information.
IMI is a Registered provider with the American Institute of Architects Continuing Education Systems. Credit earned on completion of this program will be reported to CES Records for AIA members. Certificates of Completion for non-AIA members are available on request. This program is registered with the AIA/CES for continuing professional education. As such, it does not include content that may be deemed or construed to be an approval or endorsement by the AIA of any material of construction or any method or manner of handling, using, distributing or dealing in any material or product. Questions related to specific materials, methods and services will be addressed at the conclusion of this presentation.
Learning Objectives
• Understand interrelationship between masonry materials, architecture, engineering, and construction.
• Learn how a few simple decisions can lead to more efficient and economical structures.
• Discover some non-traditional structural masonry materials and systems.
• Apply code, specification and standards provisions appropriately.
Using masonry for the
building’s structural support
– Bearing walls
– Shear walls
– Combination bearing & shear
– Hybrid!
– Partition walls (not structural)
Theater at Ostia Antica, Rome c. 200 AD
Colosseum, Rome, c. 80 AD
Versatile structural system
Fast, efficient & economical
Masonry may be on the project already – use it structurally!
Finish trade – so tighter tolerances are held
No lead time for production, review and approval of shop drawings
Adapts easily to field changes –
“with masonry you just pick up the phone and
the change can be done”
Local materials, local employment
Using material efficiently – one material for structure, finish, fire resistance, blast resistance, acoustics and more…
Masonry is “Green”
And it looks good too!
Get started right… MSJC Documents
Building Code Requirements for Masonry Structures TMS 402-08 / ACI 530-08 / ASCE 5-08
Specification for Masonry Structures TMS 602-08 / ACI 530.1-08 / ASCE 6-08
International Building Code 2009
ASTM Masonry Standards
More than 75 under the masonry committees jurisdiction
Another 15 new ones under development Narrow down to a few basic ones
Materials
Concrete Masonry Units
Tip 2 – Use the right ASTM Standard
ASTM C 90 Standard Specification for Loadbearing Concrete Masonry Units
Use for projects requiring loadbearing CMU
Sets minimum requirements
Include the edition Example: ASTM C 90-09
Defaults to version referenced by local building code if not specified
Tip 3 – Unit Compressive Strength & Density
ASTM C 90-09 Table 2 Compressive strength requirements are independent of
unit density
Example: Lightweight units are required to meet the same compressive strength minimum requirements as Medium weight and Normal weight units
Tip 4 – Remember, Minimum Requirements
ASTM C 90-09 Minimum compressive strength requirements in Table 2 No maximum compressive strength limit
Permissible to specify higher unit strength which leads to
higher compressive strength for the masonry wall
Check local availability before specifying higher
strength units
Tip 5 – Specify Above C90 Minimum Strength
If higher strength units are available, the effect on the structural design can be significant
Often very little, if any cost penalty for units with strengths above the ASTM C 90 minimum
May already be on the job – so use what you already have!
for example…
Tip 5 – Specify above C90 Minimum Strength
Checking the test report
Tip 5 – Specify Above C90 Minimum Strength
Finding the average unit compressive strength
Tip 5 – Specify Above C 90 Minimum Strength
Unit Strength Method to determine Masonry Compressive Strength
3067
ASTM C90 Minimum unit strength
Average unit compressive strength from testing report
2140
Tip 5 – Specify Above C 90 Minimum Strength
Masonry Compressive Strength Options
Increase the compressive strength of masonry Check actual compressive strength of the units Specify higher compressive strength units Consider prism testing on larger projects Consider larger width units if necessary
MORTAR
© 2009 INTERNATIONAL MASONRY INSTITUTE
ELEVATIONS
DIAGRAM 01.410.0311 REV. 08/10/09
MORTAR JOINT MATERIAL TAKEOFF
UTILITY BRICK, RUNNING BOND MODULAR BRICK, RUNNING BOND
4 @ 12” x 3/8” = 18.000 SQ. IN. BED JOINTS
HEAD JOINTS 8 @ 2.3125” x 3/8” = 6.938 SQ. IN.
2 @ 1.3125” x 3/8” = 0.984 SQ. IN.
25.922 SQ. IN. MORTAR
3 @ 12” x 3/8” = 13.500 SQ. IN.
3 @ 3.625” x 3/8” = 4.078 SQ. IN.
17.578 SQ. IN. MORTAR
18.00% MORTAR 12.21% MORTAR
ONE SQUARE FOOT ONE SQUARE FOOT
18% 12%
COLORED MORTAR
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
MORTAR
M S N O K r w o a
ASTM C 270 MASONRY MORTARS
MORTAR
ASTM C 270 TABLE 1 – PROPORTION SPECIFICATION
MORTAR
ASTM C 270 TABLE 2 – PROPERTY SPECIFICATION
MORTAR
M S N O K
general ratio
cement : lime : sand
1:½:4½
1:1:6 1:2:9 1:3:12 1:¼:3¾
Refer to ASTM C 270 for acceptable ranges
PROPORTION RULES-OF-THUMB
MORTAR
MIXING BY HAND
MORTAR
Preblended grout mixed from dry ingredients in silo
PREBLENDED MORTAR & GROUT
TEMPERING
MORTAR
Materials
Masonry Grout
STANDARD SPECIFICATION FOR GROUT FOR MASONRY
ASTM C476-10
Grout is NOT mortar NOR
concrete and is a cementitious
material unique to masonry.
• Grout can be mixed on-site or
obtained from transit or Redi-mix
suppliers.
• Grout can be placed by hand
or pumped with specifically
designed grout pumps.
• Grout quantities can be
determined from reference
charts such as the one shown on
the next slide.
GROUT
6”
Thick Walls
All Cells Filled
16” o.c.
24” o.c.
32” o.c.
40” o.c.
48” o.c.
0.93
0.55
0.42
0.35
0.31
0.28
0.83
0.49
0.37
0.31
0.28
0.25
120
205
270
320
360
396
8”
Thick Walls
All Cells Filled
16” o.c.
24” o.c.
32” o.c.
40” o.c.
48” o.c.
1.12
0.65
0.50
0.43
0.37
0.34
1.00
0.58
0.44
0.38
0.33
0.30
100
171
225
267
300
330
10”
Thick Walls
All Cells Filled
16” o.c.
24” o.c.
32” o.c.
40” o.c.
48” o.c.
1.38
0.82
0.63
0.53
0.47
0.43
1.23
0.73
0.56
0.47
0.42
0.38
80
137
180
214
240
264
12”
Thick Walls
All Cells Filled
16” o.c.
24” o.c.
32” o.c.
40” o.c.
48” o.c.
1.73
1.01
0.76
0.64
0.57
0.53
1.54
0.90
0.68
0.57
0.51
0.47
65
111
146
174
195
215
Standard
Two Cell
Block
Grouted Cells
Vertical Steel
Spacing
Cu. Yds. Of
Grout Per 100
Sq. Ft. of Wall
Cu. Yds. Per
100 Block
(8”h X 16”w)
Block Per Cu.
Yd.
(8”h X 16”w)
SCOPE ASTM C476-10
SCOPE ASTM C476-10
FINE & COARSE GROUT
Grout Specimen Fine Aggregate
Grout Specimen Coarse Aggregate
Conventional Grout
SCOPE ASTM C476-10
SCG
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
3.1.5 Admixtures
3.1.5.1 Admixtures for SCG
3.1.6 Pumping Aids
3.1.7 Antifreeze Compounds
3.1.8 Storage of Materials
MATERIALS
Clean & potable
iwr, accelerators, etc.
Not permitted
Protect from moisture
ASTM C476-10
water-reducers, viscocity modifiers
GROUT TYPE & PROPORTIONS
4. Grout Type and Proportions
4.1 Type
4.1.1 Fine grout
4.1.2 Coarse grout
4.2 Proportions of Ingredients
4.2.1 Conventional Grout
4.2.1.1 Table 1
4.2.1.2 Specified Compressive Strength
4.2.2 Self-consolidating Grout
4.2.2.1 Specified Compressive Strength
2,000 psi at 28 days
Per astm c1019
Fine aggregate
Coarse and Fine aggregates
24-30 in. slump flow;
2,000 psi at 28 days
Per astm c1019
Vsi < 1
ASTM C476-10
• Coarse grout is typically more economical than fine grout
and is usually preferred.
• Both coarse and fine grout can be designed to achieve
necessary strength requirements.
• Space consumed by mortar fins must be subtracted from
the clear space.
• Minimum clear cross-sectional dimensions of the cells to
be grouted are shown in the chart on the next slide.
FINE GROUT vs. COARSE GROUT
Table 3.1.2-Grout space requirements *
Grout type1
Maximum grout
pour height,
Ft.
Minimum width
of grout space,
In.
Minimum grout
space
dimensions for
grouting cells of
hollow unit
in. x in.
Fine
Fine
Fine
Fine
1
5
12
24
3/4
2
21/2
3
1 ½ x 2
2 x 3
2 ½ x 3
3 x 3
Coarse
Coarse
Coarse
Coarse
1
5
12
24
1 ½
2
2 ½
3
1 ½ x 3
2 ½ x 3
3 x 3
3 x 4
* MSJC Code
FINE GROUT vs. COARSE GROUT
1/2” MAX.
MORTAR FIN
MORTAR PROTRUSION TOLERANCE
DIAGRAM 02.410.0121 REV. 02/22/09
MORTAR FINS
Mortar Fins (protrusions)
Mortar fins restrict the flow of grout
into cells and can actually trap air.
They must be removed before
grouting takes place. The best time
to do this is during wall construction.
MORTAR FINS
MASONRY PRISM
Masonry Prism Sectioned prism, (2) CMU,
Mortar Joint, Grout, Rebar
MASONRY PRISM
Masonry Prism Sectioned prism, (2) CMU,
Mortar Joint, Grout, Rebar
However, remaining fins should be broken free
and dropped to the cleanouts and removed before
grouting takes place.
Proper technique in the application of mortar and
the setting of the CMU should minimize mortar
fins.
MORTAR FINS
Grout should be able to flow completely
around the rebar.
Clearance must be provided between the:
• Face shells of the CMU
• Other rebar
Masonry & grout coverage also protects
the rebar from corrosion or weather.
MINIMUM MASONRY COVER
1 1/2 inch minimum cover for interior face.
2 inch minimum cover for exterior
face exposed to earth or weather
MINIMUM MASONRY COVER
.
1/2” MIN. FOR COURSE GROUT 1/4” MIN. FOR FINE GROUT
MINIMUM DISTANCE FROM ANY PROTRUSION:
REINFORCEMENT PLACEMENT TOLERANCE
DIAGRAM 02.410.0123 REV. 02/22/09
MINIMUM GROUT CLEARANCE
MINIMUM GROUT CLEARANCE
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))
GROUT TYPE & PROPORTIONS ASTM C476-10
STANDARD TEST METHOD FOR SAMPLING AND TESTING GROUT
ASTM C1019-09
SCOPE; SIGNIFICANCE & USE ASTM C1019-09 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.
TEST SPECIMENS ASTM C1019-09 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.
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.
EXAMPLE: IF SPECIMENS ARE TO BE
TESTED AT 7, 14, AND 28 DAYS, THEN
MAKE 9 SPECIMENS.
GROUT SPECIMEN MOLDS ASTM C1019-09
SCOPE ASTM C1019-09 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
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.
5% tolerance on dims.
Filling Slump Cone
Hold cone firmly
in position so grout
does not escape while filling the cone.
Slump cones are for testing grout
consistency prior to grouting.
SLUMP TEST, CONVENTIONAL GROUT
1/3
Fill the bottom 1/3
and rod 25 times
with the puddle rod.
Straight in and
Straight out… do not
stir.
Filling Slump Cone
SLUMP TEST, CONVENTIONAL GROUT
2/3
Fill the middle 1/3
and rod 25 times.
Penetrate bottom 1/3 only slightly.
Filling Slump Cone
SLUMP TEST, CONVENTIONAL GROUT
3/3
Fill the top 1/3
and rod 25 times.
Penetrate middle 1/3 only slightly.
Filling Slump Cone
SLUMP TEST, CONVENTIONAL GROUT
Grout should slump 8 to 11 inches.
Lift the cone slowly
and straight up. Do not twist or turn.
Remove Slump Cone
SLUMP TEST, CONVENTIONAL GROUT
Conventional Grout
ASTM C 143
8 - 11” slump
SCG
ASTM C1611
24” to 30” slump flow
VSI < 1
SLUMP vs. SLUMP FLOW
ALTERNATIVE METHODS ASTM C1019-09
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.
CALCULATIONS ASTM C1019-09
11. Calculations
11.1 Determine the average cross-
sectional area by measuring the
width of each face at its mid-height,
calculating the average width of
opposite faces, and multiplying the
averages.
11.2 For specimens from molds of
masonry units, calculate the
compressive strength by dividing
the maximum load by the average
cross-sectional area and express
the result to the nearest 10 psi.
x2
x1
y1
y2
P
Average cross-sectional Area =
x1 + x
2
2 2
y1 + y
2 .
Tip 10 – 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.
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
Tip 10 – 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.
Tip 10 – Understand Grout Pours and Lifts
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
LOW LIFT GROUTING
HIGH LIFT GROUTING
HIGH LIFT GROUTING
HIGH LIFT GROUTING
HIGH LIFT GROUTING
HIGH LIFT GROUTING
HIGH LIFT GROUTING
HIGH LIFT GROUTING
HIGH LIFT GROUTING - SCG
Self Consolidating Grout Demonstration
LOW LIFT GROUTING PROCEDURES
DETAIL 02.410.0131 REV. 06/30/10
VERTICAL REINFORCEMENT FOR CLOSED-END CONCRETE MASONRY UNITS CAN BE SET AFTER WALL HAS BEEN LAID.
REBAR POSITIONER, WALL TIE, OR OTHER DEVICE TO POSTION VERTICAL REINFORCEMENT
HORIZONTAL REINFORCEMENT PLACED IN BOND BEAMS AS WALL IS LAID UP
METAL LATH, MESH, OR WIRE SCREEN PLACED IN MORTAR JOINTS UNDER KNOCK-OUT BOND BEAM COURSES TO PREVENT FILLING OF UNGROUTED CELLS
OPTION 2: STANDARD CMU W/ CROSS WEBS KNOCKED OUT AT BOND BEAM COURSE
OPTION 1: U-BLOCK UNITS W/ SOLID BOTTOM AT BOND BEAM COURSE
GROUT IN BOND BEAMS & REINFORCED VERTICAL CELLS PLACED IN TOP OF WALL AFTER WALL HAS BEEN LAID UP
STOP GROUT 1” FROM TOP OF POUR TO CREATE SHEAR KEY
CELLS CONTAINING REINFORCEMENT ARE FILLED SOLIDLY W/ GROUT; VERTICAL CELLS SHOULD PROVIDE A CONTINUOUS CAVITY FREE OF MORTAR DROPPINGS
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.
HIGH LIFT GROUTING PROCEDURES
DIAGRAM 02.410.0131 REV. 07/06/10
VERTICAL REINFORCEMENT FOR CLOSED-END CONCRETE MASONRY UNITS CAN BE SET AFTER WALL HAS BEEN LAID.
REBAR POSITIONER, WALL TIE, OR OTHER DEVICE TO POSTION VERTICAL REINFORCEMENT
HORIZONTAL REINFORCEMENT PLACED IN BOND BEAMS AS WALL IS LAID UP
METAL LATH, MESH, OR WIRE SCREEN PLACED IN MORTAR JOINTS UNDER KNOCK-OUT BOND BEAM COURSES TO PREVENT FILLING OF UNGROUTED CELLS
OPTION 2: STANDARD CMU W/ CROSS WEBS KNOCKED OUT AT BOND BEAM COURSE
OPTION 1: U-BLOCK UNITS W/ SOLID BOTTOM AT BOND BEAM COURSE
GROUT IN BOND BEAMS & REINFORCED VERTICAL CELLS PLACED IN TOP OF WALL AFTER WALL HAS BEEN LAID UP
STOP GROUT 1” FROM TOP OF POUR TO CREATE SHEAR KEY
CELLS CONTAINING REINFORCEMENT ARE FILLED SOLIDLY W/ GROUT; VERTICAL CELLS SHOULD PROVIDE A CONTINUOUS CAVITY FREE OF MORTAR DROPPINGS
NOTE: GROUT LIFTS NOT TO EXCEED 5 FT. SEE STRUCTURAL DWGS FOR MAX. HEIGHT OF POUR. MECH. CONSOLIDATE & RECONSOLIDATE GROUT
CLEANOUT OPENINGS @ BASE OF VERTICALLY REINF. CELLS, 32” O.C. 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
Tip – Consider Cleanout options
Multiple options for cleanout construction
Does not have to be a full face shell high Minimum size is 3”
Can be concealed easily on interior walls with base molding
Cleanout
BRACE CLEANOUT AND PLACE GROUT
CUT PORTION OF FACE SHELL TO CREATE CLEANOUT
REINSERT FACE SHELL AND MORTAR IN PLACE
PLACE REINFORCING AND INSPECT WALL FOR OBSTRUCTIONS
REMOVE BRACING
BLOCK CLEANOUT
DIAGRAM 02.410.0111 REV. 06/12/09
CUT FACE SHELL FOR CLEANOUT
WOOD BRACING
GROUT & REINFORCEMENT
BLOCK CLEANOUT
DIAGRAM 02.410.0112 REV. 06/12/09
REINSERT FACE SHELL PIECE TO RESIST GROUT PRESSURE
CUT WEDGE-SHAPED PORTION OF FACE SHELL TO CREATE CLEANOUT
CLEANOUT
MORTAR FACE SHELL EDGES IF NECESSARY
BLOCK CLEANOUT
DIAGRAM 02.410.013 REV. 06/12/09
1. CUT OUT PORTION OF FACE SHELL
2. PLACE ACRYLIC GROUT STOP INTEGRALLY BRACED AGAINST INSIDE OF FACE SHELL
3. HAND-TIGHTEN BRACE
5. REMOVE ACRYLIC AND BREAK OFF PLASTIC BRACE
4. PLACE REBAR & GROUT
BLOCK CLEANOUT
DIAGRAM 02.410.0114 REV. 06/12/09
Tip 11 – 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
Constructability considerations Ease of use/Personal preference
Cost implications – material, placement
Issues related to pour height (next slide)
Fine Grout might be better suited here
Coarse or Fine Grout here
Tip 11 – Give the Contractor Some Latitude
Give the contractor some latitude in the….
Determination of Pour and Lift height
Technical considerations Code/Spec compliance
Inspection options
Other
Constructability considerations Cleanouts
Bracing
Site constraints
Coordination of trades
Placement procedures
Other
Tip 11 – Give the Contractor Some Latitude Give the contractor some latitude in the….
Use of self-consolidating grout
Technical considerations New material comfort level
Grout spaces and pour heights
Inspection and testing capabilities
Local supplier experience
More
Constructability considerations Cost
Availability
Experience with the product
Grout space/height
• More
SLAB EDGE
SLAB EDGE
FOUNDATION DOWELS
VERTICAL REINFORCEMENT AS REQ’D
GROUT AS REQ’D
HORIZONTAL JOINT REINFORCEMENT
CMU SHOWN IN LONGITUDINAL SECTION
DOWELS MAY BE BENT UP TO 1” LATERALLY PER 6” VERTICALLY
FOUNDATION
FOUNDATION DOWEL ALIGNMENT
DETAIL 02.010.0301 REV. 02/22/09
SPACING OF VERTICAL REINFORCEMENT
±1/2” IF d ≤ 8”
d
±1” IF 8”< d ≤ 24” ±1¼” IF d > 24”
±2”
REINFORCEMENT PLACEMENT TOLERANCE
DIAGRAM 02.410.0122 REV. 02/24/09
PARTITIONS
PARTITIONS
PARTITIONS
Innovations
Spanning the Opening
SPANNING OPENINGS
DOUBLE ANGLES AT BLOCK
SPANNING OPENINGS
Massive steel sections can be expensive and inefficient
STEEL BEAM and PLATE
LINTELS
LINTELS
LINTELS
SPANNING OPENINGS
CONCRETE MASONRY LINTEL
SPANNING OPENINGS
Poly-wrapped steel angles used for temporary support
CAST-IN-PLACE MASONRY LINTEL © 2009 INTERNATIONAL MASONRY INSTITUTE
SPANNING OPENINGS
Precast masonry lintel fabricated on the ground
PRECAST LINTELS © 2009 INTERNATIONAL MASONRY INSTITUTE
SPANNING OPENINGS
Lintel is hoisted by lift
PRECAST LINTELS © 2009 INTERNATIONAL MASONRY INSTITUTE
© 2009 INTERNATIONAL MASONRY INSTITUTE
SPANNING OPENINGS
Precast lintel set into place
PRECAST LINTELS
© 2009 INTERNATIONAL MASONRY INSTITUTE
SPANNING OPENINGS
10-foot span
PRECAST LINTELS
U-BLOCK CMU BOND BEAMS
DIAGRAM 02.410.0142 REV. 07/08/10
CMU BOND BEAM MADE FROM U-BLOCK UNITS
VERTICAL REINFORCEMENT AS REQ’D
HORIZONTAL REINFORCEMENT AS REQ’D
U-BLOCK NOTCHED TO ACCEPT VERTICAL REINFORCEMENT
SPECIAL SHAPE U-BLOCK
KNOCK-OUT CMU BOND BEAMS
DIAGRAM 02.410.0141 REV. 07/08/10
VIEW OF STANDARD BLOCK BEFORE CROSS WEBS ARE KNOCKED OUT
VIEW OF BLOCK AFTER CROSS WEBS ARE KNOCKED OUT TO ACCOMMODATE HORIZONTAL REINFORCEMENT
METAL LATH, MESH, OR WIRE SCREEN PLACED IN BED JOINTS UNDER KNOCK-OUT BOND BEAM COURSES TO PREVENT FILLING OF UNGROUTED CELLS
VERTICAL REINFORCEMENT AS REQ’D
HORIZONTAL REINFORCEMENT AS REQ’D
BOND BEAM
BOND BEAM
BOND BEAM
BOND BEAM
Structural Options & Efficiencies
Use masonry as
Lintels
Deep beams
INTERSECTING WALLS
VIEW OF INTERSECTING
BOND BEAMS PRIOR TO
GROUT PLACEMENT
LENGTH AS REQUIRED TO DEVELOP REINFORCEMENT
GROUT AND REINFORCING AS REQ’D
KNOCK OUT FACE SHELL OF BOND BEAM UNIT FOR CONT. GROUT & REINFORCEMENT
NOTE: SEE BUILDING CODE REQUIREMENTS FOR REINFORCEMENT DEVELOPMENT LENGTHS AND MINIMUM AREA OF REINFORCEMENT REQ’D
RAKE OUT MORTAR FOR CONTROL JOINT
FLANGE WALL
WEB WALL
RAKE OUT MORTAR FOR VERTICAL C.J.
INTERSECTING WALLS
DETAIL 02.120.1523 REV. 02/22/08
BOND BEAMS
FLANGE WALL
WEB WALL
CONTROL JOINT
50% INTERLOCKING UNITS REQ’D TO BOND WALLS
CONTROL JOINT
GROUT AND REINFORCING AS REQ’D
INTERSECTING WALLS
DETAIL 02.120.1521 REV. 02/22/08
50% INTERLOCKING UNITS
RAKE OUT MORTAR AND CAULK
GROUT STOP
WEB WALL
FLANGE WALL
MIN. 24” L x 1½” W x ¼” THICK Z-STRAP CONNECTOR W/ 2” EXTENSIONS EA. END
STEEL CONNECTOR
CONNECTOR EMBEDDED INTO GROUT-FILLED CORES @ EACH END
GROUT AND REINFORCING AS REQ’D
INTERSECTING WALLS
DETAIL 02.120.1522 REV. 02/22/08
STEEL CONNECTOR
Innovations
Hybrid Masonry
Options, options and more options!
Hybrid masonry/steel frame
Reinforced Masonry infill
Combined with structural steel frame
Masonry acts as bracing
Eliminates cutting infill around steel cross bracing
c) TYPE I HYBRID ∆= 0.02” (0.5 mm)
a) RIGID FRAME
10 KIPS W12x35
∆
W1
2x4
0
∆= 4” (100 mm) W8x24
W8
x1
5
W8
x1
5
10 KIPS
b) BRACED FRAME ∆= 0.04” (1 mm)
W8
x1
5
W8x24 10 KIPS
W1
2x4
0
W8
x1
5
Note detailing issues due to frame deflection
CMU cuts around brace not shown
GAPS 1, 2: NO IN-PLANE LOAD TRANSFER
GAP 2 GAP 1
GAP 3
TYPE I
BEAM OR GIRDER
COLUMN
SHEAR WALL
SHEAR (IN-PLANE)
GAP 3: TRANSFERS IN-PLANE SHEAR LOAD; NO AXIAL LOAD
COLUMN
GAPS 1, 2: NO IN-PLANE LOAD TRANSFER (SOFT JOINTS)
GAP 2 GAP 1
NO GAP
TYPE II
BEAM OR GIRDER
COLUMN
SHEAR WALL
SHEAR (IN-PLANE)
BEAM/GIRDER TRANSFERS IN-PLANE SHEAR LOAD
COLUMN
AXIAL LOAD
NO GAP NO GAP
NO GAP
TYPE III
BEAM OR
GIRDER
COLUMN
SHEAR WALL
SHEAR (IN-PLANE)
COLUMN
SHEAR
(IN-PLANE) SHEAR
(IN-PLANE)
AXIAL LOAD
not yet included in building codes
HYBRID MASONRY & STEEL
HYBRID MASONRY & STEEL
HYBRID MASONRY & STEEL
Garden Hills Elementary School, Champaign, IL BLDD Architects
Innovations
Structural Brick
Tip 14 – Consider Structural Brick
Reinforced hollow brick masonry
Reinforced structural veneer
Innovations
Loadbearing CMU Pilasters & Columns
SPECIAL SHAPE PILASTER BLOCK
CMU PILASTER W/ GROUT & REINFORCEMENT PER STRUCTURAL ENGINEER
REBAR POSITIONER
GROUTED CELLS PER STRUCTURAL ENGINEER
LOAD BEARING PILASTER
DETAIL 02.010.1101 REV. 06/17/08
REINFORCED COLUMN
REINFORCED COLUMN
REINFORCED COLUMN
REINFORCED COLUMN
REINFORCED COLUMN
Innovations Loadbearing AAC Masonry
AAC Craftworker Certification Training
Design provisions in Appendix A of MSJC
Strength Design provisions similar to MSJC Chapter 3
MSJC Specification contains construction provisions
IBC force resisting system limited to SDC A, B, C
IRC not limited
Locally adopted code may differ
Tip 15 – Consider AAC Masonry
8x8x16 normal
weight block
(140 pcf)
8x8x16 light
weight block
(105 pcf)
38 lbs 28 lbs
8x8x16 AAC
AC-4 block
(31 pcf)
18 lbs
UNIT WEIGHT COMPARISONS
14,000 s.f. addition
8” loadbearing AAC wall
12” loadbearing AAC wall
8”-12” T. x 8” H. x 24” L. AAC block have
one 4”Ø core to accept a #6 bar @ 24”
o.c.
LOADBEARING AAC MASONRY WALL
DETAIL 13.120.0101 REV. 04/23/10
12” THICK x 8” H. x 24” L. AC-4 AUTOCLAVED AERATED CONCRETE (AAC) MASONRY UNITS
JOIST GIRDERS @ 5’-0” O.C. PER STRUCTURAL
#6 VERTICAL REINFORCING & GROUT IN 4”Ø CORES @ 24” O.C.
16” H. BOND BEAM W/ (2) #5 REBAR @ EA. COURSE
NOTE: THIS DRAWING REPRESENTS A BASIC STRUCTURAL AAC MASONRY WALL; IT IS NOT INTENDED FOR CONSTRUCTION WITHOUT PROPER ENGINEERING DESIGN AND CALCULATIONS.
Reinforcement Splices & Options
Tip 16 – Include Splice Lengths in Project Documents
Question: Why should the splice lengths and locations be included on the project drawings?
Answer: The design professional has the information necessary to calculate lap lengths, the contractor does not. Contractors cannot be expected to know which lap length equation is applicable nor the variables that are included in some lap splice equations.
Consider that laps may vary based on:
Bar diameter
Design method (ASD or SD)
Locally adopted building code
Specified cover
Specified f’m
and more…
PLANK AT BEARING WALL
DETAIL 02.120.0751 REV. 11/25/08
INTERMEDIATE ELEVATION
2’-0 HORIZ. x 2’-0” VERT. #4 DOWELS AND GROUT AT PLANK KEYWAYS – SEE DETAIL 20.P02
3” MIN. BEARING & BEARING STRIP
BOND BEAM W/ (2) #5, CONT, OR AS REQ’D
GROUT PLANK SOLID AT BEARING
GROUT & VERTICAL REINFORCING AS REQUIRED
SOLID CMU
PRECAST CONCRETE PLANK
NOTE: VENEER & AIR/ MOISTURE BARRIER NOT SHOWN
HORIZONTAL. JOINT REINFORCEMENT
TOPPING IF REQ’D
LAP VERTICAL BAR SPLICE ABOVE PLANK LEVEL
#6 vertical bars in wall required 48 bar dia. lap length = 36 in.
SPLICE LENGTHS
#6 vertical bars in wall required 48 bar dia. lap length = 36 in.
SPLICE LENGTHS
Options to avoid long lap lengths: Use smaller diameter bars at closer spacing.
Cover distance is key – maximize cover for minimum lap lengths.
Minimize laps by permitting higher grout lifts
Use specified f’m, not just minimum value…
MSJC Equations & IBC SD requirements
Lap length INCREASES as: •Bar size increases, •Cover decreases
Lap length DECREASES as: •Bar size decreases, •Cover increases, •Masonry compressive strength increases
Tip 17 – Reduce Splice Length when Appropriate
Question: Which of the above is the better choice? Answer: Either one could be fine, so consider:
• Bar weight
• Quantity of grout and difficulty in placement
• Are lap splices being used (longer for the #6 bar)
• Generally smaller bars closer together produce more
cohesive behavior for the wall as a whole.
• But, too close together and more grout is needed.
• Is the wall going to be fully grouted for other reasons?
Tip 17 – Reduce Splice Length when Appropriate
Balance bar size & spacing to optimize the design, example:
#4 bar @ 24”c/c is equivalent to #6 bar @ 48”c/c
32” spacing Various spacing
24” spacing
REINFORCEMENT SPACING
Lap splices
Mechanical splices Becoming more common
Develop 125% of specified bar yield strength.
Welded splices Specify weldable reinforcement
Bars butted and must develop 125% specified bar yield strength.
Difficult, expensive, not recommended for most applications
Tip 18 – Consider other Splicing Options
Tip 19 – Think joint reinforcement not bond beams…
Joint reinforcement may be used to meet horizontal reinforcement requirements
Bond beams are more expensive option but may offer more steel reinforcement area
For crack control, joint reinforcement may not be needed with bond beams
Can use both in the building to suit different needs
Options, options and more options!
Prefabricated masonry
And even more….
Software for structural analysis
Bottom Line
Structural masonry…
Durable
Structural masonry…
Economical
Masonry as structure and finish
Structural masonry…
Structural masonry…
Sustainable
Structural masonry…
Fire & Blast Resistant
Structural masonry…
Think structural masonry for your next project
BAC CONTRACTORS
IMI-TRAINED CRAFTWORKERS
International Union of Bricklayers and Allied Craftworkers
International Masonry Institute
TIPS TO OPTIMIZE STRUCTURAL MASONRY
presented by International Masonry Institute