INTRODUCTIONAnchor bolts are used in masonry construction with

few or no guidelines for the practicing designer to follow.This Technical Notes offers basic information covering 1)the types of anchor bolts available for structural applica-tions in brick masonry, 2) typical details of proper anchorbolt installation, 3) suggested allowable anchor boltdesign loads and 4) the current and proposed codes andstandards governing anchor bolts in brick masonry con-struction.

In new masonry construction, anchor bolts are com-monly embedded in walls and columns to support beams,plates and ledgers. In prefabricated panel construction,anchor bolts are used to facilitate connections to thestructural frame. Renovation and rehabilitation of existingmasonry structures usually require that anchor bolts beused to attach stair risers, elevator tracks and variousframe assemblages for equipment installation. This isonly a fraction of the possible uses of anchor bolts inmasonry construction and with the increase of new, innov-ative architectural masonry designs, the uses of anchorbolts in masonry construction are likely to increase.

This Technical Notes is the first in a series on mason-ry anchors, fasteners and ties, and addresses anchorbolts for brick masonry. Other Technical Notes in thisseries will address brick masonry fasteners and ties.

ANCHOR BOLT TYPESAnchor bolts can be divided into two major groups:

conventional (unpatented) anchors and proprietary(patented) anchors. Conventional anchor bolts are usual-ly embedded in the masonry during construction andrequire careful attention to bolt location and grip lengthrequirements to avoid problems with connection alignmentand erection. Proprietary anchors, however, are typicallyinstalled after completion of construction and therefore,permit a larger degree of freedom in anchor placement.For this reason, proprietary anchors are becoming popular

in masonry construction and add new concerns in thearea of anchor bolt design.

Conventional Anchor BoltsConventional bolts are usually made to the specific

project requirements by steel fabricators or they may bepurchased in standard sizes (diameters and lengths) fromsteel suppliers. The availability and cost of conventionalbolts are generally based on demand and fabricationrequirements. The types of conventional anchor boltsmost often used are discussed below.

Headed Bolts. Square or hex-headed ASTM A 307bolts are frequently used as anchor bolts due to their wideavailability and relatively low cost (see Figure 1). Higherstrength bolts, such as ASTM A 325 bolts, are availableand can be used, but are more expensive. A washerplaced against the bolt head is often used with the inten-

April 1986

44Technical Noteson Brick Construction

Brick Industry Association 11490 Commerce Park Drive, Reston, Virginia 20191

ANCHOR BOLTS FOR BRICK MASONRY

Abstract: Anchor bolts are used extensively in brick masonry to make structural attachments andconnections. To date, a limited amount of information has been available to aid designers in theselection and design of anchor bolts in brick masonry. This Technical Notes addresses the typesof anchor bolts available, detailing of anchor bolt placement and suggested design procedures. Adiscussion of current and proposed codes and standards is also presented.

Key Words: anchors, bolts, conventional anchors (bent bar, plate, sleeve, wedge), edge dis-tance, headed bolts, loads, proprietary anchors (adhesive, expansion), shear, tension, throughbolts.

Headed BoltsFIG. 1

A)HEX-HEAD B) SQUARE HEAD

tion of increasing the bearing area and thus increasing theanchor strength. However, the actual strength increaseobtained by adding a washer is small, if any, and undercertain conditions (small edge distances), may actuallydecrease the tensile strength.

Bent Bar Anchors. Bent bar anchors, frequentlyused in masonry construction, are usually made in "J" or"L" shapes (see Fig. 2). Even though the "J" and "L"shapes are the more popular, a variety of shapes (seeFig. 3) is available since there currently is no standardgoverning the geometric properties of bent bar anchors.These anchors are usually made from ASTM A 36 barstock and are shop-threaded.

Plate Anchors. Plate anchors are usually made bywelding a square of circular steel plate perpendicular tothe axis of a steel bar that is threaded on the oppositeend (see Fig. 4). There are no standards governing thedimensions (length, width or diameter) of the plate. TheAmerican Institute of Steel Construction does limit the fil-let weld size based on the plate thickness (see Table 1).Both the plate and bar are usually made from ASTM A 36steel.

Through Bolts. As the name implies, through boltsextend completely through the thickness of the masonry andare composed of a threaded rod or bar with a bearing platelocated on the surface opposite the attachment (see Fig. 5).In the early 1900's, through bolts were used in loadbearingmasonry structures to tie floor and wall systems together.Often decorative cast bearing plates were used sincethrough bolts were visible on the exterior masonry surfaces(see Fig. 6). To d a y, through bolts are primarily used inindustrial construction where aesthetics are not a principalconcern, or in retrofitting existing structures. Through boltrods are usually made from ASTM A 307 threaded rod orthreaded ASTM A36 bar stock. Bearing plates are typicallymade from ASTM A 36 steel plate.

“L” and “J” Bent Bar AnchorsFIG. 2

Other Bent Bar AnchorsFIG. 3

Plate AnchorsFIG. 4

Through BoltFIG. 5

2

Proprietary Anchor BoltsProprietary anchors are available through a number of

manufacturers under numerous brand names. Althoughthe style and physical appearance of the anchors differbetween manufacturers, the basic theories behind theanchors are very similar. For this reason, proprietaryanchors can be divided into two generic categories:expansion-type anchors and adhesive or chemical-typeanchors.

Expansion Anchors. Two different types of expan-sion anchors are generally recommended by their manu-facturers for use in brick masonry: the wedge anchor andthe sleeve anchor (see Fig. 7). These anchors developtheir strength by means of expansion into the base mater-ial. Wedge anchors develop their hold by means of awedge or wedges that are forced into the base materialwhen the bolt is tightened. The wedges create large pointbearing stresses within the hole; therefore, this anchor

requires a solid base material to develop its full capacity.For this reason, voids formed by brick cores and partiallyfilled mortar joints in some brick masonry may make theconstruction unsuitable for wedge anchor installation.

Sleeve anchors develop their strength by the expan-sion of a cylindrical metal sleeve or shield into the basematerial as the bolt is tightened. The expansion of thesleeve along the length of the anchor provides a largerbearing surface than the wedge anchor, and is less affect-ed by irregularities and voids in the base material than isthe wedge anchor. For this reason, sleeve anchors arerecommended by their manufacturers for use in brickmasonry more often than wedge anchors.

Drop-in and self-drilling anchors (see Fig. 8) are twoother types of expansion anchors available, but are typi-cally not recommended by their manufacturers for use inmasonry. The reason for this is due to the embedmentand setting characteristics of the two anchors. Bothanchors are produced to allow shallow embedmentdepths and are expanded or set by an impact setting tool.The combination of shallow embedment and high stressesimparted by the expansion tend to cause cracking or split-ting in masonry. Depending on the extent of cracking orsplitting, the anchor could experience a reduction in load-carrying capacity or undergo complete failure duringinstallation.

TABLE 1AISC* Fillet Weld Size Requirements

Minimum Size

Material Thickness of Minimum LegThicker Part Joined Dimensions

In. In.To 1/4 Inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16

Maximum Size

1. Along edges of material less than 1/4 in. thick, notgreater than the thickness of the material.

2. Along the edges of material 1/4 in. or more in thickness,not greater than the thickness of the material minus 1/16in., unless the weld is especially designated on thedrawing to be built out to obtain full throat thickness.

*American Institute of Steel Construction

Decorative Through Bolt Bearing PlateFIG. 6

Proprietary Expansion AnchorsFIG. 7

Other Proprietary Expansion AnchorsFIG. 8

3

There are several considerations that should beexamined when contemplating the use of expansion-typeanchors in brick masonry. These are: 1) Expansionanchors should not be used to resist vibratory loads.Vibratory loads tend to loosen expansion anchors. 2)Specific torques are required to set expansion anchors.Excessive torque can reduce anchor strength or may leadto failure as excessive torque is applied. 3) Expansionanchors require solid, hard embedment material to devel-op their maximum capacities. Some brick constructionmay not provide a good embedment material due to voidsformed by brick cores and partially filled mortar joints.

Adhesive Anchors. Two basic types of adhesiveanchors are currently available. The major differencebetween the two is that one anchor is manufactured as apre-mixed, self-contained system, whereas the secondtype requires measurement and mixing of the epoxymaterials at the time of installation. The more popularself-contained types use a double glass vial system (seeFig. 9) to contain the epoxy. The outer vial contains aresin and the inner vial contains a hardener and aggre-gate. The glass vial is placed in a pre-drilled hole and athreaded rod or bar is driven into the hole with a rotaryhammer drill, breaking the vials and mixing the adhesivecomponents. The other type of adhesive anchor requiresthat the epoxy components be hand-measured and mixedbefore the epoxy is placed into a pre-drilled hole. Athreaded rod or bar is then set into the epoxy mixture, asshown in Fig. 10. Adhesive epoxies usually vary slightlybetween manufacturers, but the steel rods or bars are typ-ically ASTM A 307 or ASTM A 325 threaded rod, or ASTMA 36 shop-threaded bar.

There are special requirements and limitations. thatshould be considered when contemplating the use ofadhesive anchors in brick masonry. They are: 1)Specially designed mixing and/or setting equipment maybe required. 2) Dust and debris must be removed fromthe pre-drilled holes to insure proper bond between theadhesive and base material. 3) The adhesive mixturetends to fill small voids and irregularities in the base mate-rial. 4) Large voids (due to brick cores, intentional airspaces and partially filled joints) may cause reductions inanchor capacities. This is especially true with the self-

Self-Contained Adhesive AnchorFIG. 9

Effect of Temperature on Ultimate Tensile CapacityFIG. 11

Site-Mixed Adhesive AnchorFIG. 10

TABLE 2Some Chemicals That May Affect

Adhesive Anchor Epoxiesa

Acetic Acid Hydrogen PeroxideAcetone Lactic AcidAmmonia Machine OilCalcium Chloride Solution MethanolCarbon Tetrachloride Nitric AcidCaustic Soda Phenol SolutionCitric Acid Phosphoric AcidDiesel Oil Saline SolutionEthyl Alcohol Sea WaterFormaline Soda SolutionFormic Acid Sodium HypochlorideHydrochloric Acid Sulphuric Acid

*The manufacturer should always be consulted when adhesive anchorsare to be used in areas where contact with chemicals is likely.

4

contained adhesive anchors since a limited volume ofepoxy is available to fill the voids and provide a bond tothe anchor. 5) The adhesive bond strength is reduced atelevated temperatures and may also be adversely affect-ed by some chemicals (see Table 2 and Fig. 11).

INSTALLATION DETAILSConventional Anchor Bolts

Typical embedment details for each type of conven-tional anchor used in grouted collar joint construction areshown in Fig. 12. The conventional embedded anchors(headed bolts, bent bar and plate anchors) are usuallyplaced at the intersection of a head joint and bed joint.By using this location, the brick units adjacent to theanchor can be chipped or cut to accept the anchor withoutaltering the joint thickness.

Typical embedment details of conventional anchors inmulti-wythe brick construction are shown in Fig. 13. Abrick, or portion of a brick, is left out of the inner wythe toform a cell for the embedded anchor (Fig. 14). After theanchor is placed, the cell is filled with mortar or grout priorto placement of the next course.

In hollow brick construction, the units are laid so that thecells are aligned and provide continuous channels for rein-forcing steel placement and for grouting. Depending on thedesign, every cell or intermittent cells may be reinforced andgrouted (see Technical Notes 41 Revised). The anchorembedment detail will depend on the reinforcing patternused in the construction. Figure 15 shows typical embed-ment details for conventional anchors embedded betweenreinforcing cells. The anchor should be solidly surroundedvertically and horizontally by grout for a minimum distanceof twice the embedment depth (1b) (Figs. 14 and 15) for full

tension cone development. The tension cone theory is dis-cussed in following sections. This may require that somecells be partially grouted. A wire mesh screen can beplaced in the bed joint across cells that are to be partiallygrouted to restrict the grout flow beyond a certain point.Figure 16 shows typical embedment details for conventionalanchors embedded in reinforced cells. In this detail, theanchor may be tied with wire to the reinforcing to secure theanchor during the grouting process. Again, the anchorshould be solidly surrounded by grout to a minimum dis-tance of twice the actual anchor embedment depth, bothvertically and horizontally.

Two typical embedment details for conventionallyembedded anchor bolts installed in composite brick andconcrete block construction are shown in Fig. 17. Asshown, anchor bolts may be placed in the collar jointbetween the brick and block wythes or placed into cells inthe concrete block wythe and grouted into place. Indetails similar to Fig. 17(a), the anchor bolt type anddiameter may be controlled by the width of the collar joint.Collar joints should be a minimum of 1 in. (25 mm) widewhen fine grout is used, or a minimum of 2 in. (50 mm)wide when coarse grout is used (see Technical Notes 7ARevised). When the collar joint dimension is in the 1 in.(25 mm) range, it may become difficult to position anchorbolts in the collar joint and maintain the recommended

Conventional Anchors in Grouted Collar JointsFIG. 12

Conventional Anchors in Multi-Wythe Brick MasonryFIG. 13

Plan View of Grout Cell in Multi-Wythe Brick MasonryFIG. 14

5

Conventional Anchors in Reinforced Hollow BrickFIG. 15

Conventional Anchors in Partially Grouted Hollow BrickFIG. 16

6

clear distance between the masonry and the anchor (Fig.17). The practice of using soaps to accommodateanchors larger than the collar joint is not recommendedbecause the reduction in the brick masonry thicknessaround the anchor could lead to strength reductions. Ifthe anchor dimensions required are larger than the collarjoint, a detail similar to that shown in Fig. 17(b) should be con-s i d e r e d .

Through bolts are typically installed after construction andgrouting by drilling through the completed masonry work.When through bolts are to be installed after construction inreinforced brick masonry, care should be taken during installa-tion to avoid cutting or damaging reinforcement while drillingthe through bolt holes. Reinforcing bar locations can be iden-tified by specially tooled joints or other marks made duringc o n s t r u c t i o n .

Proprietary A n c h o r sProprietary expansion and adhesive anchors typically

require special installation procedures and equipment. T h emanufacturer should be contacted to determine the appropri-ate anchor for a particular application, the correct installationprocedure and if any special installation equipment is required.Improper application and installation of proprietary anchorsmay lead to less than satisfactory structural performance.

Typical proprietary anchor details are shown in Fig. 18. Itis suggested that proprietary anchors be embedded in headjoints when facing or building brick are used. This reducesthe possibility of placing anchors in brick cores that occurwithin the thickness of the brick and adjacent to the bedjoint surfaces. Anchors set in grouted hollow brick shouldbe placed in holes drilled in the bed joints so that they

intersect grouted cells, or should be placed in holes drilledthrough the faces of the units into the grouted cells. Aswith conventional anchors, proprietary anchors should besolidly surrounded vertically and horizontally by grout for aminimum distance of twice their embedment depth.

ANCHOR BOLT DESIGNAnchor bolts are used as a means of tying structural

elements together in construction and therefore, providecontinuity in the overall structure. In virtually all applications,anchor bolts are required to resist a combination of tensionand shear loads acting simultaneously due to combinationsof imposed dead loads, live loads, wind loads, seismicloads, thermal loads and impact loads. For this reason, andalso to insure safety, anchor bolt details should receive thesame design considerations as would any other structuralconnection. However, due to a lack of available researchand design guides, anchor bolt designs are based largely onpast experience with very little engineering backup. This sit-uation may lead to conservative, uneconomical designs atone extreme, or nonconservative designs at the other.

R e c e n t l y, however, research investigating the strength ofconventional and proprietary anchors in masonry has beencompleted. Reports have been issued that evaluate anchorperformance and suggest equations to predict ultimateanchor strengths. By combining the research findings withdesign practices currently used in concrete design, equationsfor allowable tension, shear and combined tension/shearloads for plate anchors, headed bolts and bent bar anchorsare under consideration for adoption in the proposed "BuildingCode Requirements for Masonry Structures" (ACI/ASCE530). These equations are outlined below.

TensionThe tensile capacity of an anchor is governed either

by the strength of the masonry or by the strength of theanchor material. For example, if the embedded depth of ananchor is small relative to its diameter, a tension cone failureof the masonry is likely to occur. However, if the embeddeddepth of the anchor is large relative to its diameter, failure ofthe anchor material is likely. For these reasons, the allow-able tensile load is based on the smaller of the two loadscalculated for the masonry and anchor material. Thus, theallowable load in tension is the lesser of:

TA = 1/2 AP √ f’m (Eq. 1)

orTA = 0.2 AB fy (Eq. 2)

where:TA = Allowable tensile load, lb,

Ap = Projected area of the masonry tension cone, in.2,

f'm = Masonry prism compression strength (In

composite construction, when the masonry cone intersects different materials, f’m should

be based on the weaker material), psi,

AB = Anchor gross cross-sectional area, in.2,

Conventional Anchors in Composite Brick/Block MasonryFIG. 17

7

fy = Anchor steel yield strength, psi.

The value of Ap in Eq. 1 is the area of a circle formed

by a failure surface (masonry cone) assumed to radiate atan angle of 45˙ (see Fig. 19) from the anchor base.When an anchor is embedded close to a free edge, asshown in Fig. 20, a full masonry cone cannot be devel-oped and the area Ap must be reduced so as not to over-

estimate the masonry capacity. Thus, the area Ap, in Eq.

1 will be the lesser of:

Ap = π 1b2 (Eq. 3)

orAp = π 1be

2 (Eq. 4)

where:Ap = Projected area of the masonry tension cone, in.2,

1b = Effective embedded anchor length, in.,

1be = Distance to a free edge, in.

The effective anchor embedded length (1b) is the

length of embedment measured perpendicular from thesurface of the masonry to the plate or head for plateanchors or headed bolts. The effective embedded lengthof bent bar bolts (1b) is the length of embedment mea-

sured perpendicular from the surface of the masonry tothe bearing surface of the bent end minus one bolt diame-ter. Where the projected areas of adjacent anchors over-lap, Ap of each bolt is reduced by one-half of the overlap

area. Also, any portion of the projected cone fallingacross an opening in the masonry (i.e., holes for pipes orconduits) should be deducted from the value of Ap calcu-

lated in Eqs. 3 or 4.

ShearThe allowable shear load is based on the same logic

as the allowable tension load. That is, the anchor capaci-ty is governed by either the masonry strength or theanchor material strength. The distance between ananchor and a free masonry edge has an effect on themasonry shear capacity. Calculations have shown that foredge distances less than twelve times the anchor diame-ter, the masonry shear strength controls the anchor

Typical Proprietary Anchor DetailsFIG. 18

8

capacity. (Calculations based on masonry with f’m = 1000

psi and anchor steel yield strength with fy = 60 ksi.

Therefore, where the edge distance equals or exceeds 12anchor diameters. the allowable shear load is the lesser of:

VA = 350 4 √ f’mAB (Eq. 5)

orVA = 0.12 ABfy (Eq. 6)

where:VA = Allowable shear load, lb.

When anchors are located less than 12 anchor diam-eters from a free edge, the allowable shear load is deter-mined by linear interpolation from a value of VA obtainedin Eq. 5 at an edge distance of 12 anchor diameters to anassumed value of zero at an edge distance of 1 in. (25mm). This takes into consideration the reduction in themasonry shear capacity due to the edge distance.

Combined Tension and ShearAllowable combinations of tensile and shear loads are

based on a linear interaction equation between the allow-able pure tension and pure shear loads calculated in Eqs.1, 2, 5 and 6. Anchors subjected to combinations of ten-sion and shear are designed to satisfy the following equa-tion:

T / TA + V / VA ≤ 1.0 (Eq. 7)

where:T = Applied tensile load, lb.,V = Applied shear load, lb.

Full Masonry Tension ConeFIG. 19

Reduced Masonry Tension ConeFIG. 20

TABLE 3Allowable Shear on Bolts and Anchors *1

Bolt or Anchor Minimum2

Allowable Shear Load, LbDiameter, Embedment,

In. In. Without3

With4

Inspection Inspection

1/43/81/25/83/47/81

1 1/8

44445678

180270370500730

1,0001,2301,500

270410550750

1,1001,5001,8502,250

* From Building Code Requirements for Engineered Brick Masonry , Brick Institute of America,August 1969.1In determining the stresses on brick masonry, the eccentricity due to loaded bolts and anchors

shall be considered.2

Bolts and anchors shall be solidly embedded in mortar or grout.3

No engineering or architectural inspection of construction and workmanship.4Construction and workmanship inspected by engineer, architect or competent representative.

9

Proprietary Anchor BoltsThe allowable load equations previously presented

are intended for use with plate anchors, headed bolts andbent bar anchors and have been proposed to theACI/ASCE 530 Committee on Masonry Structures.However, when the allowables from these equations are

compared to test results for proprietary anchors, theyappear to produce acceptable safety factors.

Allowable Loads. Average factors of safety are 4.0for tensile tests and 5.0 for shear tests on proprietaryanchors. The combined tension/shear interaction equa-tion produced an average safety factor of 7.0 when com-pared to test results on proprietary anchors. Therefore,based on comparison to test results, the allowable loadequations proposed in this Technical Notes are suggestedfor use in the design of proprietary anchors in brickmasonry. The embedment depth used to calculate theallowable load values should be equal to the embeddeddepth of the proprietary anchor.

Edge Distance. Edge distance is of particular con-cern when expansion anchors are used in brick masonry,due to lateral expansion forces produced when theanchors are tightened. These forces are often largeenough to cause cracking or spelling of the brick whenedge distances become small. To date, no research hasbeen conducted in this area. Therefore, due to the lack ofinformation, it is suggested that a minimum edge distanceof 12 in. (300 mm) be maintained when expansionanchors are installed in brick masonry.

Through BoltsThere are no known published reports available

addressing the strength characteristics of through bolts inbrick masonry. However, based on the conservatism inthe allowables for bent bar anchors and proprietaryanchors, the allowable load equations should provideacceptable allowable load values for through bolts used inbrick masonry. The embedment depth used to calculatethe allowable load values should be taken as equal to theactual thickness of the masonry.

Current Codes and StandardsAt the present time, one model code and one design

standard contain provisions for anchor bolt design in brickmasonry. The BIA Standard, Building Code Requirementsfor Engineered Brick Masonry , and the Uniform BuildingCode cover design allowables and embedment depths foranchors loaded in shear. There are no provisions for axialtensile loads or combined tension/shear loads in thesedocuments. Tables 3 and 4 show the allowable shearloads and minimum embedment depths from the two doc-uments. The values in Table 4(a) are based on rationalanalysis and in Table 4(b) on empirical analysis. As canbe seen, the tables are very similar and are generallymore conservative than the allowable shear loadsobtained from Eqs. 5 and 6 for the same embedmentdepths (Table 5).

SUMMARYThis Technical Notes is the first in a series on brick

masonry anchors, fasteners and ties. It covers anchorbolt types, detailing and allowable loads for anchor boltsin brick masonry. Other Technical Notes in this series willaddress brick masonry fasteners and ties.

Table 4Allowable Shear on Anchor Bolts - From UBC

1985 Edition*

(a) ALLOWABLE SHEAR ON ANCHOR BOLTS1FOR

CLAY AND CONCRETE MASONRY

1An anchor bolt is a bolt that has a right angle extension of at leastthree diameters. A standard machine bolt is acceptable.

2Of the total required embedment, a minimum of five bolt diametersmust be perpendicular to the masonry surface.

3No reduction in values required for uninspected masonry.

4Applicable for units having a net area strength of 2500 psi or more.

(b) ALLOWABLE SHEAR ON BOLTS FOR EMPIRICALLY DESIGNED MASONRY EXCEPT

UNBURNED CLAY UNITS

1An additional 2 inches of embedment shall be provided for anchorbolts located in the top of columns for buildings located in SeismicZones Nos. 2, 3, and 4.

2Permitted only with not less than 2,500 pounds per sq. units.*”Reproduced from the Uniform Building Code, 1985 Edition,Copyright 1985 with permission of the publisher, The InternationalConference of Building Officials.”

Diameter(inches)

1/43/81/25/83/47/81

1 1/8

TotalEmbedment2

(inches)

44445678

AllowableShear3

(lbs)

2704105507501100150018504

22504

DiameterBolt

(inches)

1/25/83/47/81

1 1/8

Embedment2

(inches)

445678

SolidMasonry

(Shear in lbs)

350500750100012501500

GroutedMasonry

(Shear in lbs)

5507501100150018502

22502

10

The information and suggestions contained in thisTechnical Notes are based on the available data and theexperience of the technical staff of the Brick Institute ofAmerica. The information and recommendations con-tained herein should be used along with good technicaljudgment and an understanding of the properties of brickmasonry. Final decisions on the use of the informationdiscussed in this Technical Notes are not within thepurview of the Brick Institute of America and must restwith the project designer, owner or both.

REFERENCES1. Manual of Steel Construction , 8th Edition, American

Institute of Steel Construction, Inc., Chicago, Illinois,1980.

2. Whitlock, A.R. and Brown, R.H., Strength of AnchorBolts in Masonry, NSF Award No. PRF-7806095,"Cyclic Response of Masonry Anchor Bolts", August1983.

3. Brown, R.H. and Dalrymple, G.A., Performance ofRetrofit Embedments in Brick Masonry, NSF AwardNo. CEE-8217638, "Static and Cyclic Behavior ofMasonry Retrofit Embedments (EarthquakeEngineering)", Report No. 1, April 1985.

4. Hatzinikolas, M.; Lee, R.; Longworth, J. andWarwaruk, J., "Drilled-In Inserts in MasonryConstruction", Alberta Masonry Institute, Edmonton,Alberta, Canada, October 1983.

5. Building Code Requirements for Engineered BrickMasonry, Brick Institute of America, McLean, Virginia,August 1969.

6. Uniform Building Code, International Conference ofBuilding Officials, Whittier, California, 1985.

7. Technical Notes on Brick Construction 17 Revised,"Reinforced Brick Masonry, Part I of IV", Brick Instituteof America, McLean, Virginia, October 1981.

8. Technical Notes on Brick Construction 41 Revised,"Hollow Brick Masonry-Introduction", Brick Institute ofAmerica, McLean, Virginia, 1983.

9. Specification for the Design and Construction of Load-Bearing Concrete Masonry, National ConcreteMasonry Association, McLean, Virginia, April 1971.

10. The BOCA Basic/National Building Code, 9th Edition,Building Officials and Code Administrators,International, Country Club Hills, Illinois, 1984.

11. Standard Building Code, Southern Building CodeCongress, International, Inc.. Birmingham, Alabama,1985.

12. Technical Notes on Brick Construction 7A Revised,"Water Resistance of Brick Masonry-Materials, Part IIof III", Brick Institute of America, Reston, Virginia,1985.

TABLE 5Example Calculation of Allowable Shear on

Anchors - From ACI/ASCE 530*

*American Concrete Institute/American Society of Civil EngineersCommittee 530 on Masonry Structures.1Assuming: f ’m = 2,000 psi

ASTM A36 steel fy = 36 ksi

Edge Distance = 12 Bolt Diameters

AnchorDiameter

(in.)

1/43/81/25/83/47/81

1 1/8

Anchor GrossCross-Sectional

Area (in.2)

0.0490.1100.1960.3070.4420.6010.7850.994

EmbeddedDepth(in.)

44445678

Allowable1

Shear Load(lbs)

210470840

1,3201,9102,0602,2002,340

11