Hilti Anchoring

Hilti, Inc. 5400 South 122nd East Avenue

Tulsa, OK 74146

1-800-879-8000 www.hilti.com

Attached are page(s) from the 2006 Hilti North American Product Technical Guide. For complete details on this product, including data development, product specifications, general suitability, installation, corrosion, and spacing & edge distance guidelines, please refer to the Technical Guide, or contact Hilti.

212 Hilti, Inc. (US) 1-800-879-8000 | www.us.hilti.com I en espaol 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.ca.hilti.com I Product Technical Guide 2006

Mechanical Anchoring Systems

4.3.4 Kwik Bolt TZ Expansion Anchor

Listings/ApprovalsICC-ES (International Code Council)ESR-1917 FM (Factory Mutual)Pipe Hanger Components for AutomaticSprinkler Systems (3/8" - 3/4")UL (Underwriters Laboratories)Pipe Hanger Equipment for FireProtection Services (3/8" - 3/4")

Impact Section(Dog Point)

Expansion Cone

Nut

Washer

Red SettingMark

Anchor Body

StainlessSteel

ExpansionSleeve

(Wedges)

AnchorThread

4.3.4.1 Product Description

4.3.4.2 Material Specifications

4.3.4.3 Technical Data

4.3.4.4 Installation Instructions

4.3.4.5 Ordering Information

4.3.4.6 Sample Calculation

The Kwik Bolt TZ (KB-TZ) is a torquecontrolled expansion anchor which isespecially suited to seismic and crackedconcrete applications. This anchor lineis available in carbon steel with zincelectroplated coating and 304 stainlesssteel versions. The anchor diametersrange from 3/8 to 3/4 inch in a variety oflengths. Applicable base materialsinclude normal-weight concrete,structural lightweight concrete, andlightweight concrete over metal deck.

Guide Specifications

Torque controlled expansion anchorsshall be Kwik Bolt TZ (KB-TZ) suppliedby Hilti meeting the description inFederal Specification A-A 1923A, Type4. The anchor bears a lengthidentification mark embossed into theimpact section (dog point) of the anchorsurrounded by four embossed notchesidentifying the anchor as a Hilti KwikBolt TZ in the installed condition.Anchors are manufactured to meet oneof the following conditions:

The carbon steel anchor body, nut,and washer have an electroplatedzinc coating conforming to ASTMB 633 to a minimum thickness of 5m. The stainless steel expansionsleeve conforms to AISI 316.

Stainless steel anchor body, nutand washer conform to AISI 304.Stainless steel expansion sleeveconforms to AISI 316.

Product Features

Product and length identificationmarks facilitate quality control afterinstallation.

Through fixture installation andvariable thread lengths improveproductivity and accommodatevarious base plate thicknesses.

316 Stainless Steel wedges pro-vide superior performance incracked concrete.

Ridges on expansion wedges provide increased reliability.

Mechanical expansion allowsimmediate load application.

Raised impact section (dog point)prevents thread damage duringinstallation.

Bolt meets ductility requirements of ACI 318-05 Section D1.

Installation

Drill hole in base material to theappropriate depth using a Hilti carbidetipped drill bit. Drive the anchor into thehole using a hammer. A minimum of fourthreads must be below the fasteningsurface prior to applying installationtorque. Tighten the nut to therecommended installation torque.

4.3.4.1 Kwik Bolt TZ Product Description

Supplemental Design Provisions for ACI 318-05 Appendix D

Design strengths are determined in accordance with ACI 318-05 Appendix D andICC Evaluation Service ESR-1917 Hilti Kwik Bolt TZ Carbon and Stainless SteelAnchors in Concrete. The relevant design parameters are reiterated in Tables 1, 2,and 3 of this document. Supplemental provisions required for the design of the KB-TZ are enumerated in Section 4.0 of ESR-1917 (DESIGN AND INSTALLATION).Note that these design parameters are supplemental to the design provisions of ACI 318-05.

Hilti, Inc. (US) 1-800-879-8000 | www.us.hilti.com I en espaol 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.ca.hilti.com I Product Technical Guide 2006 213


Kwik Bolt TZ Expansion Anchor 4.3.4

4.3.4.2 Material SpecificationsCarbon steel with electroplated zinc Carbon steel KB-TZ anchors have the following minimum bolt fracture loads1

Carbon steel anchor components plated in accordance with ASTM B 633 to a minimum thickness of 5m.

Nuts conform to the requirements of ASTM A 563, Grade A, Hex.

Washers meet the requirements of ASTM F 844.

Expansion sleeves (wedges) are manufactured from AISI 316 stainless steel.

Stainless steel Stainless steel KB-TZ anchors are made of AISI 304 material and have the following minimum bolt fracture loads1

Nuts meet the dimensional requirements of ASTM F 594.

Washers meet the dimensional requirements of ANSI B18.22.1, Type A, plain.

Expansion Sleeve are made from AISI 316.

All nuts and washers are made from AISI 304 stainless steel.

1 Bolt fracture loads are determined by testing in jig as part of product QC. These loads are not intended for design purposes. See Tables 2 and 3.

Anchor Shear TensionDiameter (in.) (lb) (lb)

3/8 NA 67441/2 7419 112405/8 11465 175353/4 17535 25853

Anchor Shear TensionDiameter (in.) (lb) (lb)

3/8 5058 65191/2 8543 123645/8 13938 191093/4 22481 24729




4.3.4.3 Technical DataTable 1 Kwik Bolt TZ Specification Table

SETTING Symbol Units Nominal anchor diameter (in.)INFORMATION 3/8 1/2 5/8 3/4

Anchor O.D. doin. 0.375 0.5 0.625 0.75

(mm) (9.5) (12.7) (15.9) (19.1)Nominal bit dbit in. 3/8 1/2 5/8 3/4diameterEffective min. hef

in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4embedment (mm) (51) (51) (83) (79) (102) (95) (121)

Min. hole depth hoin. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-5/8 5-3/4

(mm) (67) (67) (102) (95) (121) (117) (146)Min. thickness of tmin

in. 1/4 3/4 1/4 3/8 3/4 1/8 1-5/8fixture1 (mm) (6) (19) (6) (9) (19) (3) (41)Max. thickness of tmax

in. 2-1/4 4 2-3/4 5-5/8 4-3/4 4-5/8 3-5/8fixture (mm) (57) (101) (70) (143) (121) (117) (92)

Installation torque Tinstft-lb 25 40 60 110(Nm) (34) (54) (81) (149)

Min. dia. of hole dhin. 7/16 9/16 11/16 13/16

in fixture (mm) (11.1) (14.3) (17.5) (20.6)

Available anchor < anch

in. 3 3-3/4 5 3-3/4 4-1/2 5-1/2 7 4-3/4 6 8-1/2 10 5-1/2 8 10lengths (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) (254)Threaded length

< threadin. 7/8 1-5/8 2-7/8 1-5/8 2-3/8 3-3/8 4-7/8 1-1/2 2-3/4 5-1/4 6-3/4 1-1/2 4 6

including dog point (mm) (22) (41) (73) (41) (60) (86) (178) (38) (70) (133) (171) (38) (102) (152)

Unthreaded length < unthrin. 2-1/8 2-1/8 3-1/4 4

(mm) (54) (54) (83) (102)Installation hnom

in. 2-1/4 2-3/8 3-5/8 3-5/8 4-1/2 4-3/8 5-3/8embedment (mm) (57) (60) (92) (92) (114) (111) (137)

1 The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness isrequired, increase the anchor embedment to suit.

Figure 1 Kwik Bolt TZ installed

tdh

do

anch

unthr

thread

hef hohnom

DESIGN Symbol Units Nominal anchor diameterINFORMATION 3/8 1/2 5/8 3/4

Anchor O.D. doin. 0.375 0.5 0.625 0.75

(mm) (9.5) (12.7) (15.9) (19.1)Effective min. hef

in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4embedment1 (mm) (51) (51) (83) (79) (102) (95) (121)

Min. member thickness hminin. 4 5 4 6 6 8 5 6 8 6 8 8

(mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203)

Critical edge distance c acin. 4-3/8 4 5-1/2 4-1/2 7-1/2 6 6-1/2 8-3/4 6-3/4 10 8 9

(mm) (111) (102) (140) (114) (191) (152) (165) (222) (171) (254) (203) (229)

ca,minin. 2-1/2 2-3/4 2-3/8 3-5/8 3-1/4 4-3/4 4-1/8

Min. edge distance (mm) (64) (70) (60) (92) (83) (121) (105)for s in. 5 5-3/4 5-3/4 6-1/8 5-7/8 10-1/2 8-7/8

(mm) (127) (146) (146) (156) (149) (267) (225)smin in. 2-1/2 2-3/4 2-3/8 3-1/2 3 5 4

Min. anchor spacing (mm) (64) (70) (60) (89) (76) (127) (102)

for c in. 3-5/8 4-1/8 3-1/2 4-3/4 4-1/4 9-1/2 7-3/4(mm) (92) (105) (89) (121) (108) (241) (197)


in concrete (mm) (67) (67) (102) (98) (121) (117) (146)Min. specified f y

lb/in2 100000 84800 84800 84800yield strength (N/mm2) (690) (585) (585) (585)Min. specified fu

lb/in2 125000 106000 106000 106000ult. strength (N/mm2) (862) (731) (731) (731)Effective tensile A se

in2 0.052 0.101 0.162 0.237stress area (mm2) (33.6) (65.0) (104.6) (152.8)Steel strength N sa

lb 6500 10705 17170 25120in tension (kN) (28.9) (47.6) (76.4) (111.8)Steel strength Vsa

lb 3595 6405 10555 15930in shear (kN) (16.0) (28.5) (47.0) (70.9)Steel strength in Vs,seis

lb 2255 6405 10555 14245shear, seismic (kN) (10.0) (28.5) (47.0) (63.4)Steel strength in shear, Vs,deck

lb 2130 3000 4945 4600 6040 NPconcrete on metal deck2 (kN) (9.5) (13.3) (22) (20.5) (26.9)Pullout strength Np,uncr

lb 2515 NA 5,515 NA 9,145 8,280 10,680uncracked concrete3 (kN) (11.2) (24.5) (40.7) (36.8) (47.5)Pullout strength Np,cr

lb 2270 NA 4,915 NA NAcracked concrete 3 (kN) (10.1) (21.9)Pullout strength concrete Np,deck,cr

lb 1460 1460 2620 2000 4645 NPon metal deck4 (kN) (6.5) (6.5) (11.7) (8.9) (20.7)Anchor category5 1Effectiveness factor kuncr uncracked concrete 24Effectiveness factor k cr cracked concrete6 17c,N = kuncr /k cr

7 1.41Strength reduction factor for tension,steel failure modes8 0.75

Strength reduction factor for shear, steelfailure modes8 0.65

Strength reduction factor for tension, concretefailure modes, Condition B9 0.65

Strength reduction factor for shear, concretefailure modes 0.70




Table 2 Carbon Steel Kwik Bolt TZ Design Information

1 See Fig. 1.2 NP (not permitted) denotes that the condition is not supported.3 NA (not applicable) denotes that this value does not control for

design.4 NP (not permitted) denotes that the condition is not supported.

Values are for cracked concrete. Values are applicable to bothstatic and seismic load combinations.

5 See ACI 318 D.4.4.6 See ACI 318 D.5.2.2.

7 See ACI 318 D.5.2.6.8 The KB-TZ is a ductile steel element as defined by ACI 318 D.1.9 For use with the load combinations of ACI 318 9.2. Condition B

applies where supplementary reinforcement in conformance withACI 318 D.4.4 is not provided, or where pullout or pryout strengthgoverns. For cases where the presence of supplementary rein-forcement can be verified, the strength reduction factorsassociated with Condition A may be used.

DESIGN Symbol Units Nominal anchor diameterINFORMATION 3/8 1/2 5/8 3/4

Anchor O.D. doin. 0.375 0.5 0.625 0.75

(mm) (9.5) (12.7) (15.9) (19.1)Effective min. hef

in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4embedment1 (mm) (51) (51) (83) (79) (102) (95) (121)

Min. member thickness hminin. 4 5 4 6 6 8 5 6 8 6 8

(mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203)

Critical edge distance c acin. 4-3/8 3-7/8 5-1/2 4-1/2 7-1/2 6 7 8-7/8 6 10 7 9

(mm) (111) (98) (140) (114) (191) (152) (178) (225) (152) (254) (178) (229)

ca,minin. 2-1/2 2-7/8 2-1/8 3-1/4 2-3/8 4-1/4 4

Min. edge distance (mm) (64) (73) (54) (83) (60) (108) (102)

for s in. 5 5-3/4 5-1/4 5-1/2 5-1/2 10 8-1/2(mm) (127) (146) (133) (140) (140) (254) (216)

sminin. 2-1/4 2-7/8 2 2-3/4 2-3/8 5 4

Min. anchor spacing (mm) (57) (73) (51) (70) (60) (127) (102)

for c in. 3-1/2 4-1/2 3-1/4 4-1/8 4-1/4 9-1/2 7(mm) (89) (114) (83) (105) (108) (241) (178)


in concrete (mm) (67) (67) (102) (95) (121) (117) (146)Min. specified f y

lb/in2 92000 92000 92000 76125yield strength (N/mm2) (634) (634) (634) (525)Min. specified fu

lb/in2 115000 115000 115000 101500ult. strength (N/mm2) (793) (793) (793) (700)Effective tensile A se

in2 0.052 0.101 0.162 0.237stress area (mm2) (33.6) (65.0) (104.6) (152.8)Steel strength N sa

lb 5980 11615 18630 24055in tension (kN) (26.6) (51.7) (82.9) (107.0)Steel strength Vs

lb 4870 6880 11835 20050in shear (kN) (21.7) (30.6) (52.7) (89.2)Steel strength in tension, N seis

lb NA 2,735 NA NA NAseismic2 (kN) (12.2)Steel strength in shear, Vseis

lb 2825 6880 11835 14615seismic2 (kN) (12.6) (30.6) (52.6) (65.0)Pullout strength Np,uncr

lb 2630 NA 5760 NA NA 12040uncracked concrete 2 (kN) (11.7) (25.6) (53.6)Pullout strength cracked Np,cr

lb 2340 3180 NA NA 5840 8110 NAconcrete2 (kN) (10.4) (14.1) (26.0) (36.1)Anchor category3 1Effectiveness factor kuncr uncracked concrete 24Effectiveness factor k cr cracked concrete4 17 24 17 17 17 24 17c,N = kuncr /kcr5 1.41 1.00 1.41 1.41 1.41 1.00 1.41Strength reduction factor for tension, steelfailure modes 6 0.75

Strength reduction factor for shear, steelfailure modes 6 0.65

Strength reduction factor for tension,concrete failure modes, Condition B 7 0.65

Strength reduction factor for shear,concrete failure modes 0.70




Table 3 Stainless Steel Kwik Bolt TZ Design Information

1 See Fig. 1.2 NA (not applicable) denotes that this value does not control for design.3 See ACI 318 D.4.4.4 See ACI 318 D.5.2.2.5 See ACI 318 D.5.2.6.6 The KB-TZ is a ductile steel element as defined by ACI 318 D.1.7 For use with the load combinations of ACI 318 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can beverified, the strength reduction factors associated with Condition A may be used.




Figure 2 Interpolation of Minimum Edge Distance and Anchor Spacing

Figure 3 Installation in Concrete over Metal Deck Floor

Table 4 Mean Axial Stiffness Values (1000 lb/in.) for Kwik Bolt TZ Carbonand Stainless Steel Anchors in Normal-Weight Concrete1

Concrete condition carbon steel KB-TZ, all diameters stainless steel KB-TZ, all diametersuncracked concrete 700 120cracked concrete 500 90

1 Mean values shown. Actual stiffness may vary considerably depending on concrete strength, loading and geometry of application.

h hmin

sdesign cdesign

Min. 4-1/2"

UpperFlute(Valley)

LowerFlute(Ridge)

Min. 4-1/2"

Max. 1" Offset Typical

MinimumNo. 20 GaugeSteel Deck

Min. 5/8" Typical

Max

. 3"

Min

. 1-1

/2"

Min. 3000 psi Normal or Sand -Lightweight Concrete

Anch

or

in R

idge

hminca, min at s >

sdesign

cdesign edge distance c

smin at c >




Table 6 - Kwik Bolt TZ Carbon and Stainless Steel Allowable Static Tension (ASD),Normal-Weight Uncracked Concrete, Condition B (lb)1,2,3,4

Concrete Compressive Strength2Nominal Embedment f 'c= 2500 psi f 'c= 3000 psi f 'c= 4000 psi f 'c= 6000 psiAnchor Depth hef Carbon Stainless Carbon Stainless Carbon Stainless Carbon Stainless

Diameter (in.) Steel Steel Steel Steel Steel Steel Steel Steel

3/8 2 1168 1221 1279 1338 1477 1545 1809 1892

1/22 1576 1576 1726 1726 1993 1993 2441 2441

3-1/4 2561 2674 2805 2930 3239 3383 3967 4143

5/83-1/8 3078 3078 3372 3372 3893 3893 4768 4768

4 4246 4457 4651 4883 5371 5638 6578 6905

3/43-3/4 3844 4046 4211 4432 4863 5118 5956 62684-3/4 4959 5590 5432 6124 6272 7071 7682 8660

Table 7 - Kwik Bolt TZ Carbon and Stainless Steel Allowable Static Tension (ASD),Normal-Weight Cracked Concrete, Condition B (lb)1,2,3,4



3/8 2 1054 1086 1155 1190 1333 1374 1633 1683

1/22 1116 1476 1223 1617 1412 1868 1729 2287

3-1/4 2282 2312 2500 2533 2886 2925 3535 3582

5/83-1/8 2180 2180 2388 2388 2758 2758 3377 3377

4 3157 2711 3458 2970 3994 3430 4891 4201

3/43-3/4 2866 3765 3139 4125 3625 4763 4440 58334-3/4 4085 4085 4475 4475 5168 5168 6329 6329

Allowable Stress Design

Design values for use with allowable stress design (working stress design) shall be established as follows: Rallow,ASD = Rd

where Rd = f Rk represents the limiting design strength in tension (f Nn ) or shear ( f Vn ) as calculated according to ACI 318 D.4.1.1 and D.4.1.2

Table 5 The value of shall be taken as follows:

Reference for strength reduction factors including seismic excluding seismic

ACI 318 D.4.4 1.1 1.4ACI 318 D.4.5 1.2 1.55

1 Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318-05 and conversion to ASD in accordance with Table 5.

2 Values are for normal weight concrete. For sand-lightweight concrete, multiply values by 0.85. For all-lightweight concrete, multiply values by 0.75. See ACI 318-05 D.3.4.

3 Condition B applies where supplementary reinforcement in conformance with ACI 318-05 D.4.4 is not provided, or where pullout or pryout strength governs. For cases where thepresence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used.

4 Allowable static tension loads for 2,500 psi are calculated by multiplying the concrete breakout strength Nb by the strength reduction factor of 0.65 and dividing by an of 1.4according to ICC ESR-1917 Section 4.2. Nb is calculated as per ACI 318-05 D.5.2.2. This load may be adjusted for other concrete strengths according to ICC ESR-1917 Section4.1.3 by using the following equation.

Nb,f'c = Nbf 'c

2500




4 Allowable static tension loads are calculated by multiplying the pullout strength Np by the strength reduction factor of 0.65 and dividing by an of 1.4 according to ICC ESR-1917 Section 4.2. See Table 2 for Np. This load may be adjusted for other concrete strengths according to ICC ESR-1917 Section 4.1.3 by using the following equation.

Np,cr,f'c = Np,crf 'c

2500




Table 9 - Kwik Bolt TZ Carbon and Stainless Steel Allowable Seismic Tension (ASD),Normal-Weight Cracked Concrete, Condition B (lb)1,2,3,4



3/8 2 1006 1037 1102 1136 1273 1312 1559 1607

1/22 1065 1212 1167 1328 1348 1533 1651 1878

3-1/4 2178 2207 2386 2418 2755 2792 3375 3419

5/83-1/8 2081 2081 2280 2280 2632 2632 3224 3224

4 3014 2588 3301 2835 3812 3274 4669 4010

3/43-3/4 2736 3594 2997 3937 3460 4546 4238 55684-3/4 3900 3900 4272 4272 4933 4933 6042 6042

1 Values are for single anchors with no edge distance or spacingreduction due to concrete failure.

2 Allowable static shear loads are calculated by multiplying Vsa by thestrength reduction factor of 0.65 and dividing by an of 1.4according to ICC ESR-1917 Section 4.2. See Table 2 for Vsa .

Table 8 - Kwik Bolt TZ Carbon and Stainless SteelAllowable Static Shear (ASD), Steel (lb)1,2

Nominal Allowable Steel Capacity, Static ShearAnchor

Diameter Carbon Steel Stainless Steel

3/8 1669 26611/2 2974 31945/8 4901 54953/4 7396 9309

1 Values are for single anchors with no edge distance or spacing reductiondue to concrete failure.

2 Allowable seismic shear loads are calculated by multiplying Vs, seis by thestrength reduction factor of 0.65, then multiply by 0.75 as per ACI 318-05 D.3.3.3, and dividing by an of 1.1 according to ICC ESR-1917 Section4.2. See Table 2 for Vs, seis .

Table 10 - Kwik Bolt TZ Carbon and Stainless SteelAllowable Seismic Shear (ASD), Steel (lb)1,2

Nominal Allowable Steel Capacity, Seismic ShearAnchor

Diameter Carbon Steel Stainless Steel

3/8 999 12521/2 2839 30495/8 4678 52453/4 6313 6477




4 Allowable seismic tension loads are calculated by multiplying the pullout strength Np by the strength reduction factor of 0.65, then multiplying by a 0.75 factor describe in ACI318-05 D.3.3.3, and dividing by an of 1.1 according to ICC ESR-1917 Section 4.2. See Table 2 for Np. This load may be adjusted for other concrete strengths according toICC ESR-1917 Section 4.1.3 by using the following equation.

Np,cr,f'c = Np,crf 'c

2500




Table 12 Kwik Bolt TZ Length Identification System

Figure 4 Bolt Head with Length Identification Mark and Kwik Bolt TZ Head Notch Embossment

Length ID marking A B C D E F G H I J K L M N O P Q R S T U V Won bolt headLength of From 112 2 212 3 312 4 412 5 512 6 612 7 712 8 812 9 912 10 11 12 13 14 15anchor, Up to but




1. Hammer drill a hole to the same nominal diameter as the Kwik Bolt TZ. The hole depthmust exceed the anchor embedment by at least1/4 inch. The fixture may be used as a drillingtemplate to ensure proper anchor location.

2. Clean hole.

3. Drive the Kwik Bolt TZ into the hole usinga hammer. The anchor must be drivenuntil at least 4 threads are below the surface of the fixture.

4. Tighten the nut to the recommendedinstallation torque.

4.3.4.4 Kwik Bolt TZ Anchor Installation Instructionsinto normal-weight and lightweight concrete




4.3.4.5 Kwik Bolt TZ Anchor Ordering Information

Item No. Description Length (in.) Thread Length (in.) Box Quantity

304581 KB-TZ 3/8x3 3 7/8 50304582 KB-TZ 3/8x3-3/4 3-3/4 1-5/8 50304583 KB-TZ 3/8x5 5 2-7/8 50304584 KB-TZ 1/2x3-3/4 3-3/4 1-5/8 25304585 KB-TZ 1/2x4-1/2 4-1/2 2-3/8 25304586 KB-TZ 1/2x5-1/2 5-1/2 3-3/8 25304587 KB-TZ 1/2x7 7 4-7/8 25304588 KB-TZ 5/8x4-3/4 4-3/4 1-1/2 15304589 KB-TZ 5/8x6 6 2-3/4 15304590 KB-TZ 5/8x8-1/2 8-1/2 5-1/4 15304591 KB-TZ 5/8x10 10 6-3/4 15202880 KB-TZ 3/4x5-1/2 5 1/2 1-1/2 10202881 KB-TZ 3/4x8 8 4 10202882 KB-TZ 3/4x10 10 6 10

202883 KB-TZ SS304 3/8x3 3 7/8 50202884 KB-TZ SS304 3/8x3-3/4 3-3/4 1-5/8 50202885 KB-TZ SS304 3/8x5 5 2-7/8 50202886 KB-TZ SS304 1/2x3-3/4 3-3/4 1-5/8 25202887 KB-TZ SS304 1/2x4-1/2 4-1/2 2-3/8 25202888 KB-TZ SS304 1/2x5-1/2 5-1/2 3-3/8 25202889 KB-TZ SS304 1/2x7 7 4-7/8 25202890 KB-TZ SS304 5/8x4-3/4 4-3/4 1-1/2 15202891 KB-TZ SS304 5/8x6 6 2-3/4 15202892 KB-TZ SS304 5/8x8-1/2 8-1/2 5-1/4 15202893 KB-TZ SS304 5/8x10 10 6-3/4 15202894 KB-TZ SS304 3/4x5-1/2 5-1/2 1-1/2 10202895 KB-TZ SS304 3/4x8 8 4 10202896 KB-TZ SS304 3/4x10 10 6 10




Given:(2) 1/2 in. KB-TZ anchors under static tension load as shown.hef = 3.25 in.Normal wt. concrete, fc = 3,000 psiNo supplementary reinforcing.Assume uncracked concrete.Condition B per ACI 318-05 D.4.4(c)Calculate the allowable tension loadfor this configuration.

Calculation per ACI 318-05 Appendix D and ICC ESR-1358. Code Ref. Reference

Step 1. Calculate steel strength of anchor in tension: f Ns = fn * Ns = 0.75 * 2 * 10,706 = 16,059 lbD.5.1.2D.4.4 Table 2

Step 2. Calculate concrete breakout strength of anchor in tension. See ESR-1917 for edge factor Ccp,N .

N cbg = A N c (C ec,N ) (C ed,N,c,N ) (C cp,N ) N b

D.5.2.1 ESR-1917

A Nco 4.1.2

Step 2a. Verify minimum member thickness, spacing and edge distance: D.8 Table 2hmin = 6 in. # 6 in. ... ok Fig. 2

slope = 2.375 5.75 = 3.03.5 2.375

for cmin = 4 in. y1 - y2 = m (x1 - x2)s min = 5.75 [(2.375 4.0) (3.0)] =0.875 < 2.375 in. < 6 in. ... ok

Step 2b. Check: 1.5hef = (1.5 ) (3.25) = 4.88 in. > c 3.0hef = (3) (3.25) = 9.75 in. > s D.5.2.1 Table 2

Step 2c. Calculate ANco and ANc for the anchorage: ANco = 9hef2 = (9) (3.25)2 = 95.1 in 2

ANc = (1.5) (hef + c ) (3) (hef + s) = [(1.5) (3.25) + 4] [(3 x 3.25) + 6] = 139.8 in2 < 2ANco ... ok

D.5.2.1 Table 2

Step 2d. Calculate C ec,N : eN' = O, C ec,N = 1 D.5.2.4

Step 2e. Calculate N b : N b = k cr f 'c ( hef ) 1.5 = 17 3000 (3.25)1.5 = 5,456 lb D.5.2.2 Table 2

Step 2f. Calculate modification factor for edge distance: C ed,N = 0.7 + 0.3 4 = 0.95 D.5.2.5 Table 2(1.5) (3.25)

Step 2g. C c,N = 1.4 (uncracked concrete) D.5.2.6 Table 2

Step 2h. Calculate modification factor for splitting:

C cp,N = c a,min $ 1.5he f check: 4 = 0.53 : (1.5) (3.25) = 0.65 0.53 < 0.65 ... 1.5hef controls D.5.2.7 Table 2c ac c ac 7.5 7.5 c ac

Step 2i. Calculate N cbg : N cbg = 139.8 (1) (0.95) (1.4) (5,456) (0.65) = 6,983 lb D.5.2.1 Table 295.1

Step 3. Check pullout strength: See ESR-1917 for adjustment for concrete strengthD.5.3.2

: NpN,f'c(1) = 2 [Np, uncr ] = 2 [(5,515) ] = 12,082 lb

Step 4. Controlling strength: f N cbg = (0.65) (6,983) = 4,539 lb < f N s ... f N cbg controls D.4.4(c) Table 2

Step 5. Convert value to ASD: T allow = 4,539 = 3,242 lb 1.4 - Table 5

6"

Table 2ESR-19174.1.6

f 'c2500

30002500

3.5, 2.3752.375 controls0.875 Cmin

Smin2.375, 5.75

s = 6''

AN1.5hef

1.5hef c = 4''1.5hef

4.3.4.6 Kwik Bolt TZ Anchor Sample Calculations

( )

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Resources

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