Reinforced masonry engineering handbook clay and concrete masonry part 2

For the Ordinary Plain and Detailed Plain Shear Walls, the following applies: MSJC Code Section 1.14.2.2 1.14.2.2.1 Ordinary plain unreinforced masonry shear walls — Design of ordinary p

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7.1 M INIMUM R EINFORCING

As part of the design process, the StructuralEngineer must be aware of the minimum prescriptivereinforcement requirements and how the differentelements can fit inside of a masonry wall Theconvenience of hiding conduits and pipes inside awall often competes with the structural elements ofreinforcing steel and grout While these componentsmay theoretically fit inside the wall, unless groutadequately surrounds the reinforcing steel, themasonry will not perform as designed This chapterprovides guidance on detailing of reinforcing steelthat not only complies with code requirements butalso is constructable

Prescriptive requirements for the minimum area

of steel to be used in masonry depends on theseismic design category under which the structure is

to be constructed The categories are designated asSeismic Design Categories A, B, C, D, E and F

These categories are defined in ASCE 7, as adopted

by the IBC and the MSJC Code provisions

Reinforcement must be placed in grout as stated inMSJC Code Section 1.13.1, with the cell dimensionsand grout pour heights conforming to MSJC CodeSection 1.16 For reinforcement, MSJC Code Section1.13.2.1 limits the maximum bar size to a number 11with the diameter limited to one-half the least celldimension, collar joint, or bond beam in which thereinforcement is placed For joint reinforcement, thelongitudinal and cross wires must have minimum wiresize of W1.1 (11 gage) and the wire must not be morethan one-half the mortar joint thickness

A more precise determination of the minimumarea of steel should be based upon the section ofmasonry between bars of main longitudinalreinforcement to ensure that the quantity ofreinforcement is sufficient to carry the flexure of thesection between the main reinforcing bars Thus, themaximum distance between bars could be basedupon the modulus of rupture of the section in flexurebetween the bars Or, the minimum reinforcementwould be that amount needed to carry the moment onthe section between the bars of the main longitudinalreinforcement This calculation could be determinedfor each case, if needed

Minimum steel area requirements are somewhatarbitrary and are an outgrowth of the minimumrequirements initially used for reinforced concrete.Concrete requires a fairly large amount of minimumsteel because it is cast in a plastic state and issubject to significant shrinkage during hydration.Masonry units, on the other hand, are for the mostpart, dimensionally stable when the wall isconstructed Only plastic mortar and grout are added

to the masonry structure Because there is far lessmaterial to shrink in a masonry wall than in aconcrete wall, the minimum steel requirements havebeen set at half that of required concrete

Minimum requirements for reinforced masonryshear walls are dependent upon both the SeismicDesign Category of the structure and how the wall isclassified for the purpose of seismic design.Reinforced masonry wall types are:

Ordinary reinforced masonry shear walls,Intermediate reinforced masonry shear walls, and

Special reinforced masonry shear walls

7

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Coordinating the requirements of shear wall types,reinforcement requirements and seismic design

categories provide reinforcement requirements

These requirements must be coupled with the

strength requirements for the component structure to

resist imposed loads and the capacity requirements

calculated by design

MSJC Code Section 1.14.2.2 provides forprescriptive minimum reinforcement for each of the

above shear wall types and connections For the

Ordinary Plain and Detailed Plain Shear Walls, the

following applies:

MSJC Code Section 1.14.2.2

1.14.2.2.1 Ordinary plain (unreinforced)

masonry shear walls — Design of ordinary plain

(unreinforced) masonry shear walls shall comply with the

requirements of Section 2.2, Section 3.2, or Chapter 4

1.14.2.2.2 Detailed plain (unreinforced)

masonry shear walls — Design of detailed plain

(unreinforced) masonry shear walls shall comply with the

requirements of Section 2.2 or Section 3.2, and shall

comply with the requirements of Sections 1.14.2.2.2.1

and 1.14.2.2.2.2

1.14.2.2.2.1 Minimum reinforcement

requirements — Vertical reinforcement of at least 0.2 in.2

(129 mm2) in cross-sectional area shall be provided at

corners, within 16 in (406 mm) of each side of openings,

within 8 in (203 mm) of each side of movement joints,

within 8 in (203 mm) of the ends of walls, and at a

maximum spacing of 120 in (3048 mm) on center

Reinforcement adjacent to openings need not beprovided for openings smaller than 16 in (406 mm) in

either the horizontal or vertical direction, unless thespacing of distributed reinforcement is interrupted bysuch openings

Horizontal joint reinforcement shall consist of at leasttwo wires of W1.7 (MW11) spaced not more than 16 in.(406 mm) on center, or bond beam reinforcement shall beprovided of at least 0.2 in.2(129 mm2) in cross-sectionalarea spaced not more than 120 in (3048 mm) on center Horizontal reinforcement shall also be provided at thebottom and top of wall openings and shall extend not lessthan 24 in (610 mm) nor less than 40 bar diameters pastthe opening, continuously at structurally connected roofand floor levels, and within 16 in (406 mm) of the top ofwalls

1.14.2.2.2.2 Connections — Connectors

shall be provided to transfer forces between masonrywalls and horizontal elements in accordance with therequirements of Section 2.1.8 Connectors shall be designed to transfer horizontal design forces acting eitherperpendicular or parallel to the wall, but not less than 200

lb per lineal ft (2919 N per lineal m) of wall The maximumspacing between connectors shall be 4 ft (1.22 m)

For Ordinary Reinforced Shear Walls, thefollowing applies

MSJC Code Section 1.14.2.2.3

1.14.2.2.3 Ordinary reinforced masonry

shear walls — Design of ordinary reinforced masonry

shear walls shall comply with the requirements of Section2.3 or Section 3.3, and shall comply with therequirements of Sections 1.14.2.2.2.1 and 1.14.2.2.2.2

262 REINFORCED MASONRYENGINEERING HANDBOOK

TABLE 7.1 MSJC Code Minimum Seismic Reinforcement Requirements Summary

Shear Wall Type

Permitted Seismic Design Category

D (1.14.2.2.5)#4 @ 48” (1.14.2.2.5)#4 @ 48” If stack bond, maximum spacings are reduced to 24” (1.14.6.3)

E, F (1.14.2.2.5)#4 @ 48” (1.14.2.2.5)#4 @ 48” If stack bond, maximum spacings are reduced to 16” (1.14.7.3) 07.Chapter.5.19.2009.qxp 8/11/2009 10:52 AM Page 262

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For Intermediate Reinforced Shear Walls:

1.14.2.2.4 Intermediate reinforced masonry

shear walls — Design of intermediate reinforced

masonry shear walls shall comply with the requirements

of Section 2.3 or Section 3.3 Design shall also complywith the requirements of Sections 1.14.2.2.2.1 and1.14.2.2.2.2, except that the spacing of verticalreinforcement shall not exceed 48 in (1219 mm)

For Special Reinforced Shear Walls:

1.14.2.2.5 Special reinforced masonry shear

walls — Design of special reinforced masonry shear

walls shall comply with the requirements of Section 2.3

or Section 3.3 Design shall also comply with therequirements of Sections 1.14.2.2.2.1, 1.14.2.2.2.2,1.14.6.3, and the following:

(a) The maximum spacing of vertical and horizontalreinforcement shall be the smaller of one- third thelength of the shear wall, one-third the height of theshear wall, or 48 in (1219 mm)

(b) The minimum cross-sectional area of verticalreinforcement shall be one-third of the required shearreinforcement

(c) Shear reinforcement shall be anchored aroundvertical reinforcing bars with a standard hook

Reinforcement details are also prescribed forSeismic Design Category A, B, C, D, and E

The MSJC Code contains seismic requirementsfor masonry shear walls based on wall type and otheritems, such as lateral connections between floorsand walls SDC A, however, imposes no additionalreinforcement detailing requirements Provisions forSeismic Design Category A are:

1.14.3.1 Structures in Seismic Design Category

A shall comply with the requirements of Chapter 2, 3, 4,

or 5 AAC masonry structures in Seismic DesignCategory A shall comply with the requirements ofAppendix A

1.14.3.2 Drift limits — The calculated story drift

of masonry structures due to the combination of designseismic forces and gravity loads shall not exceed 0.007times the story height

1.14.3.3 Anchorage of masonry walls —

Masonry walls shall be anchored to the roof and all floors

that provide lateral support for the walls The anchorageshall provide a direct connection between the walls andthe floor or roof construction The connections shall becapable of resisting the greater of a seismic lateral forceinduced by the wall or 1000 times the effective peakvelocity-related acceleration, lb per lineal ft of wall(14,590 times, N/m)

Exception: AAC masonry walls shall comply with therequirements of Section 1.14.4.3

In Seismic Design Category B, there are noadditional reinforcement detailing requirements

B shall comply with the requirements of Seismic DesignCategory A and with the additional requirements ofSection 1.14.4 AAC masonry structures shall complywith the requirements of 1.14.4.3

1.14.4.2 Design of elements that are part of the

lateral resisting system — The lateral

force-resisting system shall be designed to comply with therequirements of Chapter 2, 3, or 4 Masonry shear wallsshall comply with the requirements of ordinary plain(unreinforced) masonry shear walls, detailed plain(unreinforced) masonry shear walls, ordinary reinforcedmasonry shear walls, intermediate reinforced masonryshear walls, or special reinforced masonry shear walls

1.14.4.3 Anchorage of floor and roof diaphragms

in AAC masonry structures — Floor and roof diaphragms

in AAC masonry structures shall be surrounded by acontinuous grouted bond beam reinforced with at leasttwo longitudinal reinforcing bars, having a total cross-sectional area of at least 0.4 in.2(260 mm2)

In Seismic Design Category C masonrystructures must be reinforced in accordance with therequirements of the application, part or not part of thelateral force-resisting system

MSJC Code Section 1.14.5

C shall comply with the requirements of Seismic DesignCategory B and with the additional requirements ofSection 1.14.5

1.14.5.2 Design of elements that are not part of

the lateral force-resisting system

1.14.5.2.1 Load-bearing frames or columns

that are not part of the lateral force-resisting system shall

be analyzed as to their effect on the response of the

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system Such frames or columns shall be adequate for

vertical load carrying capacity and induced moment due

to the design story drift

1.14.5.2.2 Masonry partition walls, masonry

screen walls and other masonry elements that are not

designed to resist vertical or lateral loads, other than those

induced by their own mass, shall be isolated from the

structure so that vertical and lateral forces are not

imparted to these elements Isolation joints and

connectors between these elements and the structure shall

be designed to accommodate the design story drift

1.14.5.2.3 Reinforcement requirements —

Masonry elements listed in Section 1.14.5.2.2, except

AAC masonry elements, shall be reinforced in either the

horizontal or vertical direction in accordance with the

following:

(a) Horizontal reinforcement — Horizontal joint

reinforcement shall consist of at least twolongitudinal W1.7 (MW11) wires spaced not morethan 16 in (406 mm) for walls greater than 4 in (102mm) in width and at least one longitudinal W1.7(MW11) wire spaced not more 16 in (406 mm) forwalls not exceeding 4 in (102 mm) in width; or atleast one No 4 (M #13) bar spaced not more than 48

in (1219 mm) Where two longitudinal wires of jointreinforcement are used, the space between thesewires shall be the widest that the mortar joint willaccommodate Horizontal reinforcement shall beprovided within 16 in (406 mm) of the top andbottom of these masonry walls

(b) Vertical reinforcement — Vertical reinforcement

shall consist of at least one No 4 (M #13) bar spacednot more than 120 in (3048 mm) for Seismic DesignCategory C and not more than 48 in (1219 mm) for

Seismic Design Category D, E, and F Verticalreinforcement shall be located within 16 in (406mm) of the ends of masonry walls

1.14.5.3 Design of elements that are part of the

lateral force-resisting system — Design of masonry

columns and shear walls shall comply with therequirements of 1.14.5.3.1 and 1.14.5.3.2 Design ofordinary reinforced AAC masonry structures shallcomply with the requirements of 1.14.5.3.3

1.14.5.3.1 Connections to masonry columns

— Connectors shall be provided to transfer forcesbetween masonry columns and horizontal elements inaccordance with the requirements of Section 2.1.8 Whereanchor bolts are used to connect horizontal elements tothe tops of columns, anchor bolts shall be placed withinlateral ties Lateral ties shall enclose both the vertical bars

in the column and the anchor bolts There shall be aminimum of two No 4 (M #13) lateral ties provided inthe top 5 in (127 mm) of the column

1.14.5.3.2 Masonry shear walls — Masonry

shear walls shall comply with the requirements forordinary reinforced masonry shear walls, intermediatereinforced masonry shear walls, or special reinforcedmasonry shear walls

1.14.5.3.3 Anchorage of floor and roof

diaphragms in AAC masonry structures — Lateral load

between floor and roof diaphragms and AAC masonryshear walls shall be transferred through connectorsembedded in grout in accordance with Section 2.1.8.Connectors shall be designed to transfer horizontal designforces acting either parallel or perpendicular to the wallbut not less than 200 lb per lineal ft (2919 N per lineal m)

of wall The maximum spacing between connectors shall

be 4 ft (1.2 m)

F IGURE 7.1 Minimum deformed reinforcement for Seismic Design Category C elements that are not part of the lateral force-resisting system.

0.20 sq in min Ledger

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Continuous reinforcement at the top and bottom

of openings may be used in determining themaximum spacing specified in the aboverequirements Figure 7.1 provides the layout of thewall reinforcement as indicated in the requirementsfor elements that are not part of the lateral force-resisting system in SDC C

The MSJC Code provisions for Category D are :

D shall comply with the requirements of Seismic DesignCategory C and with the additional requirements ofSection 1.14.6

Exception: AAC masonry elements shall comply with therequirements of 1.14.5

1.14.6.2 Design requirements — Masonry

elements, other than those covered by Section 1.14.5.2.2,shall be designed in accordance with the requirements ofSections 2.1 and 2.3, Chapter 3, Chapter 4 or Appendix A

1.14.6.3 Minimum reinforcement requirements

for masonry walls — Masonry walls other than those

covered by Section 1.14.5.2.2, and other than AACmasonry, shall be reinforced in both the vertical andhorizontal direction The sum of the cross-sectional area

of horizontal and vertical reinforcement shall be at least0.002 times the gross cross-sectional area of the wall, and the minimum cross-sectional area in each direction shall

be not less than 0.0007 times the gross cross-sectionalarea of the wall, using specified dimensions

Reinforcement shall be uniformly distributed Themaximum spacing of reinforcement shall be 48 in (1219mm), except for stack bond masonry Wythes of stackbond masonry shall be constructed of fully groutedhollow open-end units, fully grouted hollow units laidwith full head joints, or solid units Maximum spacing ofreinforcement for walls with stack bond masonry shall be

24 in (610 mm)

1.14.6.4 Masonry shear walls — Masonry shear

walls shall comply with the requirements for specialreinforced masonry shear walls

1.14.6.5 Minimum reinforcement for masonry

columns — Lateral ties in masonry columns shall be

spaced not more than 8 in (203 mm) on center and shall

be at least 3/8in (9.5 mm) diameter Lateral ties shall beembedded in grout

1.14.6.6 Material requirements — Neither Type

N mortar nor masonry cement shall be used as part of thelateral force-resisting system

1.14.6.7 Lateral tie anchorage — Standard

hooks for lateral tie anchorage shall be either a degree standard hook or a 180-degree standard hook

135-See Figure 7.3 for the minimum prescriptivereinforcement requirements for SDC D

F IGURE 7.2Reinforcement in a concrete masonry wall located in Seismic Design Category D.

AND F

Below are the requirements for Seismic DesignCategories E and F See Figure 7.3 for the minimumprescriptive reinforcement for walls for SDC E and F

1.14.7.1 Structures in Seismic Design Categories

E and F shall comply with the requirements of SeismicDesign Category D and with the additional requirements

of Section 1.14.7

1.14.7.2 Minimum reinforcement for stack bond

elements that are not part of the lateral force-resisting system — Stack bond masonry that is not part of the

lateral force-resisting system shall have a horizontalcross-sectional area of reinforcement of at least 0.0015times the gross cross-sectional area of masonry Themaximum spacing of horizontal reinforcement shall be 24

in (610 mm) These elements shall be solidly grouted andshall be constructed of hollow open-end units or twowythes of solid units

1.14.7.3 Minimum reinforcement for stack bond

elements that are part of the lateral force-resisting system

— Stack bond masonry that is part of the lateral resisting system shall have a horizontal cross-sectionalarea of reinforcement of at least 0.0025 times the grosscross-sectional area of masonry The maximum spacing

force-of horizontal reinforcement shall be 16 in (406 mm).These elements shall be solidly grouted and shall beconstructed of hollow open-end units or two wythes ofsolid units

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7.1.6 C ALCULATION OF M INIMUM

MSJC Code Section 1.14.6.3 states that a wallmust be reinforced both vertically and horizontally

with a required minimum amount of reinforcing The

minimum area of reinforcement for Seismic Design

Categories D, E and F, in one direction, either

vertically or horizontally, may not be less than 0.0007

times the gross cross-sectional area of the wall The

sum of the horizontal and vertical reinforcement must

be at least 0.002 time the gross cross-sectional area

The gross cross-sectional area is the width of thewall times a given length

EXAMPLE 7-A Minimum Areas of Steel.

Based on the 2005 MSJC Code, determine theminimum size and spacing of reinforcing steel

required in each direction for:

(a) 9 in solid grouted double-wythe brick wall in

SDC D

(b) 8 in concrete block wall in SDC E

Solution 7-A

MSJC Code Section 1.14.6.3 requires at least

A s = 0.0007bt in both directions with a minimum total

area of steel of 0.002bt for all reinforced masonry

structures located in Seismic Design Categories D

Generally, 0.0007bt is placed in the wall opposite of

the direction the wall spans The balance of the

reinforcement (0.002bt - 0.0007bt = 0.0013bt) is

placed in the direction the wall is principally spanning

(a) 9 in Solid Grouted Brick Wall

Total reinforcement required:

A s(required total) 0.216

A s(in weak direction) 0.076

A s(principal direction) 0.140Choose #5 @ 26 in o.c in the principal (strong)

direction (A s= 0.139 sq in./ft)

(b) 8 in Solid Concrete Block Wall

Total reinforcement required:

A s = 0.0020bt = 0.183 sq in./ft

F IGURE 7.3 Minimum wall reinforcement for Seismic Design Category D, E, and F

0.20 sq in min.

Bond beam at parapet Bond beam at ledger

Trim bars typical support to support

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Area of reinforcement required in weak direction:

A s = 0.0007bt = 0.064 sq in./ft

Choose #5 @ 48 in o.c in weak direction

(A s= 0.075 sq in./ft)Area of reinforcement required in strong direction:

A s(required total) 0.183

A s(in weak direction) 0.076

A s(principal direction) 0.107Choose #5 @ 32 in o.c in the principal (strong)

ft between the foundation and the roof bond beam

The wall is located in Seismic Design Category D

Solution 7-B

For SDC D, use A s = 0.0013bt vertically and

A s = 0.0007bt horizontally to satisfy the requirements

From Table GN-21b, choose vertical

reinforcement of #5 @ 32 in o.c (A s= 0.116 sq in./ft)

To find the additional horizontal area of steel

required to meet the A s = 0.064 sq in./ft, thecontribution of the joint reinforcement, if used, mustfirst be determined

Total required horizontal steel, A s= 0.064 x 12

A s= 0.035 x 8 joints reinforced = 0.28 in2

F IGURE 7.4Wall with joint reinforcement.

Area of steel needed in the bond beam and thetop of the footing is:

Use #5 bar in the bond beam and top of thefooting

The general practice is for the principal steelwhich resists the design stresses in SDC D or higher,

to be the larger amount of steel, (A s = 0.0013bt), and

perpendicular to it would be the minimum amount of

steel (A s min = 0.0007bt) Thus, if a wall spans

vertically, between floors, or between the floor andthe roof, the principal steel would be vertical and

would be 0.0013bt or, as required by engineering

calculations The minimum horizontal steel could

then be 0.0007bt as required.

Many times, however, the same amount of steel

is used both vertically and horizontally In that case,

the area of steel would be 0.001bt placed in both

directions

1in

16in./ft12

x ft

28.0769

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7.2 R EINFORCING S TEEL

In reinforced masonry, walls containing openingsmay require perimeter reinforcement For example,

there should be not less than one #4 bar or two #3

bars on all sides of, and adjacent to, every opening

which exceeds 16 inches in either direction These

bars should extend at least 40 diameters, but in no

case less than 24 in., beyond the corner of the

opening These bars should be provided in addition

to the minimum reinforcement, unless they are

continuous throughout the length of the wall

Placement of reinforcing bars should conform tothe recommended practice of placing reinforcing bars

in concrete Principal steel should be properly located

and secured in position so that it will resist the forces

for which it was designed This is particularly

important in elements such as cantilever retaining

walls, beams and columns

There is no code requirement for spacing ofreinforcing bar supports, but as a point of reference,

the Uniform Building Code required that vertical bars

be held in place at top and bottom and at intervals not

exceeding 200 diameters of the reinforcement toinsure correct location of principal steel

Vertical dowels out of position may be bent at aslope of 1 to 6 for proper alignment (Figure 7.6) This

is based on ACI 318-05, Section 7.8.1.1 As apractical matter, bars larger than #5 should not befield-bent without the approval of the structuralengineer

F IGURE 7.6 Slope for bending reinforcing steel into position.

F IGURE 7.5 Typical reinforcing steel around opening (Coordinate this figure with Figure 7.1 and 7.3 for minimum wall reinforcement requirements).

0.20 sq in minimum reinforcing around all openings.

Note: reinforcing which is not continuous between supports must

be provided in addition to the minimum required reinforcing steel.

24” minimum but not less than 40 bar diameters

Max 6”

6 1 07.Chapter.5.19.2009.qxp 8/12/2009 8:03 AM Page 268

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7.3.2 T OLERANCES FOR P LACEMENT

OF S TEEL

For reinforced masonry to perform as designed,reinforcement, wall ties, and anchors must be in theproper location

The proper placement of reinforcing steel isgoverned by MSJC Code Section 1.13.3 and MSJCSpecification Article 3.4 Project drawings mustinclude the locations of reinforcement, wall ties, andanchors along with the associated sizes, types detailed locations

MSJC Specification Article 3.4 B

3.4 B Reinforcement

1 Support and fasten reinforcement together toprevent displacement beyond the tolerancesallowed by construction loads or by placement ofgrout or mortar

2 Completely embed reinforcing bars in grout inaccordance with Article 3.5

3 Maintain clear distance between reinforcing barsand any face of masonry unit or formed surface,but not less than 1/4in (6.4 mm) for fine grout or

1/2in (12.7 mm) for coarse grout

4 Splice only where indicated on the ProjectDrawings, unless otherwise acceptable Whensplicing by welding, provide welds inconformance with the provisions of AWS D 1.4

5 Unless accepted by the Architect/Engineer, do notbend reinforcement after it is embedded in grout

or mortar

6 Place joint reinforcement so that longitudinalwires are embedded in mortar with a minimumcover of 1/2 in (12.7 mm) when not exposed toweather or earth and 5/8 in (15.9 mm) whenexposed to weather or earth

7 Placement tolerances

a Tolerances for the placement of steel in wallsand flexural elements shall be ± 1/2 in (12.7mm) when the distance from the centerline of

steel to the opposite face of masonry, d, is

equal to 8 in (203 mm) or less, ± 1 in (25.4mm) for d equal to 24 in (610 mm) or less butgreater than 8 in (203 mm), and ± 11/4in (31.8

mm) for d greater than 24 in (610 mm)

b Place vertical bars within 2 in (50.8 mm) ofthe required location along the length of thewall

c If it is necessary to move bars more than onebar diameter or a distance exceeding thetolerance stated above to avoid interference

with other reinforcing steel, conduits, orembedded items, notify the Architect/Engineerfor acceptance of the resulting arrangement ofbars

The wall tie placement criteria are contained in:

MSJC Specification Article 3.4 C:

3.4 C Wall ties

1 Embed the ends of wall ties in mortar joints.Embed wall tie ends at least 1/2in (13 mm) intothe outer face shell of hollow units Embed wirewall ties at least 11/2in (38.1 mm) into the mortarbed of solid masonry units or solid grouted hollowunits

2 Unless otherwise required, bond wythes notbonded by headers with wall ties as follows: The maximum spacing between ties is 36 in (914mm) horizontally and 24 in (610 mm) vertically

3 Unless accepted by the Architect/Engineer, do notbend wall ties after being embedded in grout ormortar

4 Unless otherwise required, install adjustable ties

in accordance with the following requirements:

a One tie for each 1.77 ft2(0.16 m2) of wall area

b Do not exceed 16 in (406 mm) horizontal orvertical spacing

c The maximum misalignment of bed jointsfrom one wythe to the other is 11/4 in (31.8mm)

d The maximum clearance between connectingparts of the ties is 1/16in (1.6 mm)

e When pintle legs are used, provide ties with atleast two legs made of wire size W2.8(MW18)

5 Install wire ties perpendicular to a vertical line onthe face of the wythe from which they protrude.Where one-piece ties or joint reinforcement areused, the bed joints of adjacent wythes shall align

6 Unless otherwise required, provide additional unitties around openings larger than 16 in (406 mm)

in either dimension Space ties around perimeter

of opening at a maximum of 3 ft (0.91 m) oncenter Place ties within 12 in (305 mm) ofopening

7 Unless otherwise required, provide unit ties within

12 in (305 mm) of unsupported edges athorizontal or vertical spacing given in Article 3.4C.2

Wire size

Minimum number of wall ties required

W.17 (MW11)W2.8 (MW18)

One per 2.67 ft2(0.25 m2)One per 4.50 ft2(0.42 m2)

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Allowable placement tolerances for reinforcementare shown in Figure 7.7 and in Table 7.2.

TABLE 7.2 Tolerances for Placing Reinforcement

7.3.3.1 CLEARANCE BETWEEN REINFORCING

STEEL AND MASONRYUNITS

To be effective, reinforcing steel must besurrounded by grout Reinforcing steel bars must

have a minimum of 1/4in of grout between the steel

and the masonry when fine (sand) grout is used.When coarse (pea gravel) grout is used, theclearance between the steel and the masonry unitsmust be at least 1/2 in This assures proper bond sothat stresses may be transferred between the steeland the masonry as shown in Figure 7.8 The aboveclearances are not subject to placement tolerances,that is, after the reinforcing steel is placed, clearancemust be present so that grout can completelysurround the reinforcement

7.3.3.2 CLEAR SPACING BETWEEN

REINFORCING BARS

The clear distance between parallel bars, except

in columns, must be at least the nominal diameter ofthe bars or 1 in., except that bars in a splice may be

in contact This clear distance requirement applies tothe clear distance between a contact splice andadjacent splices or bars In columns and pilasters,the clear spacing between bars must be 11/2 bardiameters, but not less than 1 inch

Distance, d, from face

of CMU to the center

of Reinforcing

Allowable tolerance (in.)

Cap not considered as part

of structural member

07.Chapter.5.19.2009.qxp 8/11/2009 10:54 AM Page 270

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F IGURE 7.9 Minimum spacing of vertical reinforcement in cell.

F IGURE 7.10 Minimum clearance between bars

in a column.

F IGURE 7.11Spacing of horizontal reinforcement

in a concrete masonry wall.

F IGURE 7.12Spacing of horizontal reinforcement

in a brick wall.

1 / 4 ” min for fine grout

1 / 2 ” min for coarse grout

F IGURE 7.8Reinforcing steel clearances.

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7.3.4 C OVER O VER R EINFORCEMENT

11/2 in for all bars not exposed to earth orweather

F IGURE 7.13 Minimum cover over reinforcing

earth or weather and a 5/8in protective cover when

exposed to earth or weather MSJC Code Section

1.13.2.3 requires that joint reinforcement not exceed

one-half the mortar joint thickness

F IGURE 7.14 Cover over joint reinforcement.

7.3.4.3 COVER FOR COLUMN REINFORCEMENT

Lateral ties and longitudinal bars in columnsmust be placed with the same protective cover asnoted in Section 7.3.4.1 Longitudinal bars aretypically placed with at least 11/2 in but usually notmore than 5 in (the limitation in previous UBCcriteria) from the surface of the column

7.4 E FFECTIVE D EPTH, d , IN A

Determination of the d distance to the reinforcing

steel perpendicular to the plane of the wall is given inTables 7.3, 7.4, 7.5 and 7.6:

TABLE 7.3 Steel in Center of Cell, Block

TABLE 7.4 Steel Placement for Maximum d, Block

When exposed to earth or weather:

2” for bars larger than #5, 1 1 / 2 ” for

#5 bars and smaller

1 1 / 2 ” when not exposed to earth or weather

1 1 / 2 ”

5 / 8 ” min exterior exposure

1 / 2 ” min interior exposure

Hollow Masonry Units Nominal

Thickness (in.)

d

Nominal Thickness (in.)

Grouted bond-beam 07.Chapter.5.19.2009.qxp 8/11/2009 10:54 AM Page 272

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7.4.2 M ULTI- W YTHE B RICK W ALLS

TABLE 7.5 Steel in Center of Grout Space, Brick

TABLE 7.6 Steel Placed for Maximum d, Brick

W ALL (L OCATION OF S TEEL )

If a wall is subjected to lateral forces from eitherface, generally the more economical approach is toplace the steel in the center of the wall rather than 1/2

the amount of steel against each outside face

EXAMPLE 7-C Moment Capacity vs d Distance.

Assume: f ' m = 1500 psi; n = 21.5 (concrete

masonry)

Steel in Center of Wall

A s= #4 at 24 in o.c = 0.10 sq in./ft

From Table GN-23b for d = 3.75 in.; ρ = 0.0022 From Table ASD-24b for f' m= 1500 psi

ρ = 0.0022; K f= 48.1

Moment = K f bd2

= 48.1 x 12 x 3.752

= 8117 in lbs/ft

Steel Placed for Maximum d Distance

A s= #3 at 24 in o.c each face; = 0.11 sq in./ft

From Table GN-23c for d = 5.25 in., ρ = 0.0009

A s= #5 at 24 in o.c = 1.55 sq in./ft

From Table GN-23b for d = 3.75; ρ = 0.0034

Thickness, t (in.) d (in.)

10.511.011.5

5.255.505.7512.0

12.513.0

6.006.256.5014.0

15.016.0

7.007.508.00

Actual Thickness,

t (in.)

d

(in.)

Actual Thickness,

t (in.)

d

(in.)

9.09.510.0

5.005.255.50

12.513.014.5

8.008.509.5010.5

11.0

6.006.50

15.016.0

10.5011.5011.5

12.0

7.007.50

18.020.0

13.5015.50

Trang 14

From Table ASD-24b for f' m= 1500 psifor ρ = 0.0034, Kf= 70.6

Moment = K f bd2

= 70.6 x 12 x 3.752

= 11,914 in lbs/ft Thus, a faster and more economical construction

is to place one bar of steel in the center rather than a

bar of steel on each side

To develop a reinforcing bar, adequate development

length, l d, is required The development length is

based on the bond stress, the bar diameter, and the

stress to be developed in the steel bar The

development lengths are based on either Allowable

Stress Design (ASD) or Strength Design (SD) criteria

Table 7.7 gives the values for both ASD and SD

based upon an allowable stress for Grade 60

reinforcement of F s = 24,000 psi The difference is

that SD limits the development length at 72d b

TABLE 7.7 Development Length, l d (in.) 1 Grade

60, F s= 24,000 psi

1 Based on MSJC Code Sections 2.1.10 and 3.3.3.3.

(MSJC Code Eqs 3-9 and 3-15)

3 For epoxy-coated bars increase by 50%

where:

K shall not exceed the lesser of masonry cover,

spacing between adjacent reinforcement, nor 5

A hook has the benefit of developing stress within

a very short distance When combined with a straightlength of bar, the hook allows reinforcement to befully developed over a shorter length than would bepossible for a straight bar

A standard 90 degree and 180 degree hook has

a tension equivalent development of 11.25 d bfor ASD

and 13 d b for SD in accordance with MSJC CodeSection 2.10.5 and 3.3.3.2 respectively

According to 2005 MSJC Code Section 1.13.5, a

‘standard hook’ is defined as one of the following:

1 A 180-degree turn plus extension of at least

4 bar diameters but not less than 21/2 in atfree end of bar

F IGURE 7.15a Standard 180° hook.

2 A 90-degree turn plus extension of at least 12bar diameters at free end of bar

F IGURE 7.15b Standard 90° hook.

Bar Size l d(in.) for

Deformed Bars

No Diameter,d

b(in.) Tension Bars in 2,3

Bars in Compression 2

m

y b d

f' K

f d

Trang 15

3 For stirrup and tie anchorage only, either a90-degree or a 135-degree turn, plus anextension of at least 6 bar diameters.

F IGURE 7.15cStandard 135° stirrup hook.

TABLE 7.8 Standard Hook and Bend

TABLE 7.9 Minimum Diameters of Bend 1

1 MSJC Code Section 1.13.6.

The diameter of bend measured on the inside ofthe bar, including stirrups and ties, shall not be lessthan values specified in Table 7.8

Hooks should not be placed in the tension portion

of any beam, except at the ends of simple orcantilever beams or at the freely supported end ofcontinuous or restrained beams

MSJC Code Commentary Section 2.1.10.5.1states that hooks should not be assumed to carry aload which would produce a tensile stress in the bargreater than 7500 psi

Hooks are not effective in adding to thecompressive resistance of bars

Any mechanical device capable of developingthe strength of the bar without damage to themasonry may be used in lieu of a hook Data should

be presented to show the adequacy of such devices.MSJC Code Chapter 2 contains specificrequirements for hooks and development shearreinforcement:

2.1.10.5 Hooks

2.1.10.5.1 Standard hooks in tension shall be

considered to develop an equivalent embedment length,

l e , equal to 11.25 d b

2.1.10.5.2 The effect of hooks for bars in

compression shall be neglected in design computations

2.1.10.6 Development of shear reinforcement 2.1.10.6.1 Bar and wire reinforcement

2.1.10.6.1.1 Shear reinforcement shall

extend to a distance d from the extreme compression face

and shall be carried as close to the compression andtension surfaces of the member as cover requirements andthe proximity of other reinforcement permit Shearreinforcement shall be anchored at both ends for itscalculated stress

2.1.10.6.1.2 The ends of single leg or

U-stirrups shall be anchored by one of the following means:(a) A standard hook plus an effective embedment of 0.5

l d The effective embedment of a stirrup leg shall betaken as the distance between the middepth of the

member, d/2, and the start of the hook (point of

tangency)

(b) For No 5 bar (M #16) and D31 (MD200) wire andsmaller, bending around longitudinal reinforcementthrough at least 135 degrees plus an embedment of

0.33 l d The 0.33 l dembedment of a stirrup leg shall

be taken as the distance between middepth of

member, d/2, and start of hook (point of tangency).

2.1.10.6.1.3 Between the anchored

ends, each bend in the continuous portion of a transverseU-stirrup shall enclose a longitudinal bar

2.1.10.6.1.4 Longitudinal bars bent to

act as shear reinforcement, where extended into a region

Hooks

Dimensions of Standard 90°

D = 5d bfor #3 through #7, Grade 40

D = 6d bfor #3 through #8, Grade 50/60

D = 8d bfor #9 through #11, Grade 50/60

Bar Size Grade Minimum Diameter

No 3 thru No 7 40 5 bar diameters

Trang 16

of tension, shall be continuous with longitudinal

reinforcement and, where extended into a region of

compression, shall be developed beyond middepth of the

member, d/2.

2.1.10.6.1.5 Pairs of U-stirrups or ties placed

to form a closed unit shall be considered properly spliced

when length of laps are 1.7 l d In grout at least 18 in (457

mm) deep, such splices with A v f ynot more than 9,000 lb

(40 032 N) per leg shall be permitted to be considered

adequate if legs extend the full available depth of grout

2.1.10.6.2 Welded wire fabric

2.1.10.6.2.1 For each leg of welded wire

fabric forming simple U-stirrups, there shall be either:

(a) Two longitudinal wires at a 2-in (50.8-mm) spacing

along the member at the top of the U, or

(b) One longitudinal wire located not more than d/4 from

the compression face and a second wire closer to thecompression face and spaced not less than 2 in (50.8mm) from the first wire The second wire shall belocated on the stirrup leg beyond a bend, or on a bend

with an inside diameter of bend not less than 8d b

2.1.10.6.2.2 For each end of a single leg

stirrup of welded smooth or deformed wire fabric, there

shall be two longitudinal wires spaced a minimum of 2 in

(50.8 mm) with the inner wire placed at a distance at least

d/4 or 2 in (50.8 mm) from middepth of member, d/2.

Outer longitudinal wire at tension face shall not be farther

from the face than the portion of primary flexural

reinforcement closest to the face

2.1.10.7 Splices of reinforcement — Lap splices,

welded splices, or mechanical connections are permitted

in accordance with the provisions of this section All

welding shall conform to AWS D1.4

Likewise, Chapter 3 also has a specific provisionfor standard hooks:

3.3.3.2 Standard hooks — The equivalent

embedment length to develop standard hooks in tension,

l e, shall be determined by Eq (3-14):

12.1.1 — Calculated tension or compression in

reinforcement at each section of structural concretemembers shall be developed on each side of thatsection by embedment length, hook or mechanicaldevice, or a combination thereof Hooks shall not beused to develop bars in compression

12.1.2 — The values of used in this chapter shall

not exceed 100 psi

12.2 — Development of deformed bars and deformed wire in tension.

12.2.1 — Development length for deformed bars

and deformed wire in tension, ld, shall bedetermined from either 12.2.2 or 12.2.3, but shall not

be less than 12 in

12.2.2 — For deformed bars or deformed wire, ld

No 7 and larger bars

Clear spacing of bars or wires being developed or

spliced not less than d b, clear cover not less than

d b, and stirrups or ties throughout ld not less than the code minimum

or Clear spacing of bars or wires being developed or

spliced not less than 2d b

and clear cover not less

than d b

c

e t

3 ψψ λ

b c

e t

λψψ

b c

e t

λψψ

b c

e t

3 ψψ λ

c

f '

b b tr b s e t c

y

d

K c f'

Trang 17

in which the term (c b + K tr )/d b shall not be takengreater than 2.5, and

(12-2)

where n is the number of bars or wires being spliced

or developed along the plane of splitting It shall be

permitted to use K tr = 0 as a design simplification

even if transverse reinforcement is present

12.2.4 — The factors used in the expressions for

development of deformed bars and deformed wires

in tension in 12.2 are as follows:

(a) Where horizontal reinforcement is placed suchthat more than 12 in of fresh concrete is cast belowthe development length or splice, ψt= 1.3 For other

situations, ψt= 1.0.

(b) For epoxy-coated bars or wires with cover less

than 3d b , or clear spacing less than 6d b, ψe= 1.5.

For all other epoxy-coated bars or wires, ψe= 1.2.

For uncoated reinforcement, ψe= 1.0.

However, the product ψtψeneed not be greater than1.7

(c) For No 6 and smaller bars and deformed wires,

ψs= 0.8 For No 7 and larger bars, ψs= 1.0

(d) Where lightweight concrete is used, λ = 1.3.

However, when f ct is specified, λ shall be permitted

to be taken as but not less than 1.0

Where normalweight concrete is used, λ = 1.0

12.2.5 — Excess Reinforcement

Reduction in ldshall be permitted where reinforcement

in a flexural member is in excess of that required byanalysis except where anchorage or development

for f yis specifically required or the reinforcement isdesigned under provisions of 21.2.1.4

(A s required)/(A sprovided)

12.3 — Development of deformed bars and deformed wire in compression

12.3.1 — Development length for deformed bars

and deformed wire in compression,ldc, shall bedetermined from 12.3.2 and applicable modificationfactors of 12.3.3, but ldcshall not be less than 8 in

12.3.2 — For deformed bars and deformed wire, ldc

shall be taken as the larger of and

(0.0003f y )d b , where the constant 0.0003 carries the

unit of in.2/lb

12.3.3 — Length ldc in 12.3.2 shall be permitted to

be multiplied by the applicable factors for:

(a) Reinforcement in excess of that required by

analysis (A s required)/(A sprovided).(b) Reinforcement enclosed within spiralreinforcement not less than 1/4 in diameter and notmore than 4 in pitch or within No 4 ties inconformance with 7.10.5 and spaced at not morethan 4 in on center 0.75

In general, a reinforced masonry wall cannot bebuilt using a single continuous length of reinforcingsteel Instead, the steel is placed using bars cut tomanageable lengths For these shorter lengths ofsteel to function as continuous reinforcement, theymust be connected in some fashion

The usual method is to lap bars at specifiedlengths IBC Allowable Stress Design requires thatreinforcing bars in tension or compression have alapped length of 40 bar diameters for Grade 40 (300)Steel and 48 bar diameters for Grade 60 (420) steelbased on Equation 21-2 Additional lap requirementsare contained in the applicable sections of MSJCCode Section 2.1.10.7

IBC Section 2107.5

2107.5 ACI 530/ASCE 5/TMS 402, Section 2.1.10.7.1.1, lap splices Modify Section 2.1.10.7.1.1 as

follows:

2.1.10.7.1.1 The minimum length of lap splices for

reinforcing bars in tension or compression, l d, shall be:

l d = 0.002d b f s (Equation 21-2)

For SI: l d = 0.29d b f s

but not less than 12 inches (305 mm) In no case shallthe length of the lapped splice be less than 40 bardiameters

where:

d b = Diameter of reinforcement, inches (mm)

f s = Computed stress in reinforcement due to designloads, psi (MPa)

sn

f A

6.7

Trang 18

In regions of moment where the design tensilestresses in the reinforcement are greater than 80

percent of the allowable steel tension stress, F s, the lap

length of splices shall be increased not less than 50

percent of the minimum required length Other

equivalent means of stress transfer to accomplish the

same 50 percent increase shall be permitted

Where epoxy coated bars are used, lap length shall

be increased by 50 percent

2107.6 ACI 530/ASCE 5/TMS 402, Section 2.1.10.7,

splices of reinforcement Modify Section 2.1.10.7 as

follows:

2.1.10.7 Splices of reinforcement Lap splices, welded

splices or mechanical splices are permitted in

accordance with the provisions of this section All

welding shall conform to AWS D1.4 Reinforcement

larger than No 9 (M #29) shall be spliced using

mechanical connections in accordance with Section

2.1.10.7.3

2.1.10.7.1 Lap splices

2.1.10.7.1.2 Bars spliced by noncontact lap

splices shall not be spaced transversely farther apart than

one-fifth the required length of lap nor more than 8 in

(203 mm)

2.1.10.7.2 Welded splices — Welded splices shall

have the bars butted and welded to develop in tension at

least 125 percent of the specified yield strength of the bar

2.1.10.7.3 Mechanical connections —Mechanical connections shall have the bars connected to

develop in tension or compression, as required, at least

125 percent of the specified yield strength of the bar

2.1.10.7.4 End-bearing splices

2.1.10.7.4.1 In bars required for compression

only, the transmission of compressive stress by bearing of

square cut ends held in concentric contact by a suitable

device is permitted

2.1.10.7.4.2 Bar ends shall terminate in flat

surfaces within 11/2degree of a right angle to the axis of

the bars and shall be fitted within 3 degrees of full bearing

after assembly

2.1.10.7.4.3 End-bearing splices shall be

used only in members containing closed ties, closed

stirrups, or spirals

TABLE 7.10 ASD Length of Lap (in.) 1

1 Based on IBC Section 2107.5

2 50% lap splice increase for regions of moment where design tensile stresses are greater than 80% of the allowable steel tension stress (IBC Section 2107.5)

3 50% lap splice increase where epoxy coated bars are used (IBC Section 2107.5)

4 Bars larger than #9 must be mechanically spliced or welded (IBC Section 2107.6)

Strength Design splice requirements are given inMSJC Code Sections 3.3.3.3.1 and 3.3.3.4:

MSJC Code Sections 3.3.3.3.1 and 3.3.3.4

3.3.3.3.1 Bars spliced by noncontact lap

splices shall not be spaced farther apart than one-fifth therequired length of lap nor more than 8 in (203 mm).and

3.3.3.4 Splices — Reinforcement splices shall

comply with one of the following:

(a) The minimum length of lap for bars shall be 12 in.(305 mm) or the development length determined by

Eq (3-15), whichever is greater

(3-15)

K shall not exceed the lesser of the masonry cover,

clear spacing between adjacent reinforcement, nor 5

times d b

γ = 1.0 for No 3 (M#10) through No 5 (M#16) bars;

γ = 1.3 for No 6 (M#19) through No 7 (M#22) bars;and

γ = 1.5 for No 8 (M#25) through No 9 (M#29) bars.When epoxy-coated reinforcing bars are used,development length determined by Eq (3-15) shall

Laps for Grade

60 (Tension orCompression)

f' K

f d

0.13

=

Trang 19

(b) A welded splice shall have the bars butted andwelded to develop at least 125 percent of the yield

strength, f y, of the bar in tension or compression, asrequired

(c) Mechanical splices shall have the bars connected to

develop at least 125 percent of the yield strength, f y,

of the bar in tension or compression, as required

Splices should be at certain locations asindicated on the project drawings and in such amanner that the structural strength of the member willnot be reduced The designer may consider detailingstaggered laps even though this is not a coderequirement

F IGURE 7.16 Lap splice of steel in cell.

Although the 2005 MSJC Code does not requirelap splices for joint reinforcement, historic codeshave required a nominal lap splice For reference, the

2008 MSJC Code requires a 6 in lap splice for jointreinforcement

Anchor bolts are used to tie masonry to structuralsupports and to transfer loads from masonryattachments such as ledgers, and sill plates Someexamples where anchor bolts may be used areconnections between masonry walls, roofs, floors,ledger beams, and signs

Conventional embedded anchor bolts arecommonly specified as bent bar anchor bolts, plateanchor bolts and headed anchor bolts They areavailable in standard sizes (diameters and lengths) orcan be fabricated to meet specific projectrequirements

Anchor bolts are commonly embedded at:

1 The surface of walls – for connecting reliefangles and wood or steel ledger beams tothe walls

2 The top of walls – for attaching sill plates andbase plates to the walls

3 The top of columns – for anchoring steelbearing plates onto the columns

Anchor bolts are generally divided into twocategories:

1 Embedded anchor bolts which are placedand grouted during construction, and

2 Drilled-in anchors which are placed afterconstruction of the masonry

Anchor bolts are subjected to shear and tensionforces resulting from gravity loads, earthquakes, windforces, differential movements, dynamic vibrations,etc The magnitude of these loads vary significantly.The values for shear and tension given in thecode are generalized and in some cases veryconservative Tables ASD-7a, ASD-7b, and ASD-8agive allowable shear and tension capacities of typicalsize anchor bolts based on MSJC Code Section2.1.4.2

Note that anchor bolts subjected to combinedshear and tension forces must be designed by MSJCCode Section 2.1.4.2.4, Equation 2-7:

Where:

b a = total applied design axial force on an

anchor bolt

B a = allowable axial force on an anchor bolt

b v = total applied design shear force on an

anchor bolt

B v = allowable shear force on an anchor boltMSJC Code Section 2.1.4 provides the details forASD anchor bolt design:

2.1.4.1.1 Anchors shall be tested in

accordance with ASTM E 488 under stresses and conditions representing intended use, except that aminimum of five tests shall be performed

2.1.4.1.2 Allowable loads shall not exceed

20 percent of the average tested strength

2.1.4.2 Plate, headed, and bent-bar anchor bolts

— The allowable loads for plate anchors, headed anchor

Bar splice

1” or 1 bar diameter (whichever is greater for clearance)

0.1

≤+

v

v a

a

B

b B b

Trang 20

bolts, and bent-bar anchor bolts (J or L type) embedded in

masonry shall be determined in accordance with the

provisions of Sections 2.1.4.2.1 through 2.1.4.2.4

2.1.4.2.1 The minimum effective embedment

length shall be 4 bolt diameters, but not less than 2 in

(50.8 mm)

2.1.4.2.2 The allowable load in tension shall

be the lesser of that given by Eq (2-1) or Eq (2-2)

(2-1)

2.1.4.2.2.1 The area A p shall be thelesser of Eq (2-3) or Eq (2-4) Where the projected areas

of adjacent anchor bolts overlap, A pof each bolt shall be

reduced by one-half of the overlapping area That portion

of the projected area falling in an open cell or core shall

be deducted from the value of A pcalculated using Eq

(2-3) or (2-4)

(2-3)

(2-4)

2.1.4.2.2.2 The effective embedment

length of plate or headed bolts, l b, shall be the length of

embedment measured perpendicular from the surface of

the masonry to the bearing surface of the plate or head of

the anchor bolt

2.1.4.2.2.3 The effective embedment

length of bent anchors, l b, shall be the length of

embedment measured perpendicular from the surface of

the masonry to the bearing surface of the bent end minus

one anchor bolt diameter

2.1.4.2.3 The allowable load in shear, where

l beequals or exceeds 12 bolt diameters, shall be the lesser

of that given by Eq (2-5) or Eq (2-6)

(2-5)

Where l beis less than 12 bolt diameters, the value of

B vin Eq (2-5) shall be reduced by linear interpolation to

zero at an l bedistance of 1 in (25.4 mm)

Likewise, MSJC Code Section 3.1.6 provides foranchor bolts using Strength Design:

MSJC Code Section 3.1.6

3.1.6 Headed and bent-bar anchor bolts.

All embedded bolts shall be grouted in place with atleast 1/2in (12.7 mm) of grout between the bolt and the

masonry, except that 1/4 in (6.4 mm) diameter bolts are

permitted to be placed in bed joints that are at least 1/2in.(12.7 mm) in thickness

3.1.6.1 Nominal axial tensile strength of headed

anchor bolts — The nominal axial tensile strength, B an, ofheaded anchor bolts embedded in masonry shall becomputed by Eq (3-1) (strength governed by masonrybreakout) and Eq (3-2) (strength governed by steel) Incomputing the capacity, the smaller of the designstrengths shall be used

(3-1)

3.1.6.1.1 Projected area of masonry for headed

anchor bolts — The projected area, A pt, in Eq 3-1) shall

be determined by Eq (3-3)

(3-3)

Where the projected areas, A pt, of adjacent headed

anchor bolts overlap, the projected area, A pt, of each boltshall be reduced by one-half of the overlapping area Theportion of the projected area overlapping an open cell,open head joint, or that is outside the wall shall be

deducted from the value of A ptcalculated using Eq (3-3)

3.1.6.1.2 Effective embedment length for headed

anchor bolts — The effective embedment length for a headed anchor bolt, l b, shall be the length of theembedment measured perpendicular from the masonrysurface to the bearing surface of the anchor head Theminimum effective embedment length for headed anchorbolts resisting axial forces shall be 4 bolt diameters or in.(50.8 mm), whichever is greater

3.1.6.2 Nominal axial tensile strength of bent-bar

anchor bolts — The nominal axial tensile strength, B an,for bent-bar anchor bolts (J- or L-bolts) embedded inmasonry shall be computed by Eq (3-4) (strengthgoverned by masonry breakout), Eq (3-5) (strengthgoverned by steel), and Eq (3-6) (strength governed byanchor pullout) In computing the capacity, the smaller ofthe design strengths shall be used

(3-4)

B an = 1.5f’ m e b d b+ [300π (lb+ e b + d b )d b] (3-6)The second term in Eq (3-6) shall be included only ifthe specified quality assurance program includesverification that shanks of J- and L-bolts are free ofdebris, oil, and grease when installed

3.1.6.2.1 Projected area of masonry for

bent-bar anchor bolts — The projected area, A pt, in Eq.(3-4) shall be determined by Eq (3-7)

(3-7)

m p

B = 0.5

2 b

A =π

2 be

A =π

4 b m

B =350

2 b

pt l

m pt

2 b

pt l

Trang 21

Where the projected areas, A pt, of adjacent bent-bar

anchor bolts overlap, the projected area, A pt, of each boltshall be reduced by one-half of the overlapping area Thatportion of the projected area overlapping an open cell,open head joint, or that is outside the wall shall be

deducted from the value of A ptcalculated using Eq (3-7)

3.1.6.2.2 Effective embedment length of

bent-bar anchor bolts — The effective embedment for a bent-bar anchor bolt, l b, shall be the length of embedmentmeasured perpendicular from the masonry surface to thebearing surface of the bent end, minus one anchor boltdiameter The minimum effective embedment length forbent-bar anchor bolts resisting axial forces shall be 4 boltdiameters or 2 in (50.8 mm), whichever is greater

3.1.6.3 Nominal shear strength of headed and

bent-bar anchor bolts — The nominal shear strength, B vn,shall be computed by Eq (3-8) (strength governed bymasonry breakout) and Eq (3-9) (strength governed bysteel) In computing the capacity, the smaller of thedesign strengths shall be used

(3-8)

3.1.6.3.1 Projected area of masonry — The

area A pvin Eq (3-8) shall be determined from Eq (3-10)

(3-10)

3.1.6.3.2 Minimum effective embedment

length — The minimum effective embedment length for

headed or bent-bar anchor bolts resisting shear forcesshall be 4 bolt diameters, or 2 in (50.8 mm), whichever

is greater

3.1.6.4 Combined axial and shear strength of

anchor bolts — Anchor bolts subjected to combined

shear and tension shall be designed to satisfy Eq (3-11)

(3-11)

φBan and φBvn used in Eq (3-11) shall be thegoverning design tensile and shear strengths,respectively

Tables SD-91, SD-92, SD-93 and Table GN-91give Strength Design values for shear and tensioncapacities of typical size anchor bolts based onMSJC Code Section 3.1.6

The minimum embedment depth l b per MSJCCode Section 2.1.4.2.1 or 3.1.6.1.2 is 4 boltdiameters but not less than 2 in (see Figure 7.17).Table 7.11 lists minimum embedment depths forcommon size anchor bolts

TABLE 7.11 Minimum Anchor Bolt Embedment Depth 1 (in.)

1 Based on MSJC Code Section 2.1.4.2.1 or 3.1.6.1.2 with a minimum embedment of 4 bolt diameters but not less than 2 in.

F IGURE 7.17 Effective embedment.

1

≤+

vn

vf an

af

B

b B

b

φφ

Diameter (in.)

Min extension

= 1.5d b

Plate anchor bolt

Headed anchor bolt

1 / 4 ” for fine grout, 1 / 2 ” for coarse (pea gravel) grout

1 / 2 ” min Strength Design

1 2 3

Trang 22

7.8.3 M INIMUM E DGE D ISTANCE AND

S PACING R EQUIREMENTS

The minimum edge distance, l be, measured fromthe edge of the masonry parallel with the anchor bolt

to the surface of the anchor bolt must be 12 bolt

diameters or reduced by interpolation in accordance

with MSJC Code Section 2.1.4.2.3 The designer

may wish to consider this approach when using

Strength Design which does not contain the same

provision

F IGURE 7.18 Minimum edge distance to achieve

full ASD capacity of anchor bolts.

The MSJC Code does not specify a minimumamount of steel or steel ratio, ρ, for flexural beams

Engineering practice generally recommends that for

masonry beams, the minimum reinforcement ratio, ρ,

be not less than 80/f y Therefore, for grade 60 steel,

the minimum steel ratio should be ρ = 80/60,000 =

0.0013

S TEEL IN F LEXURAL M EMBERS

Requirements for beams to span for continuityand bearing for flexural members is given in theMSJC Code Section 2.3.3.4:

2.3.3.4 Beams

2.3.3.4.1 Span length of members not built

integrally with supports shall be taken as the clear spanplus depth of member, but need not exceed the distancebetween centers of supports

2.3.3.4.2 In analysis of members that are

continuous over supports for determination of moments,span length shall be taken as the distance between centers

of supports

2.3.3.4.3 Length of bearing of beams on

their supports shall be a minimum of 4 in (102 mm) inthe direction of span

2.3.3.4.4 The compression face of beams

shall be laterally supported at a maximum spacing of 32times the beam thickness

2.3.3.4.5 Beams shall be designed to meet

the deflection requirements of Section 1.10.1

MSJC Code Section 2.1.10.4 provides continuityand general embedment requirements as applied tocontinuous beams and other flexural members asshown in Figure 7.19

Some design guidelines are summarized below:Except at supports or at the free end ofcantilevers, extend every reinforcing barbeyond the point at which it is no longerneeded to resist tensile stress for a distanceequal to 12 bar diameters or the depth of thebeam, whichever is greater No flexural barshall be terminated in a tensile zone unlessone of the following conditions is satisfied:The shear is not over one half thatpermitted, including allowance for shearreinforcement, where provided

Additional shear reinforcement in excess

of that required is provided each wayfrom the cutoff distance equal to thedepth of the beam Do not exceed

d/(8βb) for shear reinforcement spacing.The continuing bars provide double thearea required for flexure at that point ordouble the perimeter required forreinforcing bond

Extend at least one third of the totalreinforcement provided for negativemoment at the support beyond the

Vertical anchor bolt

12 bolt diameters 12 bolt diameters

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extreme position of the point of inflection

a distance sufficient to develop one halfthe allowable stress in the bar, not lessthan one sixteenth of the clear span, or

the depth d of the member, whichever is

greater

Adequately anchor tensile reinforcementfor negative moment in any span of acontinuous restrained or cantileverbeam, or in any member of a rigid frame

by reinforcement bond, hooks ormechanical anchors in or through thesupporting member

Extend at least one third of the requiredpositive moment reinforcement in simplebeams or at the freely supported end ofcontinuous beams along the same face

of the beam into the support at least 6inches At least one fourth of the requiredpositive moment reinforcement at thecontinuous end of continuous beamsshall extend along the same face of thebeam into the support at least 6 inches

Anchor compression reinforcement in flexuralmembers by ties or stirrups not less than 1/4inch indiameter, spaced not farther apart than 16 bardiameters, 48 tie diameters or least columndimension, whichever is less Such ties or stirrupsshall be used throughout the distance wherecompression steel is required

Figure 7.19 shows the design guidelines forcontinuity in flexural members The provisions ofMSJC Code Section 2.1.10.4 must be followed andmay result in continuous reinforcement through thelength of the beam Continuous bars which areadequately anchored and lapped provide a certainamount of redundancy and added safety into thestructure Continuous reinforcement eliminates much

of the concern over whether the bars are properlyplaced in the field

Similarly, ending bars in tension zones may allowcracks to form at the ends of the bars Although theMSJC Code requires additional precautions for shearnear the ends of such terminated bars, extension ofthese bars and anchorage into the compression zone

of the beam is recommended

7.10 T IES FOR B EAM S TEEL IN

Compression reinforcement in flexural membersshould be tied to secure in position and to preventbuckling Reinforcement used to resist compressionloads must also be confined by ties to preventbuckling MSJC Code Section 2.3.2.2.1 requiresconfinement reinforcement in accordance with therequirements of Section 2.1.6.5

F IGURE 7.19 Steel detailing for continuity.

Extend steel at least effective depth of member, d, or 12 bar diameters, whichever is greater, beyond the point where

it is no longer required for flexure (MSJC Code Section 2.1.10.4.1.3).

Extend at least one third of negative moment reinforcing beyond the inflection point for the distance of 12 bar diameters, 1 / 16span, or the effective depth, d (MSJC Code Section 2.1.10.4.2).

Extend at least one fourth of the positive reinforcement from continuous beams into the support a distance of 6 in.

No flexural bars shall be terminated in a tension zone unless additional shear reinforcement is added (MSJC Code Section 2.1.10.4.1.5, similar to ACI 318 Section 12.10.5).

Continuous span Continuous span Cantilever span

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2.3.2.2.1 The compressive resistance of steel

reinforcement shall be neglected unless lateral

reinforcement is provided in compliance with the

requirements of Section 2.1.6.5

MSJC Code Section 2.1.6.5 requires lateral ties

or stirrups to be at least 1/4 inch in diameter and

spaced not farther apart than 16 bar diameters, 48 tie

diameters or least cross-section dimension,

whichever is less Such ties or stirrups shall be used

throughout the distance where compression steel is

required

Note that these requirements are not for allcompression members, such as pilasters, but are for

members intended to have the compression

reinforcement count as compressive force-carrying

elements, such as in a column

2.1.6.5 Lateral ties — Lateral ties shall conform

to the following:

(a) Longitudinal reinforcement shall be enclosed by

lateral ties at least 1/4in (6.4 mm) in diameter

(b) Vertical spacing of lateral ties shall not exceed 16

longitudinal bar diameters, 48 lateral tie bar or wirediameters, or least cross-sectional dimension of themember

(c) Lateral ties shall be arranged so that every corner and

alternate longitudinal bar shall have lateral supportprovided by the corner of a lateral tie with anincluded angle of not more than 135 degrees No barshall be farther than 6 in (152 mm) clear on each sidealong the lateral tie from such a laterally supportedbar Lateral ties shall be placed in either a mortarjoint or in grout Where longitudinal bars are locatedaround the perimeter of a circle, a complete circularlateral tie is permitted Lap length for circular tiesshall be 48 tie diameters

(d) Lateral ties shall be located vertically not more than

one-half lateral tie spacing above the top of footing

or slab in any story, and shall be spaced not morethan one-half a lateral tie spacing below the lowesthorizontal reinforcement in beam, girder, slab, ordrop panel above

(e) Where beams or brackets frame into a column from

four directions, lateral ties shall be permitted to beterminated not more than 3 in (76.2 mm) below thelowest reinforcement in the shallowest of suchbeams or brackets

F IGURE 7.20 Ties for compression steel in beams.

For beams, the maximum shear forces aregenerally at the end of the beams, with less shearforce near the middle Thus, the shear reinforcingbars will be required to be spaced more closely nearthe beam end As a minimum, MSJC Code requiresthat web reinforcement be spaced so that everypotential 45-degree crack extending from a point at

d/2 of the beam to the longitudinal tension steel be

crossed by at least one shear reinforcing bar

#2 min.

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F IGURE 7.21 Beam showing potential shear cracks and shear reinforcing bars.

R EINFORCEMENT

Web reinforcement may consist of:

1 Stirrups or web reinforcement bars perpendicular

to the longitudinal steel

2 Longitudinal bars bent so that the axis of theinclined portion of the bar makes an angle of 15degrees or more with the axis of the longitudinalportion of the bar

3 Special arrangements of bars with adequateprovisions to prevent slip of bars or splitting ofmasonry by the reinforcement

R EINFORCEMENT

Bars used as shear reinforcement must beanchored at each end by one of the followingmethods

1 Hooking tightly around the longitudinalreinforcement through 180 degrees

2 Embedment above or below the mid-depth of thebeam on the compression side a distancesufficient to develop the stress in the bar fordeformed bars

3 By a standard hook, as defined in MSJC CodeSection 2.1.10.5, plus embedment sufficient todevelop the remainder of the stress to which the

bar is subjected (0.5 l d ) The effective embedded

length shall not be assumed to exceed thedistance between the mid-depth of the beam andthe tangent of the hook

The ends of bars forming a single U or multiple Ustirrup shall be anchored by one of the methods setforth in Items 1 through 3 above or shall comply withMSJC Code Section 2.1.10.6

Allowable shear stress exceeds actual stress Shear reinforcement not required.

Shear reinforcement spaced as required

but not more than d/2 so that every

potential shear crack is crossed.

Standard 90° to 180°

hooks at each end of shear reinforcement

Beam flexural reinforcement

l d

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F IGURE 7.25 Shear wall reinforced with

horizontal steel to resist lateral shear forces

induced by wind or seismic forces.

F IGURE 7.26 Door jamb reinforcement at the ends of brick walls or piers.

F IGURE 7.24Vertical web or shear reinforcing steel arrangement for beams.

Maximum spacing, lesser of d/2 or 48 in.

d

Shear steel required Shear steel not required

Place first shear reinforcing bar at half the required spacing but not more than

d/4 from support

Flexural reinforcing steel

Diagonal tension shear cracks

Shear force from lateral forces

Steel to resist overturning tension and compression forces

Ties

Horizontal steel

Vertical compression steel Ties 07.Chapter.5.19.2009.qxp 8/12/2009 8:41 AM Page 286

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F IGURE 7.27 Door jamb reinforcement at the ends of concrete masonry walls.

In the design of columns, vertical reinforcingsteel significantly contributes to the load-carryingcapacity of the member because the ties preventreinforcing steel from buckling MSJC Code Sections2.1.6 and 3.3.4.4 provide criteria for columnreinforcement

2.1.6.2 The ratio between the effective height and

least nominal dimension shall not exceed 25

2.1.6.3 Columns shall be designed to resist

applied loads As a minimum, columns shall be designed

to resist loads with an eccentricity equal to 0.1 times eachside dimension Consider each axis independently

2.1.6.4 Vertical column reinforcement shall not

be less than 0.0025A n nor exceed 0.04A n The minimumnumber of bars shall be four

3.3.4.4 Columns 3.3.4.4.1 Longitudinal reinforcement —

Longitudinal reinforcement shall be a minimum of fourbars, one in each corner of the column, and shall comply with the following:

(a) Maximum reinforcement areas shall be determined inaccordance with Section 3.3.3.5, but shall not exceed

0.04 A n

(b) Minimum reinforcement area shall be 0.0025 A n.(c) Longitudinal reinforcement shall be uniformlydistributed throughout the depth of the element

3.3.4.4.2 Lateral ties — Lateral ties shall be

provided in accordance with Section 2.1.6.5

3.3.4.4.3 Construction — Columns shall be

solid grouted

3.3.4.4.4 Dimensional limits — Dimensions

shall be in accordance with the following:

(a) The nominal width of a column shall not be less than

8 in (203 mm)

(b) The distance between lateral supports of a columnshall not exceed 30 times its nominal width

(c) The nominal depth of a column shall not be less than

8 in (203 mm) and no greater than three times itsnominal width

Columns may be categorized by their location;they may be isolated (free standing), projecting from

a wall, or flush in a wall The least dimension ofcolumns should not be less than 8 inches

F IGURE 7.28 Minimum column size and reinforcement.

F IGURE 7.29 Maximum amount of steel in a 16

in x 24 in column.

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7.13.2 P ROJECTING W ALL C OLUMNS

OR P ILASTERS

F IGURE 7.30Construction of reinforced concrete

masonry pilaster with continuous bond beams.

F IGURE 7.31Projecting concrete masonry wall

column details.

Heavily loaded girders which frame into a wallmay require substantial base plates and columns Inorder to provide a convenient girder seat andadequate column capacity, columns called pilastersare often built projecting out from the face of the wall.Projecting pilasters also serve to stiffen the wall ifthey are adequately supported at the top and bottom.The wall between pilasters can then be designed tospan horizontally allowing very high walls to be builtusing only nominal masonry thicknesses

If engineering design permits, an economicalbenefit may exist to the owner and the contractor tobuild columns that are contained in the wall and areflush with the wall Wall-contained columns permitfaster construction, since there are no projectionsfrom the wall and no special units are required Thereinforcing steel must be tied in accordance with thecode requirements

F IGURE 7.32 Flush wall brick columns with ties in mortar joint

F IGURE 7.33 Flush wall columns in concrete masonry.

Vertical reinforcement Lateral ties Webs of pilaster units partially

removed to permit placement

in partially grouted walls.

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7.13.4 C OLUMN T IE R EQUIREMENTS

MSJC Code Section 2.1.6.5 covers therequirements for column ties based on longitudinalbar and tie diameters Spacing of ties shall notexceed 16 longitudinal bar diameters, 48 tiediameters or the least dimension of the column Tiesshall be at least 1/4in in diameter

All longitudinal bars for columns shall beenclosed by lateral ties Lateral support shall beprovided to the longitudinal bars by the corner of acomplete tie having an included angle of not morethan 135 degrees or by a standard hook at the end of

a tie The corner bars shall have such supportprovided by a complete tie enclosing the longitudinalbars Alternate longitudinal bars shall have suchlateral support provided by ties and no bar shall befarther than 6 in from such laterally supported bar

F IGURE 7.34Reinforcing tie details.

TABLE 7.12 Maximum Tie Spacing Based on Longitudinal Bar Size 1

1 Based on MSJC Code Section 2.1.6.5 Maximum tie spacing may not exceed 16 longitudinal bar diameters, 48 tie diameters nor the least column dimension Coordinate this Table with Table 7.13.

TABLE 7.13 Maximum Tie Spacing Based on Tie Size 1

1 Based on MSJC Code Section 2.1.6.5 Maximum tie spacing may not exceed 16 longitudinal bar diameters, 48 tie diameters nor the least column dimension Coordinate this Table with Table 7.12.

Note: #2 ( 1 / 4 in.) ties at 8 in spacing is equivalent to #3 ( 3 / 8 in.) tie at 16 in spacing.

C OLUMNS 7.13.5.1 LATERALTIE SPACING IN SEISMIC

DESIGN CATEGORIES A, B, AND C

There are no special tie spacing requirements forSeismic Design Categories A, B and C Therefore,normal tie spacing of 16 bar diameters and 48 tiediameters, or least column dimension whichever isless applies Additionally, MSJC Code Section1.14.5.3.1 provides for two No 4 lateral ties in the top

5 in of the column in SDC C and above

F IGURE 7.35Maximum tie spacing in columns

in Seismic Design Categories A, B, and C.

Min spacing between vertical bars

is 1 1 / 2 bar diameters or 1 1 / 2 in.

whichever is greater

1 1 / 2 ” minimum for #5 bars and smaller 2 in.

minimum for bars larger than #5

Min size #3 Max size #11 ASD, #9 SD

Compression Steel Bar No.

Maximum Tie Spacing (in.)

#3

#4

#5

6810

#6

#7

#8

121416

#9

#10

#11

182022

Tie Steel Size Maximum Tie Spacing (in.)

1/4in (min)

#3

1218

#4

#5

2430

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7.13.5.2 LATERALTIE SPACING IN SEISMIC

DESIGN CATEGORIES D, E, AND F

Specific lateral tie spacing requirements forcolumns located in Seismic Design Categories D and

above are given in MSJC Code Section 1.14.6.5

Lateral tie spacing shall not exceed 8 in on center

and ties must be at least 3/8 inches in diameter

Figure 7.36 shows required lateral tie spacing

F IGURE 7.36 Maximum tie spacing in columns

in Seismic Design Categories D, E, and F.

ON C OLUMNS

Provide ties around anchor bolts which are set inthe top of columns Two ties should be placed within

the top 5 in of a column and confine vertical

reinforcing bars and/or anchor bolts

In SDC C and above, at least two #4 lateral tiesare required within the top 5 in of the column Lateral

ties must be designed and constructed to enclose

both vertical bars and anchor bolts

F IGURE 7.37 Ties at anchor bolts in the top of columns.

Site tolerances for masonry construction arebased on structural performance, not aesthetics.Masonry tolerances may be more restrictive thantolerances of other materials, therefore, verification ofproject conditions should be completed prior tomasonry installation MSJC Specification Article 3.3 Gprovides tolerances for masonry construction

MSJC Specification Article 3.3 G

3.3 G Site tolerances — Erect masonry within the

following tolerances from the specified dimensions

SDC C and above, ties must engage anchor bolts and vertical reinforcement

Minimum cover 1 1 / 2 ” for #5 and smaller bars, 2” for bars larger than #5 07.Chapter.5.19.2009.qxp 8/11/2009 10:58 AM Page 290

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F IGURE 7.38 Permissible variations in mortar joint thickness.

3.3 G Site Tolerances – Erect masonry within the

2 Elements

a Variation from level:

bed joints +1/4in (6.4 mm) in 10 ft (3.05 m) +1/2in (12.7 mm) maximumtop surface of bearing walls

+1/4in (6.4 mm) in 10 ft (3.05 m) +1/2in (12.7 mm) maximum

F IGURE 7.40 Permissible variation from level for bed joints.

F IGURE 7.41 Permissible variation from level, top surface of bearing walls.

2 Elements

b Variation from plumb +1/4in (6.4 mm) in 10 ft (3.05 m) +3/8in (9.5 mm) in 20 ft (6.10 m) +1/2in (13 mm) maximum

#9 high lift grout ties-every course at head joints

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F IGURE 7.42Permissible variation from plumb.

2 Elements

c True to a line +1/4in (6.4 mm) in 10 ft (3.05 m) +3/8in (9.5 mm) in 20 ft (6.10 m) +1/2in (12.7 mm) maximum

F IGURE 7.43 Permissible variation from true

to line.

F IGURE 7.44 Permissible variation of element indicated in the plan.

3 Location of elements

b Indicated in elevation +1/4in (6.4 mm) in story height +3/4in (19.1 mm) maximum

F IGURE 7.45 Permissible variation of element indicated in elevation.

± 1 / 4 " in 10 ft.

± 3 / 8 " in 20 ft.

± 1 / 2 " maximum

Plumb bob

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4 If the above conditions cannot be met due toprevious construction, notify the Architect/ Engineer

7-4 Detail the reinforcing steel required for a story building located in Seismic DesignCategory C Show the reinforcement at thecorners, floor, roof, and around openings.7-5 What is the minimum amount of reinforcingsteel required for walls in Seismic DesignCategory D? If the vertical steel is in the center

two-of a 9 in brick wall and the steel ratio, ρ, =0.004, how much steel must be usedhorizontally Specify an appropriate size andspacing of reinforcing bars If ρ = 0.002, what isthe size, spacing and steel ratio of thehorizontal steel?

7-6 A 10 in solid grouted masonry wall has #6vertical bars spaced at 18 in o.c How muchhorizontal steel must be placed to comply withthe minimum code requirements for SeismicDesign Category D?

7-7 Determine the minimum steel required for a 10

in brick wall, 18 ft high located in SeismicDesign Category C The parapet extends 30 in.above the roof line Use joint reinforcementbetween the footing and bond beam Assumetwo #4 bars are used in the bond beam and atthe top of the footing Also assume the wallspans vertically Use minimum steelrequirements without structural calculations

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294 REINFORCED MASONRYENGINEERING HANDBOOK07.Chapter.5.19.2009.qxp 8/11/2009 10:58 AM Page 294

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8.1 G ENERAL C ONNECTIONS

Connections are a critical part of any structure,particularly when the structure is subjected to seismicforces When connections hold together and makethe structure perform as a total system there is anexcellent chance for the structure to survive evengreat earthquakes

All connections must be satisfactory to transmitthe forces due to lateral and vertical loads Theelements must be sufficiently tied together to causethem to act as a unit

This section shows some of the more typical wallconnections and building details

A significant issue for masonry constructed inhigher Seismic Design Categories is positiveconnection of the elements Adequate connectionsprovide a continuous load path so that the forces can

be reconciled Details of structural reinforcing barsize and spacing are dependent on engineeringrequirements Figures 8.1 through 8.4 give typicallayout of providing continuous reinforcement at CMUwall intersections

F IGURE 8.1 Plan of joint reinforcement for intersecting walls.

Bar in grout space 6”

8

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F IGURE 8.2 Exploded isometric view of

reinforcing steel for intersecting walls.

F IGURE 8.3 Typical wall connections Plan

view of horizontal reinforcement for intersecting

Metal Strap Anchorage

Bond beam at 4’ - 0”

o.c vertical maximum

A s= 0.1 in 2 /ft min.

Grout and Reinforcement Bonding

Running Bond Lap

08.BuildingDet.5.11.09.qxp 8/11/2009 11:04 AM Page 296

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8.3 L INTEL AND B OND B EAM

A lintel is a beam that spans over an opening;

typically a window or doorway Reinforced CMU is aneasy and cost effective way to create lintels One ofthe key components in detailing a lintel is to extendthe lintel reinforcement past the edge of the openingand into the wall The design professional willdetermine the exact distance of the reinforcementextension past the opening edge

F IGURE 8.5 Masonry beam spanning an opening.

F IGURE 8.6 Lintel and bond beam detail.

Lintel units

Continuous horizontal steel

Metal cap

Flexural steel

Roofing Roof membrane

Joist anchor

Sheathing

Joist hanger

Blocking between joists

Slope

Bond beam reinforcement

(a) Joist perpendicular to wall

Ledger with anchor bolts as required for vertical and horizontal forces

Ledger beam

Bond beam reinforcement

Sheathing

Floor joists Blocking between joists

Joist anchor

(b) Joist parallel to wall

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F IGURE 8.8 Isometric view of connection of

wood diaphragm to masonry wall.

F IGURE 8.9 Connection of wood truss joist to

Anchor bolts

Bottom chord extension

Vertical wall steel Bond beam (chord) reinforcement

Fascia

Roof shingles Roof truss or rafters

Vertical wall steel

2 x top plate Bond beam steel

Plywood diaphragm

Bond beam Bond beam

glu-Bonding beam reinforcement Anchor bolts Base plate 08.BuildingDet.5.11.09.qxp 8/11/2009 11:04 AM Page 298

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Topping slab – cast after upper wall is in place

Precast concrete slab Mesh or rebar

Precast concrete slab

Prestressed precast concrete tee beam

Topping slab Bond beam steel

Shear dowel

Extend reinforcement into adjacent slab at interior walls

Extend reinforcement from concrete topping into all end walls

Neoprene pad

Closure masonry under slab and between legs of tees

Continuous vertical steel

Embedded steel angles with welded anchors

Weld plate

Mesh or rebar

Grout construction joint

Neoprene bearing pad

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8.6 W ALL TO S TEEL

F IGURE 8.16 Steel bar joists floor or roof

system connected to masonry wall with a ledger

angle.

F IGURE 8.17 Steel bar joist and roof deck

connection with bar parallel to wall.

F IGURE 8.18 Isometric view of connection of steel bar joist floor system to masonry wall.

F IGURE 8.19 Steel beam bearing on masonry wall.

Steel deck diaphragm

Anchor bolt Steel ledger angle

Horizontal chord steel

Wall pocket to receive beam – Solid masonry where pockets do not occur

Horizontal bond beam (chord) steel

Bottom chord extension

Steel deck diaphragm 08.BuildingDet.5.11.09.qxp 8/11/2009 11:05 AM Page 300

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Reinforced masonry engineering handbook clay and concrete masonry part 2

S TEM D ESIGN .1 B RICK W ALL S TEM