Submittal / Substitution Request

Submitted tO:To: ______________________________________________________________________________Firm: ____________________________________________________________________________Project: __________________________________________________________________________Submitted Product: SimpSOn StrOng-tie® StrOng-bOLt® Wedge Anchor for Cracked and Uncracked ConcreteSpecified Product: ___________________________________________________Section: ________________ Page: _______________ Detail/Sheet No.: ______________________Description of Application: ____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________

Attached information includes product description, installation instructions and pertinent technical data needed for evaluation of the submittal request.

Submitted by:Name: ____________________________________ Signature: _____________________________Firm: ____________________________________________________________________________Address: _________________________________________________________________________ _________________________________________________________________________Phone: ____________________________________ Fax: __________________________________E-Mail: ___________________________________________________________________________Date of Submittal: ___________________________

FOr Architect/engineer uSe:Approved: ______ Approved As Noted: ______ Not Approved: ______(Please briefly explain why not approved)___________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________

By: _______________________________________ Date: _________________________________Remarks: _____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________

© SIMPSON STRONG-TIE COMPANY INC. 1

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This product submittal was compiled by the Simpson Strong­Tie Submittal Generator web app and is current as of 8/3/2015. Information included in this submittal is subject to change; see www.strongtie.com for the latest information.

Simpson Strong­Tie® Strong­Bolt Wedge Anchor Catalog Information     Product Information     Strength Design (SD) Data in Concrete

ICC­ES ESR­1771  (for Cracked and Uncracked Concrete)

City of Los Angeles Research Report RR 25705  (for Cracked and Uncracked Concrete)

Mechanical Anchors Safety Data Sheet

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The Strong-Bolt® is a wedge anchor specifically designed for optimum performance in both cracked and uncracked concrete; a requirement that the 2009 IBC places on post-installed anchors. Rigorously tested according to the latest industry-wide criteria, the Strong-Bolt anchor is proven to offer increased reliability in the most adverse conditions, including performance in cracked concrete under static and seismic loading. The proprietary tri-segmented clip has dual undercutting embossments on each segment which enable secondary or "follow-up" expansion if a crack forms and intersects the anchor location. This significantly increases the ability of the Strong-Bolt wedge anchor to carry load if the hole opened slightly due to a crack. The Strong-Bolt anchor sets like a standard wedge anchor and is available in Imperial fractional sizes.

FEATURES: •Tri-segmentedclip:Eachsegmentisabletoadjustindependentlyincreasing follow-up expansion should the hole increase in size as a result of a crack. •Dualembossmentsoneachclipsegment:Allowsthecliptoundercutintothe concrete increasing follow-up expansion should a crack occur. •316stainlesssteelclip:Inadditiontosuperiorcorrosionresistance,astainless steel clip offers better "memory". This memory contributes to the anchor’s performance should the hole size increase due to a crack. •Imperialfractionalsizedanchor:Fitsmostfixturesandinstallswithcommon drill bits sizes and tools. No need to buy additional tools to install a metric anchor and no special couplers needed. •Installslikeastandardwedgeanchor:Nocomplicatedinstallationprocedure. No need for special bits or installation tools. •TheheadisstampedwiththeSimpsonStrong-Tie® "≠"signandsizeID for easy post-installation identification

MATERiAl: Carbon-steel stud with 316 stainless-steel clip

FiNiSH: Zinc plated

CODES: ICC-ES ESR-1771; City of L.A. RR25705; Florida FL 11506.6 The load tables list values based upon results from the most recent testing and

maynotreflectthoseincurrentcodereports.Wherecodejurisdictionsapply,consult the current reports for applicable load values.

TEST CRiTERiA: The Strong-Bolt wedge anchor has been tested in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193) and ACI 355.2 for the following: •Statictensionandshearloadingincrackedanduncrackedconcrete •Seismicandwindloadingincrackedanduncrackedconcrete •Performanceincrackedconcrete VibratoryLoadTesting: A 150 lb. concrete block was suspended from a 1⁄2" diameter anchor embedded at 2 1⁄4" and vibrated for 12.6 million cycles at a frequency of 30 Hz and an amplitude of 0.025 inches. Subsequent load test showed no reduction in ultimate tension capacity.

iNSTAllATiON: •DonotuseanimpactwrenchtosetortightentheStrong-Boltanchor. Caution: Oversized holes in the base material will make it difficult to set the anchor and will reduce the anchor's load capacity. •Drillaholeinthebasematerialusingacarbidedrillbitthesamediameterasthe nominaldiameteroftheanchortobeinstalled.Drilltheholetothespecified embedment depth and blow it clean using compressed air. Overhead installations need not be blown clean. Alternatively, drill the hole deep enough to accommodate minimum hole depth and dust from drilling. •Assembletheanchorwithnutandwashersothatthetopofthenutisflush with the top of the anchor. Place the anchor in the fixture and drive into the hole until washer and nut are tight against the fixture. •Tightentotherequiredinstallationtorque.

APPliCATiON: •Interiorenvironmentwherelowlevelsofmoistureandcorrosivechemicalsarepresent.

SUGGESTED SPECiFiCATiONS: Wedge anchors shall be an imperial-sized steel threaded stud with an integral cone expander and a three-segment expansion clip. The stud shall be manufactured from carbon steel and the expansion clip shall have two undercutting embossments per segment and be manufactured from 316 stainless steel. The anchor shall have been tested and qualified for performance in cracked concrete per ACI 355.2 and ICC-ES AC193. Anchors shall be Strong-Bolt® wedge anchors from Simpson Strong-Tie, Pleasanton, CA, and be installed following Simpson Strong-Tie instructions.

Strong-Bolt®WedgeAnchor

InstallationSequence

Tri-SegmentedClip

Strong-BoltDia.(in.)

1⁄2 5⁄8 3⁄4 1

Bit Size (in.) 1⁄2 5⁄8 3⁄4 1Min. Fixture Hole (in.) 9⁄16 11⁄16 7⁄8 1 1⁄8Wrench Size (in.) 3⁄4 15⁄16 1 1⁄8 1 1⁄2

Strong-Bolt®AnchorInstallationData

Mark A B C D E F G H I J K L M N O P Q R S T U V W X Y Z

From 1 1⁄2 2 2 1⁄2 3 3 1⁄2 4 4 1⁄2 5 5 1⁄2 6 6 1⁄2 7 7 1⁄2 8 8 1⁄2 9 9 1⁄2 10 11 12 13 14 15 16 17 18Up to but not including 2 2 1⁄2 3 3 1⁄2 4 4 1⁄2 5 5 1⁄2 6 6 1⁄2 7 7 1⁄2 8 8 1⁄2 9 9 1⁄2 10 11 12 13 14 15 16 17 18 19

LengthIdentificationHeadMarksonStrong-BoltAnchors(correspondstolengthofanchor–inches).

STRONG‑BOlT® Wedge Anchor for Cracked and Uncracked Concrete

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Cracked &Uncracked CONCRETE

IBC®

2009

ESR-1771ICC-ES

Mechanical Anchors

Characteristic Symbol UnitsNominalAnchorDiameter(inch)

1⁄2 5⁄8 3⁄4 1InstallationInformation

DrillBitDiameter d in. 1⁄2 5⁄8 3⁄4 1Baseplate Clearance

HoleDiameter dc in. 9⁄16 11⁄16 7⁄8 1 1⁄8

Installation Torque Tinst ft-lb 50 85 180 230EmbedmentDepth hnom in. 2 3⁄4 3 7⁄8 5 3 3⁄8 5 1⁄8 6 1⁄8 4 1⁄8 5 3⁄4 7 1⁄2 5 1⁄4 9 3⁄4

CriticalEdgeDistance cac in. 9 7 7⁄8 6 3⁄4 11 9 5⁄8 8 1⁄4 13 1⁄2 11 3⁄4 10 1⁄8 18 13 1⁄2Minimum

EdgeDistance cmin in. 4 5 6 8

Minimum Spacing smin in. 4 6 1⁄4 6 1⁄4 8Minimum

Concrete Thickness hmin in. 4 1⁄2 6 6 3⁄4 5 1⁄2 7 7⁄8 8 1⁄4 6 3⁄4 8 3⁄4 10 1⁄8 9 13 1⁄2

AdditionalDataAnchor Category category – 1 2

Yield Strength fya psi 108,000 60,000Tensile Strength futa psi 125,000 78,000

Minimum Tensile & Shear Stress Area Ase in2 0.108 0.167 0.273 0.472

Axial Stiffness in Service Load Range β lb/in. 125,000 141,000 225,000 299,600

1.TheinformationpresentedinthistableistobeusedinconjunctionwiththedesigncriteriaofACI318AppendixD.

Strong-Bolt®AnchorInstallationInformationandAdditionalData1

CarbonSteel-ZincPlated1

ComponentMaterials

AnchorBody Nut Washer Clip

Carbon Steel

SAE J403, Grade 1030-1035

SAE J403, Grade 12L14

Carbon Steel

ASTM A 563, Grade A

Carbon Steel

ASTM F844

316 Stainless

Steel

1. Zinc meets ASTM B 633, Class SC 1 (Fe / Zn 5), Type III.

MaterialSpecifications

STRONG‑BOlT® Wedge Anchor for Cracked and Uncracked Concrete

Size(in.)

ModelNo.

DrillBitDia.(in.)

ThreadLength(in.)

Quantity

Box Carton1⁄2 x 3 3⁄4 STB50334

1⁄2

1 3⁄4 25 1251⁄2 x 4 1⁄4 STB50414 2 1⁄4 25 1001⁄2 x 5 1⁄2 STB50512 3 1⁄2 25 1001⁄2 x 7 STB50700 5 25 1001⁄2 x 8 1⁄2 STB50812 6 25 501⁄2 x 10 STB50100 6 25 505⁄8 x 4 1⁄2 STB62412

5⁄8

2 1⁄16 20 805⁄8 x 5 STB62500 2 9⁄16 20 805⁄8 x 6 STB62600 3 9⁄16 20 805⁄8 x 7 STB62700 4 9⁄16 20 805⁄8 x 8 1⁄2 STB62812 6 20 405⁄8 x 10 STB62100 6 10 203⁄4 x 5 1⁄2 STB75512

3⁄4

2 11⁄16 10 403⁄4 x 6 1⁄4 STB75614 3 7⁄16 10 403⁄4 x 7 STB75700 4 3⁄16 10 403⁄4 x 8 1⁄2 STB75812 5 11⁄16 10 203⁄4 x 10 STB75100 6 10 201 x 7 STB100700

13 1⁄2 5 20

1 x 10 STB1001000 3 1⁄2 5 101 x 13 STB1001300 3 1⁄2 5 10

1. The published length is the overall length of the anchor.2. Allow one anchor diameter for the nut and washer thickness

plus the fixture thickness when selecting a length.

Strong-Bolt®AnchorProductData

Thread length

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Characteristic Symbol UnitsNominalAnchorDiameter(inch)

1⁄2 5⁄8 3⁄4 1EmbedmentDepth hnom in. 2 3⁄4 3 7⁄8 5 3 3⁄8 5 1⁄8 6 1⁄8 4 1⁄8 5 3⁄4 7 1⁄2 5 1⁄4 9 3⁄4

SteelStrengthinTensionNominal Steel Strength in Tension Nsa lb. 13,500 20,875 34,125 36,815

Strength Reduction Factor – Steel Failure ϕ — 0.752 0.752 0.652 0.652

ConcreteBreakoutStrengthinTension9

Effective EmbedmentDepth hef in. 2.250 3.375 4.500 2.750 4.500 5.500 3.375 5.000 6.750 4.500 9.000

CriticalEdgeDistance7 cac in. 9 7 7⁄8 6 3⁄4 11 9 5⁄8 8 1⁄4 13 1⁄2 11 3⁄4 10 1⁄8 18 13 1⁄2Effectiveness Factor – Uncracked Concrete kuncr — 24

Effectiveness Factor – Cracked Concrete kcr — 17

Modification Factor ψc,N — 1.00

Strength Reduction Factor – Concrete Breakout Failure ϕ — 0.658 0.558

PulloutStrengthinTension10

Nominal Pullout Strength Uncracked Concrete

(f'c = 2,500 psi)Np,uncr lb —3 4,1205 4,6005 —3 7,2504 7,3004 —3 9,4205 12,1155 8,3605 9,6905

Nominal Pullout Strength Cracked Concrete (f'c = 2,500 psi)

Np,cr lb —3 2,9955 2,9955 —3 5,2004 5,2604 —3 —3 9,8505 7,7005 11,1855

Strength Reduction Factor – Pullout Failure ϕ — — 0.656 0.656 — 0.656 0.656 — 0.556 0.556 0.556 0.556

PulloutStrengthinTensionforSeismicApplications10

Nominal Pullout Strength of Single Anchor for

Seismic Loads (f'c = 2,500 psi)

Np,eq lb —3 2,9955 2,9955 —3 5,2004 5,2604 —3 —3 9,8505 7,7005 11,1855

Strength Reduction Factor – Pullout Failure ϕ — — 0.656 0.656 — 0.656 0.656 — — 0.556 0.556 0.556

TensionStrengthDesignData1* * See page 13 for an

explanation of the load table icons

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Strong‑Bolt® Wedge Anchor for Cracked and Uncracked Concrete

1. The information presented in this table is to be used in conjunction with the design criteriaofACI318AppendixD,exceptasmodifiedbelow.

2. The value of ϕ applies when the load combinations of ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, refer to Section D4.5todeterminetheappropriatevalueofϕ. The 3⁄4 inch and 1 inch diameter are considered as a brittle steel element. The 1⁄2 inch and 5⁄8 inch diameters are considered as ductile steel elements.

3. Pullout strength is not reported since concrete breakout controls.4. Adjust the characteristic pullout resistance for other concrete compressive

strengths by multiplying the tabular value by (f'c,specified / 2,500)0.7.5. Adjust the characteristic pullout resistance for other concrete compressive

strengths by multiplying the tabular value by (f'c,specified / 2,500)0.5.6. The value of ϕ applies when both the load combinations of ACI 318 Section 9.2 are

usedandtherequirementsofSectionD4.4(c)forConditionBaremet.IftheloadcombinationsofACI318AppendixCareused,refertoSectionD4.5todeterminethe appropriate value of ϕ.

7. The modification factor ψcp,N = 1.0 for cracked concrete. Otherwise,the modification actor for uncracked concrete without supplementary reinforcement to control splitting is either:

(1) ψcp,N = 1.0 if ca,min ≥ cac or (2) ψcp,N = Ca,min

Cac ≥

1.5hefCac

if ca,min < cac.

The modification factor, ψcp,N is applied to the nominal concrete breakout strength, Ncb or Ncbg.

8. The value of ϕ applies when both the load combinations of ACI 318 Section 9.2 are usedandtherequirementsofSectionD4.4(c)forConditionBaremet.Iftheloadcombinations of ACI 318 Section 9.2 are used and the requirements of Section D4.4(c)forConditionAaremet,refertoSectionD4.4todeterminetheappropriatevalue of ϕ. If the load combinations of ACI 318 Appendix C are used, refer to SectionD4.5todeterminetheappropriatevalueofϕ.

9. Forsand-lightweightconcrete,inlieuofACI318SectionD.3.4,modifythevalueof concrete breakout strength by 0.60. All-lightweight concrete is beyond the scope of this table.

10. For sand-lightweight concrete, modify the value of Np,cr, Np,uncr and Neq by 0.60. All-lightweight concrete is beyond the scope of this table.

Mechanical Anchors

1. The information presented in this table is to be used in conjunction with the designcriteriaofACI318AppendixD,exceptasmodifiedbelow.

2. The value of ϕ applies when the load combinations of ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, refer to Section D4.5todeterminetheappropriatevalueofϕ. The 3⁄4 inch and 1 inch diameter are considered as a brittle steel element. The 1⁄2 inch and 5⁄8 inch diameters are considered as ductile steel elements.

3. The value of ϕ applies when both the load combinations of ACI 318 Section 9.2 areusedandtherequirementsofSectionD4.4(c)forConditionBaremet.Ifthe load combinations of ACI 318 Section 9.2 are used and the requirements of SectionD4.4(c)forConditionAaremet,refertoSectionD4.4todeterminetheappropriate value of ϕ. If the load combinations of ACI 318 Appendix C are used, refertoSectionD4.5todeterminetheappropriatevalueofϕ.

4. The value of ϕ applies when both the load combinations of ACI 318 Section 9.2 areusedandtherequirementsofSectionD4.4(c)forConditionBaremet.IftheloadcombinationsofACI318AppendixCareused,refertoSectionD4.5todetermine the appropriate value of ϕ.

5. Forsand-lightweightconcrete,inlieuofACI318SectionD.3.4,modifythevalueof concrete breakout strength by 0.60. All-lightweight concrete is beyond the scope of this table.

ShearStrengthDesignData1

Characteristic Symbol UnitsNominalAnchorDiameter(inch)

1⁄2 5⁄8 3⁄4 1EmbedmentDepth hnom in. 2 3⁄4 3 7⁄8 5 3 3⁄8 5 1⁄8 6 1⁄8 4 1⁄8 5 3⁄4 7 1⁄2 5 1⁄4 9 3⁄4

SteelStrengthinShearNominal Steel Strength in

Shear Vsa lb. 5,280 7,255 10,650 15,020

Strength Reduction Factor – Steel Failure ϕ – 0.652 0.652 0.602 0.602

ConcreteBreakoutStrengthinShear5

OutsideDiameter do in. 0.5 0.625 0.75 1.00Load Bearing Length of Anchor in Shear ℓe in. 2.25 3.375 4.00 2.75 4.50 5.00 3.375 5.00 6.00 4.50 8.00

Strength Reduction Factor – Concrete Breakout Failure ϕ – 0.703

ConcretePryoutStrengthinShearCoefficient for

Pryout Strength kcp – 1.0 2.0

Strength Reduction Factor – Concrete Pryout Failure ϕ – 0.704

SteelStrengthinShearforSeismicApplicationsNominal Steel Strength in Shear for Seismic Loads Veq lb 5,280 7,255 10,650 15,020

Strength Reduction Factor – Steel Failure ϕ – 0.652 0.652 0.602 0.602

* * See page 13 for an explanation of the load table icons

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ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report.

Copyright © 2014 Page 1 of 12 1000

ICC-ES Evaluation Report ESR-1771 Reissued July 2014 This report is subject to renewal September 1, 2015.

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ®

DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors

REPORT HOLDER:

SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (925)560-9000 www.strongtie.com

EVALUATION SUBJECT:

SIMPSON STRONG-TIE® STRONG-BOLT® WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE

1.0 EVALUATION SCOPE

Compliance with the following codes:

2012, 2009, and 2006, International Building Code® (IBC)

2012, 2009, and 2006, International Residential Code® (IRC)

Properties evaluated:

Structural

2.0 USES

The Simpson Strong-Tie® Strong-Bolt® wedge anchor is used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal-weight concrete and sand-lightweight concrete members having a specified compressive strength, f′c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa).

The Strong-Bolt® complies with Section 1909 of the 2012 IBC and Section 1912 of the 2009 and 2006 IBC. The anchors are an alternative to cast-in-place anchors described in Section 1908 of the 2012 IBC, Sections 1911 of the 2009 IBC and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC.

3.0 DESCRIPTION

3.1 Strong-Bolt®:

Strong-Bolt® anchors are torque-controlled mechanical expansion anchors consisting of an anchor body, expansion clip, nut, and washer. A typical anchor is shown in Figure 1. The 1/2-inch-, 5/8-inch-, and 3/4-inch-diameter (12.7 mm, 15.9 mm, and 19.1 mm) anchor bodies are manufactured from carbon steel conforming to SAE J403, Grade 1030 to 1035. The 1-inch-diameter (25.4 mm) anchor body is manufactured from carbon steel conforming

to SAE J403 Grade 12L14. The anchor bodies are zinc plated in accordance with ASTM B633, SC1, Type III. The expansion clip is fabricated from ASTM A240, Grade 316, stainless steel. The washer conforms to ASTM F844. The hex nut conforms to ASTM A563, Grade A.

The anchor body has a tapered mandrel formed on the installed end of the anchor and a threaded section at the opposite end. The taper of the mandrel increases in diameter toward the installed end of the anchor. The three-segment expansion clip wraps around the tapered mandrel. Before installation, this expansion clip is free to rotate about the mandrel. The anchor is installed in a predrilled hole. When the anchor is set using an applied torque to the hex nut, the mandrel is drawn into the expansion clip, which engages the drilled hole and transfers the load to the base material. Pertinent dimensions are as set forth in Table 1.

3.2 Concrete:

Normal-weight and sand-lightweight concrete must conform to Sections 1903 and 1905 of the IBC, as applicable.

4.0 DESIGN AND INSTALLATION

4.1 Strength Design:

4.1.1 General: Design strength of anchors complying with the 2012 IBC, as well as Section R301.1.3 of the 2012 IRC must be determined in accordance with ACI 318-11 Appendix D and this report.

Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be in accordance with ACI 318-08 Appendix D and this report.

Design strength of anchors complying with the 2006 IBC as well as Section R301.1.3 of the 2006 IRC must be determined in accordance with ACI 318-05 Appendix D and this report.

Design parameters provided in Tables 2 and 3 and references to ACI 318 are based on the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12 of this report. The strength design of anchors must comply with ACI 318 D.4.1, except as required in ACI 318 D.3.3. A design example in accordance with the 2009 IBC is given in Figure 4 of this report.

Strength reduction factors, , as given in ACI 318-11 D.4.3, must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC, or Section 9.2 of ACI 318. Strength reduction factors, , as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with Appendix C of ACI 318.

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4.1.2 Requirements for Static Steel Strength in Tension: The nominal steel strength of a single anchor in tension, Nsa, in accordance with ACI 318 D.5.1.2, is given in Table 2 of this report. The strength reduction factor, sa, corresponding to a ductile steel element must be used for 1/2-inch- and 5/8-inch-diameter (12.7 mm and 15.9 mm) anchors, and the strength reduction factor for a brittle steel element must be used for the 3/4-inch- and 1-inch-diameter (19.1 mm and 25.4 mm) anchors, as described in Table 2 of this report.

4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb and Ncbg, respectively, must be calculated in accordance with ACI 318 D.5.2, with modifications as described in this section. The basic concrete breakout strength of a single anchor in tension in cracked concrete, Nb, must be calculated in accordance with ACI 318 D.5.2.2 using the values of hef and kcr as given in Table 2 of this report. The value of f’c must be limited to 8,000 psi (55.2 MPa), in accordance with ACI 318-11 D.3.7. The nominal concrete breakout strength in tension, Ncb or Ncbg, in regions of a concrete member where analysis indicates no cracking at service load levels in accordance with ACI 318 D.5.2.6, must be calculated with the value of kuncr as given in Table 2 of this report and with ψc,N = 1.0, as described in Table 2 of this report.

4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in tension in accordance with ACI 318 D.5.3 in cracked and uncracked concrete, Np,cr and Np,uncr, respectively, is given in Table 2 of this report. Where analysis indicates no cracking at service load levels in accordance with ACI 318 D.5.3.6, the nominal pullout strength in uncracked concrete, Np,uncr applies. Where values for Np,cr or Np,uncr are not provided in Table 2, the pullout strength does not need to be considered. In lieu of ACI 318 D.5.3.6, c,P = 1.0 for all design cases. The nominal pullout strengths must be adjusted for concrete strengths according to Eq.1:

Np, =Np,cr/uncrfc'

2500

n

(lb, psi) (Eq-1)

Np,fc

' =Np,cr/uncrfc'

17.2

n

(kN, MPa)

where f′c is the specified compressive strength and n is the factor defining the influence of concrete compressive strength on the nominal pullout strength. For the 5/8-inch-diameter anchor, n is 0.7. For all other cases, n is 0.5.

4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, Vsa, of a single anchor in accordance with ACI 318 D.6.1.2, is given in Table 3 of this report and must be used in lieu of values derived by calculation from ACI 318-11, Eq. D-29. The strength reduction factor, sa, corresponding to a ductile steel element must be used for 1/2-inch- and 5/8-inch-diameter (12.7 mm and 15.9 mm) anchors, and the strength reduction factor corresponding to a brittle steel element must be used for the 3/4-inch- and 1-inch-diameter (19.1 mm and 25.4 mm) anchors, described in Table 3 of this report.

4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength for a single anchor or group of anchors in shear, Vcb and Vcbg, respectively, must be calculated in accordance with ACI 318 D.6.2, with modifications as described in this section. The basic concrete breakout strength in shear, Vb, must be calculated in accordance

with ACI 318 D.6.2.2 using the values of e and da described in Table 3 of this report. The value of f’c must be limited to a maximum of 8,000 psi (55.2 MPa) in accordance with ACI 318-11 D.3.7.

4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength for a single anchor or group of anchors in shear, Vcp and Vcpg, respectively, must be calculated in accordance with ACI 318 D.6.3, using the value of kcp described in Table 3 of this report and the value of Ncb or Ncbg as calculated in Section 4.1.3 of this report.

4.1.8 Requirements for Seismic Design:

4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318 D.3.3. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, Section 1908.1.16 of the 2006 IBC.

The 1/2-inch- and 5/8-inch-diameter (12.7 mm and 15.9 mm) anchors comply with ACI 318 D.1 as ductile steel elements. The 3/4-inch- and 1-inch-diameter (19.1 mm and 25.4 mm) anchors comply with ACI 318 D.1 as brittle steel elements. The anchors must be designed in accordance with ACI 318-11 D.3.3.4, D.3.3.5, or D.3.3.6 or ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6, or ACI 318-05 D.3.3.4 or D.3.3.5, as applicable, with the modifications noted above.

4.1.8.2 Seismic Tension: The nominal steel strength and concrete breakout strength in tension must be calculated in accordance with ACI 318 D.5.1 and D.5.2, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318 D.5.3.2, the appropriate value for nominal pullout strength in tension for seismic loads, Np,eq described in Tables 2 of this report must be used in lieu of Np. If no values for Np,eq are given in Table 2 of this report, the pullout strength for seismic loads need not be evaluated. The values of Np,eq can be adjusted for concrete strength according to Section 4.1.4 Eq-1 of this report.

4.1.8.3 Seismic Shear: The nominal concrete breakout and concrete pryout strength in shear must be calculated in accordance with ACI 318 D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318 D.6.1.2, the appropriate value for nominal steel strength in shear for seismic loads, Vsa,eq described in Table 3 of this report, must be used in lieu of Vsa.

4.1.9 Requirements for Interaction of Tensile and Shear Forces: For loadings that include combined tension and shear, the design must be performed in accordance with ACI 318 D.7.

4.1.10 Requirements for Critical Edge Distance: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318 D.5.2, must be further multiplied by the factor Ψcp,N given by Eq-2:

, (Eq-2)

where the factor , need not be taken as less than .

. For all other cases, , 1.0. In lieu of ACI 318

D.8.6, values of cac provided in Table 1 of this report must be used. 4.1.11 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 D.8.1 and D.8.3, values of cmin and smin provided in Table 1 of this report must be used. In lieu of using ACI 318 D.8.5, minimum member thickness, hmin, must be in accordance with Table 1 of this report.

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4.1.12 Sand-lightweight Concrete: For ACI 318-11 and ACI 318-08, when anchors are used in sand-lightweight concrete, the modification factor λa or λ, respectively,for concrete breakout must be taken as 0.6 in lieu of ACI 318-11 D.3.6 (2012 IBC) or ACI 318-08 D.3.4 (2009 IBC). In addition, the pullout strength Np,cr, Np,uncr and Np,eq must be multiplied by 0.60, as applicable.

For ACI 318-05, when anchors are used in sand-lightweight concrete, Nb, Np,cr, Np,uncr, Neq and Vb determined in accordance with this report must be multiplied by 0.60, in lieu of ACI 318 D.3.4.

4.2 Allowable Stress Design (ASD):

4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC, must be established using the following relationships:

Tallowable,ASD=ϕNn

α (Eq-3)

and

Vallowable,ASD=ϕVn

α (Eq-4)

where:

Tallowable,ASD = Allowable tension load (lbf or kN)

Vallowable,ASD = Allowable shear load (lbf or kN)

Nn = The lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D, Section 4.1 of this report, and 2009 IBC Section 1908.1.16 or 2006 IBC Section 1908.1.16, as applicable. (lbf or kN).

Vn = The lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 Appendix C, Section 4.1 of this report, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable. (lbf or kN).

α = A conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, α shall include all applicable factors to account for non-ductile failure modes and required over-strength.

The requirements for member thickness, edge distance and spacing, as described in this report, must apply. An example calculation for the derivation of allowable stress design tension values is presented in Table 4.

4.2.2 Interaction of Tensile and Shear Forces: The interaction of tension and shear loads must be consistent with ACI 318 D.7 as follows:

If Tapplied ≤ 0.2Tallowable,ASD, then the full allowable strength in shear, Vallowable,ASD, must be permitted.

If Vapplied ≤ 0.2Vallowable,ASD, then the full allowable strength in tension, Tallowable,ASD, must be permitted.

For all other cases: Tapplied

Tallowable,ASD+

Vapplied

Vallowable,ASD≤1.2

4.3 Installation:

Installation parameters are provided in Table 1 and in Figure 2. Anchor locations must comply with this report and the plans and specifications approved by the code official. The Strong-Bolt® must be installed in accordance with the manufacturer’s published installation instructions

and this report. Anchors must be installed in holes drilled into the concrete using carbide-tipped drill bits conforming to ANSI B212.15-1994. The nominal drill bit diameter must be equal to the nominal diameter of the anchor. The minimum drilled hole depth is given in Table 1. The drilled hole must be cleaned, with all dust and debris removed using compressed air. The anchor, nut, and washer must be assembled so that the top of the nut is flush with the top of the anchor. The anchor must be driven into the hole using a hammer until the proper nominal embedment depth is achieved. The nut and washer must be tightened against the base material or material to be fastened until the appropriate installation torque value specified in Table 1 is achieved.

4.4 Special Inspection:

Periodic special inspection is required in accordance with Section 1705.1.1 of the 2012 IBC or Section 1704.15 of the 2009 IBC, or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, drill-bit type, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete member thickness, anchor embedment, tightening torque and adherence to the manufacturer’s published installation instructions. The special inspector must be present as often as required by the “statement of special inspection.” Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable.

5.0 CONDITIONS OF USE

The Simpson Strong-Tie® Strong-Bolt® wedge anchor described in this report complies with, or is a suitable alternative to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions:

5.1 The anchors must be installed in accordance with the manufacturer’s published installation instructions and this report. In cases of a conflict, this report governs.

5.2 Anchor sizes, dimensions, minimum embedment depths, and other installation parameters are as set forth in the tables of this report.

5.3 The anchors must be installed in cracked and uncracked normal-weight and sand-lightweight concrete having a specified compressive strength, f’c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa).

5.4 The value of f’c used for calculation purposes must not exceed 8,000 psi (55.2 MPa).

5.5 Strength design values must be established in accordance with Section 4.1 of this report.

5.6 Allowable stress design values are established in accordance with Section 4.2 of this report.

5.7 Anchor spacing and edge distance, as well as minimum member thickness, must comply with Table 1 of this report.

5.8 Prior to anchor installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed.

5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report.

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5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > fr), subject to the conditions of this report.

5.11 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report.

5.12 Where not otherwise prohibited in the code, Strong-Bolt® anchors are permitted for use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled:

Anchors are used to resist wind or seismic forces only.

Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane, are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards.

Anchors are used to support nonstructural elements.

5.13 Use of zinc-plated carbon steel anchors is limited to dry, interior locations.

5.14 Periodic special inspection must be provided in accordance with Section 4.4 of this report.

5.15 The anchors are manufactured by Simpson Strong-Tie Company, Inc., under an approved quality control program with inspections by ICC-ES.

6.0 EVIDENCE SUBMITTED

Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated June 2012, (editorially revised May 2013), including optional suitability tests for seismic tension and shear; and quality control documentation.

7.0 IDENTIFICATION

The Strong-Bolt® anchors are identified in the field by dimensional characteristics and packaging. The Strong-Bolt® anchor has the Simpson Strong-Tie Company Inc., No Equal logo ≠ stamped on the expansion clip, and a length identification code embossed on the exposed threaded end. Table 5 shows the length identification codes. The packaging label bears the manufacturer's name and contact information, anchor name, anchor size and length, quantity, the evaluation report number (ICC-ES ESR-1771).

TABLE 1—STRONG-BOLT

® ANCHOR INSTALLATION INFORMATION1

CHARACTERISTIC SYMB

OL UNIT

S NOMINAL ANCHOR DIAMETER (inch)

1/2 5/8

3/4 1

Installation Information

Nominal Diameter da3 in. 1/2

5/83/4

1

Drill Bit Diameter d in. 1/2 5/8

3/4 1

Min. Baseplate Clearance Hole Diameter2

dc in. 9/16 11/16

7/8 1 1/8

Installation Torque Tinst ft-lbf 50 85 180 230

Nominal Embedment Depth

hnom in. 23/4 37/8 5 33/8 51/8 61/8 41/8 53/4 71/2 51/4 93/4

Effective Embedment Depth

hef in. 2¼ 33/8 41/2 23/4 41/2 51/2 33/8 5 63/4 4 1/2 9

Minimum Hole Depth hhole in. 3 41/8 51/4 35/8 53/8 63/8 43/8 6 73/4 51/2 10

Critical Edge Distance cac in. 9 77/8 63/4 11 95/8 81/4131/

2 113/

4 101/

8 18

131/2

Minimum Edge Distance cmin in. 4 5 6 8

Minimum Spacing smin in. 4 61/4 61/4 8

Minimum Concrete Thickness

hmin in. 41/2 6 63/4 51/2 77/8 81/4 63/4 83/4 101/

8 9

131/2

Anchor Data

Specified Yield Strength of Anchor Steel

fya psi 108,000 60,000

Specified Tensile Strength of Anchor Steel

futa psi 125,000 78,000

Effective Tensile and Shear Stress Area

Ase in2 0.108 0.167 0.273 0.472

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Axial Stiffness in Service Load Range – Cracked

and Uncracked Concrete lb/in. 125,000 141,000 225,000 299,600

For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 Pa, 1 in2 = 645 mm2, 1 lb/in = 0.175 N/mm.

1The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The clearance must comply with applicable code requirements for the connected element. 3For the 2006 IBC do replaces da.

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TABLE 2—STRONG-BOLT®

ANCHOR CHARACTERISTIC TENSION STRENGTH DESIGN VALUES1

CHARACTERISTIC

SYMBOL

UNITS

NOMINAL ANCHOR DIAMETER (inch) 1/2

5/8 3/4 1

Anchor Category

1, 2 or 3

— 1 1 2 2

Nominal Embedment

Depth hnom in. 23/4 37/8 5 33/8 51/8 61/8 41/8 53/4 71/2 51/4

93/4

Steel Strength in Tension (ACI 318 D.5.1)

Tension Resistance of

Steel Nsa lbf 13,500 20,875 34,125 36,815

Strength Reduction

Factor–Steel Failure

sa — 0.752 0.752 0.652 0.652

Concrete Breakout Strength in Tension (ACI 318 D.5.2)

Effective Embedment

Depth hef in. 21/4 33/8 41/2 23/4 41/2 51/2 33/8 5 63/4 4 1/2 9

Critical Edge Distance

cac in. 9 77/8 63/4 11 95/8 81/4131/

2 113/4 101/8 18 131/2

Effectiveness Factor–

Uncracked Concrete

kuncr — 24 24 24 24

Effectiveness Factor–Cracked

Concrete kcr — 17 17 17 17

Modification Factor c,N — 1.0 1.0 1.0 1.0

Strength Reduction Factor–

Concrete Breakout Failure

cb — 0.653 0.653 0.553 0.553

Pull-Out Strength in Tension (ACI 318 D.5.3)

Pull-Out Resistance

Cracked Concrete (f’c=

2,500 psi)

Np,cr lbf N/A

4 2,9956

2,9956

N/A4

5,2005

5,2605

N/A4

N/A4 9,850

6 7,7006

11,1856

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Pull-Out Resistance Uncracked

Concrete (f’c= 2,500 psi)

Np,uncr lbf N/A

4 4,1206

4,6006

N/A4

7,2505

7,3005

N/A4

9,4206

12,1156

8,3606

9,6906

Strength Reduction

Factor–Pullout Failure

p — 0.657 0.657 0.557 0.557

Tension Strength for Seismic Applications (ACI 318 D.3.3.3)

Tension Resistance of Single Anchor

for Seismic Loads

(f’c = 2,500 psi)

Np,eq lbf N/A

4 2,9956

2,9956

N/A4

5,2005

5,2605

N/A4

N/A4 9,850

6 7,7006

11,1856

Strength Reduction

Factor–Pullout Failure

eq — 0.657 0.657 0.557 0.557

For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N.

1The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of sa applies when the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, the appropriate value of sa must be determined in accordance with ACI 318-11 D.4.4. The 1/2 inch and 5/8 inch diameter anchors are ductile steel elements as defined in ACI 318 D.1. The 3/4 and 1 inch diameter anchors are brittle steel elements as defined in ACI 318 D.1. 3The tabulated value of cb applies when both the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided or where pullout strength governs. For installations where complying supplementary reinforcement can be verified, the cb factors described in ACI 318-11 D.4.3 for Condition A are allowed. If the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3 for Condition A are met, the appropriate value of cb must be determined in accordance with ACI 318-11 D.4.3(c). If the load combinations of ACI 318 Appendix C are used, the appropriate value of cb must be determined in accordance with ACI 318-11 D.4.4(c). 4As described in Section 4.1.4 of this report, N/A (Not Applicable) denotes that pullout resistance is not critical and does not need to be considered. 5The characteristic pull-out resistance for greater concrete compressive strengths may be increased by multiplying the tabular value by (f’c / 2,500)0.7 or (f′c / 17.2MPa)0.7. 6The characteristic pull-out resistance for greater concrete compressive strengths may be increased by multiplying the tabular value by (f’c/ 2,500)0.5 or (f′c / 17.2MPa)0.5. 7The tabulated value of p or eq applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided or where pullout strength governs. For installations where complying supplementary reinforcement can be verified, the factors described in ACI 318-11 D.4.3 for Condition A are allowed. If the load combinations of ACI 318 Appendix C are used, appropriate value of must be determined in accordance with ACI 318-11 D.4.4(c).

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FIGURE 1—STRONG-BOLT®

WEDGE ANCHOR

FIGURE 2—STRONG-BOLT

® WEDGE ANCHOR INSTALLATION

FIGURE 3—STRONG-BOLT

® WEDGE ANCHOR INSTALLATION SEQUENCE

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FIGURE 4—STRONG BOLT® ANCHOR EXAMPLE CALCULATION

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FIGURE 4—STRONG BOLT® ANCHOR EXAMPLE CALCULATION (Continued)

BOARD OF

BUILDING AND SAFETY COMMISSIONERS

___

MARSHA L. BROWN PRESIDENT

VAN AMBATIELOS VICE-PRESIDENT

VICTOR H. CUEVAS HELENA JUBANY

ELENORE A. WILLIAMS ___

CITY OF LOS ANGELES CALIFORNIA

ANTONIO R. VILLARAIGOSA

MAYOR

DEPARTMENT OF BUILDING AND SAFETY 201 NORTH FIGUEROA STREET

LOS ANGELES, CA 90012 ____

ANDREW A. ADELMAN, P.E.

GENERAL MANAGER

RAYMOND CHAN EXECUTIVE OFFICER

____

RR 25705 Page 1 of 3

LADBS G-5 (Rev.6/08) AN EQUAL EMPLOYMENT OPPORTUNITY - AFFIRMATIVE ACTION EMPLOYER

Simpson Strong-Tie Co., Inc. RESEARCH REPORT: RR 25705 260 N. Palm St (CSI # 03151) Brea, CA 92821 BASED UPON ICC-ES EVALUATION Attn: Jason Oakley SERVICE REPORT No. ESR-1771 (714) 448-9143 REEVALUATION DUE DATE: June 1, 2011 Issued Date: July 1, 2009 Code: 2008 LABC GENERAL APPROVAL - Reevaluation - Strong-Bolt™ Wedge Anchor for Cracked and Uncracked Concrete. DETAILS The above assemblies and/or products are approved when in compliance with the description, use, identification and findings of ICC Evaluation Services Report No. ESR-1771 dated August 1, 2008, of the ICC Evaluation Service, Incorporated. The report in its entirety is attached and made part of this general approval. The parts of Report No ESR-1771 which are excluded on the attached copy have been removed by the Los Angeles Building as not being included in this approval. The approval is subject to the following conditions: 1. The allowable and strength design values listed in the attached report and tables are for

the fasteners only. Connected members shall be checked for there capacity (which may govern).

2 The anchors shall be identified by labels on the packaging indicating the manufacturer’s

name and product designation.

Simpson Strong-Tie Co., Inc. Re: Strong-Bolt™ Wedge Anchor for Cracked and Uncracked Concrete

RR 25705 Page 2 of 3

3. The anchors shall be installed as per the attached manufacturer’s instructions except as otherwise stated in this report. Copies of the installation instructions shall be available at each job site.

4. Design values and minimum embedment requirements shall be per Tables in ICC ES

Report No. ESR-1771 (As modified by City of Los Angeles). 5. Edge distance and spacing shall comply with Tables1 and 4 and Figure 3 of the attached

ESR-1771 and with Table 1911.2 of the 2008 Los Angeles City Building Code. 6. Special inspection in accordance with Section 91.1704 of the 2008 Los Angeles City

Building Code shall be provided for anchor installations. 7. Anchors may be installed at embedment less than minimum depth per Table 1911.2 of

the 2008 Los Angeles City Building Code for the following conditions:

a. Anchors are limited to the installation of Plumbing/fire sprinkler system, HVAC and electrical conduit.

b. 10 percent of the bolts are field load tested after installation. The bolt shall

develop 300 percent of the allowable capacities listed in tables 5 through 13. If a failure occurs, then test 25% of the bolts.

8 The use of anchors is limited to dry, interior locations. 9 Calculations demonstrating that the applied loads or factored loads are less than the

allowable load values or design strength level values respectively, described in this report shall be submitted to the plan check Engineer at the time of permit application. The calculations shall be prepared by a Civil or Structural Engineer registered in the State of California.

Simpson Strong-Tie Co., Inc. Re: Strong-Bolt™ Wedge Anchor for Cracked and Uncracked Concrete

RR 25705 Page 3 of 3

DISCUSSION: The report is in compliance with 2008 Los Angeles Building Code. The approval is based on load tests according with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC 193), dated June 2008. The allowable loads are limited to Table 1911.2 values attached for anchors embedded in concrete. The anchors have been tested in accordance with ASTM E488 and ACI 355.2-04 for static and dynamic loads. This general approval will remain effective provided the Evaluation Report is maintained valid and unrevised with the issuing organization. Any revisions to this report must be submitted to this Department, with appropriate fee, for review in order to continue the approval of the revised report. Addresses to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated, to architects, engineers and builders using items approved herein in design or construction which must be approved by Department of Building and Safety Engineers and Inspectors. This general approval of an equivalent alternate to the Code is only valid where an engineer and/or inspector of this Department has determined that all conditions of this approval have been met in the project in which it is to be used. Simpson Strong-Tie offers software to assist in the design of anchorages using Simpson Strong-Tie products. The software “ Anchor Designer for ACI-318" includes selectable Strength Design methodology utilizing ICC-ES AC193-compliant data to generate designs in conformance with the 2008 Los Angeles City Building Code. YEUAN CHOU, Chief Engineering Research Section 201 N. Figueroa St., Room 880 Los Angeles, CA 90012 Phone - 213-202-9812 Fax - 213-202-9942 TV:elcm RR25705/MSWord2003 R07/01/09 5A1/1911/1912 Attachment: ICC ES Report No. ESR-1771 (12 Pages)

ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report.

Copyright © 2008 Page 1 of 12

ICC-ES Evaluation Report ESR-1771* Issued August 1, 2008 This report is subject to re-examination in two years.

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ®

DIVISION: 03—CONCRETE Section: 03151—Concrete Anchoring REPORT HOLDER: SIMPSON STRONG-TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.simpsonanchors.com EVALUATION SUBJECT: STRONG-BOLT™ WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE

Compliance with the following codes:

# 2006 International Building Code® (2006 IBC)

# 2006 International Residential Code® (2006 IRC)

# 2003 International Building Code® (2003 IBC)

# 2003 International Residential Code® (2003 IRC)

# 1997 Uniform Building Code™ (UBC)

Properties evaluated:

Structural

2.0 USES

The Simpson Strong-Tie Strong-Bolt™ Wedge Anchor is used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal-weight concrete and structural sand-lightweight concrete members having a specified compressive strength, fNc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked structural sand lightweight or normal-weight concrete over profile steel deck having a minimum specified compressive strength, fNc, of 3,000 psi (20.7 MPa).

The Strong-Bolt™ is an alternative to cast-in-place anchors described in Sections 1911 and 1912 of the 2006 IBC, Sections 1912 and 1913 of the 2003 IBC, and Sections 1923.1 and 1923.2 of the UBC. The anchors may also be used where an engineering design is submitted in accordance with Section R301.1.3 of the 2006 and 2003 IRC.

3.0 DESCRIPTION

3.1 Strong Bolt™: Strong-Bolt™ anchors are torque-controlled mechanical expansion anchors consisting of an anchor body, expansion clip, nut, and washer. A typical anchor is shown in Figure 1. The 1/2-inch-, 5/8-inch-, and 3/4-inch-diameter (12.7 mm, 15.9 mm, and 19.1 mm) anchor bodies are manufactured from carbon steel conforming to SAE J403, Grade 1030 to 1035. The 1-inch-diameter (25.4 mm) anchor body is manufactured from carbon steel conforming to SAE J403 Grade 12L14. The anchor bodies are zinc plated in accordance with ASTM B 633, SC1, Type 1. The expansion clip is fabricated from ASTM A 240, Grade 316, stainless steel. The washer conforms to ASTM F 844. The hex nut conforms to ASTM A 563, Grade A.

The anchor body has a tapered mandrel formed on the installed end of the anchor and a threaded section at the opposite end. The taper of the mandrel increases in diameter toward the installed end of the anchor. The three-segment expansion clip wraps around the tapered mandrel. Before installation, this expansion clip is free to rotate about the mandrel. The anchor is installed in a predrilled hole. When the anchor is set using an applied torque to the hex nut, the mandrel is drawn into the expansion clip, which engages the drilled hole and transfers the load to the base material. Pertinent dimensions are as set forth in Table 1.

3.2 Concrete: Normal-weight and structural sand-lightweight concrete must conform to Sections 1903 and 1905 of the IBC or UBC, as applicable. For placement over profile steel deck floor and roof assemblies, structural sand lightweight or normal-weight concrete is required.

4.0 DESIGN AND INSTALLATION

4.1 Strength Design: Anchor design strengths, φNn and φVn, must be determined in accordance with ACI 318-05 Appendix D and this report. Design parameters are provided in Tables 2, 3, and 4 and Figures 2 and 3 of this report. The anchor design must satisfy the requirements in ACI 318 Sections D.4.1.1 and D.4.1.2. Strength reduction factors, φ, described in ACI 318 Section D.4.4, and noted in Tables 2 and 3 of this report, must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC or Section 1612.2.1 of the UBC.

*Revised June 2009

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Strength reduction factors, φ, described in ACI 318 Section D.4.5 must be used for load combinations calculated in accordance with Appendix C of ACI 318 or Section 1909.2 of the UBC. An example calculation is provided in Figure 4.

4.1.1 Static Steel Strength in Tension: The nominal steel strength in tension, Nsa, in accordance with ACI 318 Section D.5.1.2, is given in Table 2 of this report. The strength reduction factor, φ, corresponding to a ductile steel element must be used for 1/2-inch-, 5/8-inch- and 1-inch-diameter (12.7 mm, 15.9 mm and 25.4 mm) anchors, and the strength reduction factor for a brittle steel element must be used for the 3/4-inch-diameter (19.1 mm), described in Table 2 of this report.

4.1.2 Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength in tension, Ncb and Ncbg, must be calculated in accordance with ACI 318 Section D.5.2, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318 Section D.5.2.2 using the values of hef and kc as described in Table 2 of this report. The value of fNc must be limited to 8,000 psi (55.2 MPa), in accordance with ACI 318 Section D.3.5. The nominal concrete breakout strength in tension, Ncb or Ncbg, in regions of a concrete member where analysis indicates no cracking at service loads in accordance with ACI 318 Section D.5.2.6, must be calculated with the value of ψc,N, as described in Table 2 of this report.

For anchors installed in the soffit of structural sand lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 3, determination of the concrete breakout strength in accordance with ACI 318 Section D.5.2 is not required.

4.1.3 Static Pullout Strength in Tension: The nominal pullout strength in accordance with ACI 318 Section D.5.3 in cracked and uncracked concrete, Npn,cr and Npn,uncr, respectively, is described in Table 2 of this report. In regions of a concrete member where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in uncracked concrete, Npn,uncr applies. In accordance with ACI 318 Section D.5.3.2, the appropriate value for nominal pullout strength, Npn,cr or Npn,uncr, is used in lieu of Npn. Where values for Npn,cr or Npn,uncr are not provided in Table 2, the pullout strength does not need to be considered.

The pullout strength in cracked concrete for anchors installed in the soffit of structural sand lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 3, is given in Table 4. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete must be calculated as stated previously in this section, using the value of Npn,deck,cr in lieu of Npn,cr. In regions of a concrete member where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in uncracked concrete must be calculated as stated previously in this section, using the value of Npn,deck,uncr in lieu of Npn,uncr. The minimum anchor spacing along the flute must be the greater of 3.0hef or 1.5 times the flute width. The value of ψc,p is 1.0 for all cases.

4.1.4 Static Steel Strength in Shear: The nominal steel strength in shear, Vsa, in accordance with ACI 318 Section D.6.1.2, is given in Table 3 of this report. The strength reduction factor, φ, corresponding to a ductile steel element must be used for 1/2-inch-, 5/8-inch- and 1-

inch-diameter (12.7 mm, 15.9 mm and 25.4 mm) anchors, and the strength reduction factor corresponding to a brittle steel element must be used for the 3/4-inch-diameter (19.1 mm) anchor, described in Table 3 of this report.

The shear strength, Vst,deck of anchors installed in the soffit of structural sand lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 3, is given in Table 4.

4.1.5 Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength in shear, Vcb and Vcbg, must be calculated in accordance with ACI 318 Section D.6.2, with modifications as described in this section. The basic concrete breakout strength in shear, Vb, must be calculated in accordance with ACI 318 Section D.6.2.2 using the values of Re and do described in Table 3 of this report. The value of fNc must be limited to a maximum of 8,000 psi (55.2 MPa) in accordance with ACI 318 Section D.3.5.

For anchors installed in the soffit of structural sand lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 3, calculation of the concrete breakout strength in accordance with ACI 318 Section D.6.2 is not required.

4.1.6 Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength, Vcp and Vcpg, must be calculated in accordance with ACI 318 Section D.6.3, modified by using the value of kcp described in Table 3 of this report and the value of Ncb or Ncbg as calculated in Section 4.1.2 of this report. For anchors installed in the soffit of structural sand lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 3, calculation of the concrete pryout strength in accordance with ACI 318 Section D.6.3 is not required.

4.1.7 Requirements for Seismic Design: 4.1.7.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318 Section D.3.3, as modified by Section 1908.1.16 of the 2006 IBC or the following:

CODE ACI 318 SECTION D.3.3 SEISMIC

REGION

CODE EQUIVALENT DESIGNATION

2003 IBC and

2003 IRC

Moderate or high seismic risk

Seismic Design Categories

C, D, E, and F

1997 UBC Moderate or high seismic risk

Seismic Zones 2B, 3, and 4

Except for anchors used under Seismic Design Categories A and B (IBC) or Seismic Zones 1 and 2A (UBC), design strengths must be determined presuming cracked concrete. The 1/2-inch-, 5/8-inch- and 1-inch-diameter (12.7 mm, 15.9 mm and 25.4 mm) anchors comply with ACI 318 Section D.1 as ductile steel elements and must be designed in accordance with ACI Section D.3.3.4 or D.3.3.5, as modified by Section 1908.1.16 of the 2006 IBC, in Seismic Design Categories C, D, E, or F (IBC) or Seismic Zones 2B, 3, or 4 (UBC). The 3/4-inch-diameter (19.1 mm) anchors must be designed in accordance with ACI Section D.3.3.5 as modified by Section 1908.1.16 of the 2006 IBC in Seismic Design Categories C, D, E, or F (IBC) or Seismic Zones 2B, 3, or 4 (UBC).

4.1.7.2 Seismic Tension: The nominal steel strength and concrete breakout strength in tension must be calculated in accordance with ACI 318 Sections D.5.1

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and D.5.2, as described in Sections 4.1.1 and 4.1.2 of this report. In accordance with ACI 318 Section D.5.3.2, the appropriate value for nominal pullout strength in tension for seismic loads, Npn,eq or Npn,deck,cr, described in Tables 2 and 4 of this report must be used in lieu of Npn.

4.1.7.3 Seismic Shear: The nominal concrete breakout and concrete pryout strength in shear must be calculated in accordance with ACI 318 Sections D.6.2 and D.6.3, as described in Sections 4.1.5 and 4.1.6 of this report. In accordance with ACI 318 Section 6.1.2, the appropriate value for nominal steel strength in shear for seismic loads, Vsa,eq or Vst,deck, described in Table 3 and 4 of this report, must be used in lieu of Vsa.

4.1.8 Interaction of Tensile and Shear Forces: For loadings that include combined tension and shear, the design must be performed in accordance with ACI 318 Section D.7.

4.1.9 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of using ACI 318 Section D.8.3, values of cmin and smin provided in Table 1 of this report must be used. In lieu of using ACI 318 Section D.8.5, minimum member thickness, hmin, must be in accordance with Table 1 of this report. In lieu of using ACI 318 Section D.8.6, values of cac provided in Table 1 of this report must be used. 4.1.10 Structural Sand-lightweight Concrete: When anchors are used in structural sand-lightweight concrete, Nb, Npn, Vb and Vcp must be multiplied by 0.60, in lieu of ACI 318 Section D.3.4.

4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC, must be established using the following relationships:

Tallowable,ASD = φNn / α

and

Vallowable,ASD = φVn / α

where:

Tallowable,ASD = Allowable tension load (lbf or N).

Vallowable,ASD = Allowable shear load (lbf or N).

φNn = The lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D, Section 4.1 of this report, and 2006 IBC Section 1908.1.16, as applicable. (Ibf or N).

φVn = The lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 Appendix D, Section 4.1 of this report, and 2006 IBC Section 1908.1.16, as applicable. (lbf or N).

α = A conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, α shall include all applicable factors to account for non-ductile failure modes and required over-strength.

An example calculation for the derivation of allowable stress design tension values is presented in Table 5.

4.2.2 Interaction of Tensile and Shear Forces: The interaction of tension and shear loads must be consistent with ACI 318 D.7 as follows:

If Tapplied # 0.2Tallowable,ASD, then the full allowable strength in shear, Vallowable,ASD, must be permitted.

If Vapplied # 0.2Vallowable,ASD, then the full allowable strength in tension, Tallowable,ASD, must be permitted.

For all other cases: Tapplied / Tallowable,ASD + Vapplied / Vallowable,ASD # 1.2.

4.3 Installation: Installation parameters are provided in Table 1 and in Figures 2 and 3. Anchor locations must comply with this report and the plans and specifications approved by the code official. The Strong-Bolt™ must be installed in accordance with the manufacturer’s published instructions and this report. Anchors must be installed in holes drilled into the concrete using carbide-tipped drill bits conforming to ANSI B212.15-1994. The nominal drill bit diameter must be equal to the nominal diameter of the anchor. The minimum drilled hole depth must equal or exceed the specified embedment depth of the anchor. The drilled hole must be cleaned, with all dust and debris removed using pressurized air. The anchor, nut, and washer must be assembled so that the top of the nut is flush with the top of the anchor. The anchor must be driven into the hole using a hammer until the proper embedment depth is achieved. The nut and washer must be tightened against the base material or material to be fastened until the appropriate installation torque value specified in Table 1 is achieved.

For installation in the soffit of normal-weight or structural sand lightweight concrete over profile steel deck floor and roof assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). Installation torque values for anchors installed in the soffit of structural sand lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, must comply with values in Table 4. 4.4 Special Inspection: Installations must be made under special inspection in accordance with Section 1704.13 of the IBC and Section 1701.5.2 of the UBC. The special inspector must be on the jobsite continuously during anchor installation to verify anchor type, anchor dimensions, hole cleanliness, embedment depth, concrete type, concrete compressive strength, drill bit diameter, hole depth, edge distance(s), anchor spacing(s), concrete thickness, and tightening torque. 4.5 Jobsite Quality Assurance: Under the IBC, additional requirements as set forth in Sections 1705 and 1706 must be observed.

5.0 CONDITIONS OF USE The Simpson Strong-Tie Strong-Bolt™ Wedge Anchor described in this report complies with, or is a suitable alternative to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with

the manufacturer’s published installation instructions and this report. In cases of a conflict, this report governs.

5.2 Anchor sizes, dimensions and minimum embedment depths are as set forth in the tables of this report.

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5.3 The anchors must be installed in accordance with Section 5.1 of this report in cracked and uncracked normal-weight and structural sand lightweight concrete having a specified compressive strength, fNc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and in cracked and uncracked structural sand lightweight or normal-weight concrete over profile steel deck having a minimum specified compressive strength, fNc, of 3,000 psi (20.7 MPa).

5.4 The value of fNc used for calculation purposes must not exceed 8,000 psi (55.2 MPa).

5.5 Strength design values must be established in accordance with Section 4.1 of this report.

5.6 Allowable stress design values are established in accordance with Section 4.2 of this report.

5.7 Anchor spacing and edge distance, as well as minimum member thickness, must comply with Tables 1 and 4, and Figure 3, of this report.

5.8 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed.

5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report.

5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > fr), subject to the conditions of this report.

5.11 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report.

5.12 Where not otherwise prohibited in the code, Strong-Bolt™ anchors are permitted for use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled:

• Anchors are used to resist wind or seismic forces only.

• Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane, are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards.

• Anchors are used to support nonstructural elements.

5.13 Use of anchors is limited to dry, interior locations.

5.14 Special inspection and jobsite quality assurance must be provided in accordance with Sections 4.4 and 4.5, respectively.

5.15 The anchors are manufactured by Simpson Strong-Tie Company, Inc., in Brampton, Ontario, Canada, under a quality control program with inspections by CEL Consulting (AA-639).

6.0 EVIDENCE SUBMITTED

Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated June 2008, including optional suitability tests 12 and 13 for seismic tension and shear; profile steel deck soffit tests; mechanical properties tests; calculations; and a quality control manual.

7.0 IDENTIFICATION

The Strong-Bolt™ anchors are identified in the field by dimensional characteristics and packaging. The Strong-Bolt™ anchor has the Simpson Strong-Tie Company, Inc., No Equal logo … stamped on the expansion clip, and a length identification code embossed on the exposed threaded end. Table 6 shows the length identification codes. The packaging label bears the manufacturer's name and contact information, anchor name, anchor size and length, quantity, the evaluation report number (ICC-ES ESR-1771), and the name of the inspection agency (CEL Consulting).

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TABLE 1—STRONG-BOLT™ INSTALLATION INFORMATION1

NOMINAL ANCHOR DIAMETER (inch) CHARACTERISTIC SYMBOL UNITS1/2 5/8 3/4 1

Installation Information Nominal Diameter d0 in. 1/2 5/8 3/4 1 Drill Bit Diameter d in. 1/2 5/8 3/4 1

Baseplate Clearance Hole Diameter2

dc in. 9/16 11/16 7/8 1 1/8

Installation Torque Tinst ft-lbf 50 85 180 230 Embedment Depth hnom in. 23/4 37/8 5 33/8 51/8 61/8 41/8 53/4 71/2 51/4 93/4

Effective Embedment Depth hef in. 2¼ 33/8 4½ 2¾ 4½ 5½ 33/8 5 6¾ 4 ½ 9 Critical Edge Distance cac in. 9 77/8 63/4 11 95/8 81/4 131/2 113/4 101/8 18 13½

Minimum Edge Distance cmin in. 4 5 6 8 Minimum Spacing smin in. 4 61/4 61/4 8

Minimum Concrete Thickness hmin in. 41/2 6 63/4 51/2 77/8 81/4 63/4 83/4 101/8 9 131/2 Anchor Data

Specified Yield Strength of Anchor Steel

fya psi 108,000 60,000

Specified Tensile Strength of Anchor Steel

futa psi 125,000 78,000

Effective Tensile and Shear Stress Area

Ase in2 0.108 0.167 0.273 0.472

Axial Stiffness in Service Load Range β lb/in. 125,000 141,000 225,000 299,600 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 Pa, 1 in2 = 645 mm2, 1 lb/in = 0.175 N/mm. 1The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The clearance must comply with applicable code requirements for the connected element.

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TABLE 2—STRONG-BOLT™ CHARACTERISTIC TENSION STRENGTH DESIGN VALUES1

NOMINAL ANCHOR DIAMETER (inch) CHARACTERISTIC SYMBOL UNITS1/2 5/8 3/4 1

Anchor Category 1, 2 or 3 — 1 1 2 2 Embedment Depth hnom in. 23/4 37/8 5 33/8 51/8 61/8 41/8 53/4 71/2 51/4 93/4

Steel Strength in Tension (ACI 318 Section D.5.1) Tension Resistance of Steel Nsa lbf 13,500 20,875 34,125 36,815

Strength Reduction Factor–Steel Failure φsa — 0.752 0.752 0.652 0.752

Concrete Breakout Strength in Tension (ACI 318 Section D.5.2) Effective Embedment Depth hef in. 2¼ 33/8 4½ 2¾ 4½ 5½ 33/8 5 6¾ 4 ½ 9

Critical Edge Distance cac in. 9 77/8 63/4 11 95/8 81/4 131/2 113/4 101/8 18 13½ Effectiveness Factor–Uncracked

Concrete kuncr — 24 24 24 24

Effectiveness Factor–Cracked Concrete kcr — 17 17 17 17 Ratio of kuncr/kcr χc,N — 1.41 1.41 1.41 1.41

Strength Reduction Factor–Concrete Breakout Failure

φcb — 0.653 0.653 0.553 0.553

Pull-Out Strength in Tension (ACI 318 Section D.5.3) Pull-Out Resistance Cracked Concrete

(f’c= 2,500 psi) Npn,cr lbf N/A4 2,9956 2,9956 N/A4 5,2005 5,2605 N/A4 N/A4 9,8506 7,7006 11,1856

Pull-Out Resistance Uncracked Concrete (f’c= 2,500 psi)

Npn,uncr lbf N/A4 4,1206 4,6006 N/A4 7,2505 7,3005 N/A4 9,4206 12,1156 8,3606 9,6906

Strength Reduction Factor–Pullout Failure φp — 0.657 0.657 0.557 0.557

Tension Strength for Seismic Applications (ACI 318 Section D.3.3.3) Tension Resistance of Single Anchor for

Seismic Loads (f’c = 2,500 psi)

Npn,eq lbf N/A4 2,9956 2,9956 N/A4 5,2005 5,2605 N/A4 N/A4 9,8506 77006 11,1856

Strength Reduction Factor–Pullout Failure φeq — 0.657 0.657 0.557 0.557

For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of φsa applies when the load combinations of Section 1605.2.1 of the IBC, Section 1612.2.1 of the UBC, or ACI 318 Section 9.2 are used. If the load combinations of Section 1909.2 of the UBC or ACI 318 Appendix C are used, the appropriate value of φsa

must be determined in accordance with ACI 318 D.4.5. The ½ inch, 5/8 inch, and 1 inch diameter anchors are ductile steel elements as defined in ACI 318 D.1. The 3/4 inch diameter anchor is a brittle steel element as defined in ACI 318 D.1. 3The tabulated value of φcb applies when both the load combinations of Section 1605.2.1 of the IBC, Section 1612.2.1 of the UBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided or where pullout strength governs. For installations where complying supplementary reinforcement can be verified, the φcb factors described in ACI 318 D.4.4 for Condition A are allowed. If the load combinations of Section 1909.2 of the UBC or ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4 for Condition A are met, the appropriate value of φcb must be determined in accordance with ACI 318 D.4.4(c). If the load combinations of ACI 318 Appendix C are used, the appropriate value of φcb must be determined in accordance with ACI 318 D.4.5. 4As described in Section 4.1.3 of this report, N/A (Not Applicable) denotes that pullout resistance is not critical and does not need to be considered. 5The characteristic pull-out resistance for greater concrete compressive strengths may be increased by multiplying the tabular value by (f’c / 2,500)0.7. 6The characteristic pull-out resistance for greater concrete compressive strengths may be increased by multiplying the tabular value by (f’c/ 2,500)0.5. 7The tabulated value of φp or φeq applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided or where pullout strength governs. For installations where complying supplementary reinforcement can be verified, the φ factors described in ACI 318 D.4.4 for Condition A are allowed. If the load combinations of ACI 318 Appendix C are used, appropriate value of φ must be determined in accordance with ACI 318 Section D.4.5.

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TABLE 3—STRONG-BOLT™ CHARACTERISTIC SHEAR STRENGTH DESIGN VALUES1

NOMINAL ANCHOR DIAMETER (inch) CHARACTERISTIC SYMBOL UNITS½ 5/8 3/4 1

Anchor Category 1, 2 or 3 — 1 1 2 2 Embedment Depth hnom in. 23/4 37/8 5 33/8 51/8 61/8 41/8 53/4 71/2 51/4 93/4

Steel Strength in Shear (ACI 318 Section D.6.1) Shear Resistance of Steel Vsa lbf 6,560 10,475 19,305 15,020

Strength Reduction Factor–Steel Failure φsa — 0.652 0.652 0.602 0.652

Concrete Breakout Strength in Shear (ACI 318 Section D.6.2) Nominal Diameter d0 in. 0.5 0.625 0.75 1

Load Bearing Length of Anchor in Shear le in. 2.25 3.375 4.00 2.75 4.50 5.00 3.375 5.00 6.00 4.50 8

Strength Reduction Factor–Concrete Breakout Failure

φcb — 0.703

Concrete Pryout Strength in Shear (ACI 318 Section D.6.3) Coefficient for Pryout Strength kcp — 1.0 2.0

Strength Reduction Factor–Concrete Pryout Failure φcp – 0.704

Shear Strength for Seismic Applications (ACI 318 Section D.3.3.3) Shear Resistance of Single Anchor for Seismic

Loads (f’c = 2,500 psi) Vsa,eq lbf 6,560 8,380 9,715 10,475 15,445 17,305 19,305 15,020

Strength Reduction Factor–Steel Failure φeq – 0.652 0.652 0.602 0.652 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of φsa applies when the load combinations of Section 1605.2.1 of the IBC, Section 1612.2.1 of the UBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. If the load combinations of Section 1909.2 of the UBC or ACI 318 Appendix C are used, the appropriate value of φsa must be determined in accordance with ACI 318 D.4.5. The ½ inch, 5/8 inch, and 1 inch diameter anchors are ductile steel elements as defined in ACI 318 D.1.1. The 3/4 inch diameter anchor is a brittle steel element as defined in ACI 318 Section D.1. 3The tabulated value of φcb applies when both the load combinations of Section 1605.2.1 of the IBC,, Section 1612.2.1 of the UBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided or where pryout strength governs. For installations where complying supplementary reinforcement can be verified, the φ factors described in ACI 318 Section D.4.4 for Condition A are allowed. If the load combinations of Section 1909.2 of the UBC or ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4 for Condition A are met, the appropriate value of φ must be determined in accordance with ACI 318 Section D.4.4(c). If the load combinations of ACI 318 Appendix C are used, the appropriate value of φ must be determined in accordance with ACI 318 Section D.4.5. 4The tabulated value of φcp applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided or where pryout strength governs. For installations where complying supplementary reinforcement can be verified, the φ factors described in ACI 318 Section D.4.4 for Condition A are allowed. If the load combinations of ACI 318 Appendix C are used, the appropriate value of φ must be determined in accordance with ACI 318 D.4.5.

TABLE 4—STRONG-BOLT™ CHARACTERISTIC TENSION AND SHEAR STRENGTH DESIGN VALUES FOR THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1,2,7

NOMINAL ANCHOR DIAMETER (inch) CHARACTERISTIC SYMBOL UNITS 1/2 5/8

Embedment Depth hnom in. 23/4 41/2 33/8 55/8 Effective Embedment Depth hef in. 21/4 4 23/4 5

Installation Torque Tinst ft-lbf 40 40 40 50 Pull-Out Resistance Cracked Concrete3 Npn,deck,cr lbf 1,3356 1,905 2,835 3,665

Pull-Out Resistance Uncracked Concrete4 Npn,deck,uncr lbf 1,8306 2,610 3,780 4,885 Steel Strength in Shear5 Vst,deck lbf 4,4056 6,690 6,270 8,865

For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 lbf = 4.45 N. 1Installation must comply with Section 4.3 and Figure 3. Except as specifically noted, all installations must be into the lower flute of the deck. 2Profile steel deck must comply with Figure 3 and have a minimum base steel thickness of 0.034 inch. Steel must comply ASTM A 653 / A 653M, with minimum yield strength of 40 ksi (276 MPa). 3The values must be used in accordance with Section 4.1.3 and 4.1.7.2 of this report. 4The values must be used in accordance with Section 4.1.3 of this report. 5The values must be used in accordance with Section 4.1.4 and 4.1.7.3 of this report. 6Anchors may be installed into either the upper or lower flute of the steel deck. 7The minimum anchor spacing along the flute must be the greater of 3.0hef or 1.5 times the flute width.

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TABLE 5C EXAMPLE STRONG-BOLT™ ALLOWABLE STRESS DESIGN TENSION VALUES FOR ILLUSTRATIVE PURPOSES 1,2,3,4,5,6,7,8,9

Nominal Anchor

Diameter (in.)

Embed. Depth (in.)

Effective Embed.

Depth, hef (in.)

Allowable Tension

Load, φNn/α (lbs.)

2 3/4 21/4 1,775 37/8 33/8 1,810 1/2

5 41/2 2,020* 33/8 23/4 2,400 51/8 41/2 3,185 5/8

61/8 51/2 3,205 41/8 33/8 2,760 53/4 5 3,500 3/4

71/2 63/4 4,500 51/4 41/2 3,110

1 93/4 9 3,600

Design Assumptions: 1Single anchor. 2Tension load only. 3Concrete determined to remain uncracked for the life of the anchorage. 4Load combinations taken from ACI 318 Section 9.2 (no seismic loading). 5 30 percent Dead Load (D) and 70 percent Live Load (L); Controlling load combination is 1.2D + 1.6L. Calculation of α based on weighted average: α = 1.2D + 1.6L = 1.2(0.3) + 1.6(0.7) = 1.48 6Normal weight concrete with f ′c = 2,500 psi 7 ca1 = ca2 ≥ cac 8 h ≥ hmin 9Values are for Condition B (supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided.) * Illustrative Procedure (reference Table 2 of this report): Strong-Bolt™ 1/2 inch (12.7 mm) diameter with an effective embedment, hef = 41/2O Step 1: Calculate steel strength in tension in accordance with ACI 318 D.5.1; φsaNsa = 0.75 x 13,500 = 10,125 lbs. Step 2: Calculate concrete breakout strength in tension in accordance with ACI 318 D.5.2; φcbNcb = 0.65 x11,440 = 7,435 lbs. Step 3: Calculate pullout strength in tension per ACI 318 D.5.3; φpNpn,uncr = 0.65 x 4,600 = 2,990 lbs. Step 4: The controlling value (from Steps 1, 2, and 3 above) in accordance with ACI 318 D.4.1.2; φNn = 2,990 lbs. Step 5: Divide the controlling value by the conversion factor α as determined in footnote 5 and in accordance with Section

4.2.1 of this report: Tallowable,ASD = φNn/α = 2,990 / 1.48 = 2,020 lbs. For single anchor and anchor groups, the edge distance, spacing and member thickness requirements in Table 1 of this report apply.

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TABLE 6—STRONG-BOLT™ LENGTH IDENTIFICATION CODES

For SI: 1 inch = 25.4 mm.

FIGURE 1—STRONG-BOLT™ WEDGE ANCHOR

FIGURE 2—STRONG-BOLT™ WEDGE ANCHOR INSTALLATION

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FIGURE 3—INSTALLATION IN THE SOFFIT OF CONCRETE OVER PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES

ESR-1771 | Most Widely Accepted and Trusted Page 11 of 12

FIGURE 4—STRONG BOLT™ EXAMPLE CALCULATIO

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FIGURE 4—STRONG BOLT™ EXAMPLE CALCULATION (Continued)

Mechanical Anchors

SAFETY DATA SHEET

Mechanical Anchors Page 1 of 5 SDS North America

1. IDENTIFICATION

Product Identifier: Retrofit Bolt, Blue Banger Hanger®, Crimp Anchor, Drop-In Anchor, Easy-Set

Expansion Anchor, Heli-Tie®

Helical Wall Tie, Hollow Wall Anchor, IXP™ Anchor,

Lag Screw Expansion Shield, Machine Screw Anchor, Nailon Pin Drive Anchor,

Plastic Screw Anchor, Sleeve-All®

Anchor, Split Drive Anchor, Spring Wing Toggle

Bolt, Strong-Bolt™ Wedge Anchor, Strong-Bolt™ 2 Wedge Anchor, Sure Wall

Drywall Anchor/Toggle, Titen®

Screw, Titen HD® Anchor, Torq-Cut™ Anchor,

Wedge-All® Anchor

Recommended Use: Mechanical Anchor

Use Restrictions: None known.

Company: Simpson Strong-Tie Company Inc.

Address: 5956 W. Las Positas Blvd.

Pleasanton, CA 94588, USA

Phone: 1-800-999-5099

Website: www.strongtie.com

Emergency: 1-800-535-5053 (US/Canada)

1-352-323-3500 (International)

For most current SDS, please visit our website at www.strongtie.com/sds

2. HAZARD IDENTIFICATION

As defined in the OSHA Hazard Communication Standard, 29 CFR 1910.1200, this product is considered an

article and does not require an SDS. Although these products are not subject to the OSHA Standard or GHS

labeling elements, Simpson Strong-Tie would like to disclose as much health and safety information as

possible to ensure that this product is handled and used properly. This SDS contains valuable information

critical to the safe handling and proper use of the product. In its manufactured and shipped state this product

is considered to present a low hazard. Under normal use conditions this product is not expected to create any

health or safety hazards. However, individual customer processes (welding, sawing, grinding, brazing,

abrasive blasting) could result in the formation of fumes, dust, and/or particulate matter that may present the

following hazards.

Physical Hazards: Not Classified.

Health Hazards Skin Corrosion/Irritation Category 3

Serious Eye Damage/Irritation Category 2

Sensitization, Skin Category 1

STOT, Single Exposure Category 3 (Respiratory Tract Irritation)

STOT, Repeated Exposure Category 2 (Lung)

Environmental Hazards: Not Classified.

Signal Word: WARNING!

Hazard Statements: May cause mild skin irritation. May cause eye irritation. May cause an allergic skin

reaction. May cause respiratory irritation. May cause damage to organs (lung) through

prolonged or repeated exposure (inhalation of dust).

Precautionary Statements:

Prevention: Observe good industrial hygiene practices. Wear protective gloves/clothing/eye

protection/face protection. Wash thoroughly after handling. Avoid breathing dust.

Response: If on skin: Wash with plenty of water. If in eyes: Rinse cautiously with water for several

minutes. Remove contact lenses, if present and easy to do. Continue rinsing. If inhaled:

Remove victim to fresh air and keep in a position comfortable for breathing. If you feel

unwell: Get medical advice/attention.

Mechanical Anchors

SAFETY DATA SHEET

Mechanical Anchors Page 2 of 5 SDS North America

Storage: Store away from incompatible materials.

Hazards not otherwise Classified (HNOC): Dust and/or powders may form explosive dust/air mixtures. Avoid generating

dust. Do not allow dust to build up on work surfaces.

3. COMPOSITION INFORMATION

Various metals, ferrous and non-ferrous platings.

4. FIRST-AID MEASURES

Eye Contact: Flush with large amounts of water to remove particles. If redness, burning, blurred vision,

or swelling persists, consult a physician.

Skin Contact: Wash affected area with soap and water. If a thermal burn has occurred, flush area with

cold water and consult a physician.

Ingestion: Not a probable route of industrial exposure, however if ingested immediately consult a

physician. Inhalation: For over-exposure to airborne dust or fumes, move patient to fresh air. Give oxygen or

artificial respiration if needed. If patient continues to experience difficulty breathing,

consult a physician. Most Important Symptoms: Irritant effects.

General Information: Provide general supportive measures and treat symptomatically. Ensure that medical

personnel are aware of the material(s) involved, and take precautions to protect

themselves. If exposed or concerned: Get medical advice/attention. Wash contaminated

clothing before reuse.

5. FIRE-FIGHTING MEASURES

Suitable Extinguishing Media: This material is not combustible and will not burn. Choose extinguishing media suitable

for surrounding materials.

Additional Information: None known. Hazards during Fire-Fighting: Dusts may present a fire or explosion hazard under rare favoring conditions of particle

size, dispersion and strong ignition source. However, this is not expected to be a problem

under normal handling conditions.

Fire-Fighting Procedures: Use standard fire-fighting procedures and consider the hazards of other involved

materials. In case of fire and/or explosion do not breathe fumes. Self-contained breathing

apparatus and full protective clothing must be worn. Prevent runoff from fire control or

dilution from entering streams, sewers, or drinking water supply.

6. ACCIDENTAL RELEASE MEASURES

Personal Precautions: Wear appropriate personal protective equipment. Avoid inhalation of dusts.

Clean-up Methods: Solid articles do not represent a spill hazard. Avoid actions that cause dust to be

generated. Collect dust generated during processing using a vacuum cleaner equipped

with a HEPA filter. If not possible, gently moisten dust before collection with shovel,

broom, or the like.

Environmental Precautions: Avoid release of dust to the environment. Avoid discharge into drains, water courses or

onto the ground.

7. HANDLING AND STORAGE

Handling: Large molded articles may be heavy and awkward to lift, use proper lifting and handling

techniques. Wear appropriate personal protective equipment. If grinding or cutting use

work methods which minimize dust production. Avoid inhalation of dust. Ensure

adequate ventilation. Wash thoroughly after handling. Observe good industrial hygiene

practices.

Storage: Store away from incompatible materials.

Mechanical Anchors

SAFETY DATA SHEET

Mechanical Anchors Page 3 of 5 SDS North America

8. EXPOSURE CONTROLS/PERSONAL PROTECTION

Protective Measure: Protective coatings are used on some mechanical anchors. Typically this will be

commercial zinc, zinc plating with chromate conversion coating, hot dipped galvanizing,

ceramic plating, or mechanically galvanized plating. This information should be

considered when evaluating employee personal protective equipment.

Eye Protection: Wear goggles or safety glasses to protect eyes from dust and other particles.

Hand Protection: Gloves recommended.

Skin and Body Protection: Wear long sleeve shirts/long pants and other clothing as required to minimize contact.

Respirator Protection: Not required in properly ventilated areas. General Hygiene: Always observe good personal hygiene measures, such as washing after handling the

material and before eating, drinking, and/or smoking. Routinely wash work clothing and

protective equipment to remove contaminants.

Engineering Controls: When using indoors good general ventilation should be used. Provide eyewash station.

Exposure Limits: No exposure limits noted for ingredients.

9. PHYSICAL AND CHEMICAL PROPERTIES

Physical State: Solid Freezing/Melting Point: 2600-2700°F (1426-1482°C)

Form: Solid Boiling Point: N/A

Color: Gray/Various Colors Flash Point: N/A

Odor: None Evaporation Rate: N/A

Odor Threshold: N/A Specific Gravity: N/A

pH: N/A VOC: N/A

Flammability: N/A U/L Flammability: N/A

Vapor Pressure: N/A Vapor Density: N/A

Solubility: N/A Kow: N/A

Decomposition: N/A Viscosity: N/A

10. STABILITY AND REACTIVITY

Reactivity: Stable.

Chemical Stability: Stable.

Condition to Avoid: None known. Substances to Avoid: Acids.

Hazardous Reactions: Hazardous polymerization will not occur.

Decomposition Products: Thermal oxidative decomposition of galvanized steel products can produce fumes

containing oxides of zinc, iron, manganese, as well as other elements.

11. TOXILOGICAL INFORMATION

Information on likely routes of exposure

Ingestion: Not expected to be an ingestion hazard. Do not place anchors in mouth.

Inhalation: May cause respiratory tract irritation if dust is inhaled.

Skin contact: May cause mild skin irritation. Sharp edges of anchors may cause abrasions or cuts if not

handled properly.

Eye contact: May cause eye irritation. Particles can cause corneal abrasion.

Information on toxicological effects

Acute toxicity: Not expected to be acutely toxic.

Skin corrosion/irritation: May cause mild skin irritation. Sharp edges of anchors may cause abrasions or cuts if not

handled properly.

Eye damage/eye irritation: Particles can cause corneal abrasion.

Respiratory sensitization: Not applicable.

Skin sensitization: May cause an allergic skin reaction.

Germ cell mutagenicity: No data available

Mechanical Anchors

SAFETY DATA SHEET

Mechanical Anchors Page 4 of 5 SDS North America

Carcinogenicity: This product is not a carcinogen. This product may contain small amounts of

compounds which are listed carcinogens; these compounds are bound in the product

and exposure to these compounds is highly unlikely during normal product use.

Exposure to these compounds is possible only if the product is ground or cut, exposure

to oxides of component metals is possible if product is welded or exposed to excessive

heat. Ensure good work practice and use appropriate personal protective equipment as

needed to control exposure.

Reproductive toxicity: No data available.

Aspiration hazard: Not applicable.

Specific target organ toxicity:

Single exposure Inhalation of dust may cause respiratory irritation.

Repeated exposure May cause damage to organs (lung) through prolonged or repeated exposure

(inhalation of dust).

Further information: Toxicological, ecotoxicological, physical, and chemical properties may not have been

fully investigated. Hazard data above is estimated based on best available information.

Some workers with certain pre-existing medical conditions such as: asthma, allergies,

or impaired pulmonary and/or liver functions, or who may be particularly susceptible

to this material, may be affected by exposure to this material.

12. ECOLOGICAL INFORMATION

Ecotoxicity: The product is not classified as environmentally hazardous.

Persistence and degradability: Not applicable.

Bioaccumulative potential: Not applicable.

Mobility in soil: Not applicable.

Other adverse effects: No other adverse environmental effects (e.g. ozone depletion, photochemical ozone

creation potential, endocrine disruption, global warming potential) are expected from

this product.

13. DISPOSAL CONSIDERATIONS

Waste Disposal of Substance: Dispose of contents/container in accordance with local/regional/national/international

regulations. Steel scrap should be recycled whenever possible.

14. TRANSPORTATION INFORMATION

DOT: Not regulated as a hazardous material by DOT.

IATA: Not regulated as a dangerous good.

IMDG: Not regulated as a dangerous good.

Special precautions for user Read safety instructions, SDS and emergency procedures before handling.

Transport in bulk according to Annex II of MARPOL 73/78 and the IBC Code Not Applicable

15. REGULATORY INFORMATION

US federal regulations This product is considered an article as defined by OSHA Hazard Communication

Standard, 29 CFR 1910.1000

TSCA Section 12(b) Export Notification (40 CFR 707, Subpt. D) Not regulated.

US. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1050) Not listed.

CERCLA Hazardous Substance List (40 CFR 302.4) Not regulated.

SARA 302 Extremely hazardous substance No

SARA 311/312 Hazardous chemical No

SARA 313 (TRI reporting) Manganese and Zinc are subject to SARA 313 reporting requirements.

Mechanical Anchors

SAFETY DATA SHEET

Mechanical Anchors Page 5 of 5 SDS North America

Superfund Amendments and Reauthorization Act of 1986 (SARA)

Hazard categories Immediate Hazard Yes

Delayed Hazard Yes

Fire Hazard No

Pressure Hazard No

Reactivity Hazard No

US. California Proposition 65

Components of this article are on the Prop 65 List of Chemicals known to cause Cancer or Reproductive Harm. The nature of

this product makes exposure to these chemicals very unlikely. WARNING: This product contains a chemical known to the

State of California to cause cancer, birth defects, or reproductive harm.

This product has been classified according to the hazard criteria of the CPR and the SDS contains all of the

information required by the CPR.

16. OTHER INFORMATION Date Prepared or Revised: June 2014

Supersedes: March 2012

This Safety Data Sheet (SDS) is prepared by Simpson Strong-Tie Co. in compliance with the requirements of OSHA

29 CFR Part 1910.1200. The information it contains is offered in good faith as accurate as of the date of this SDS.

This SDS is provided solely for the purpose of conveying health, safety, and environmental information. No

warranty, expressed or implied, is given. Health and Safety precautions may not be adequate for all individuals

and/or situations. It is the user's obligation to evaluate and use this product safely and to comply with all applicable

laws and regulations.

2014 Simpson Strong-Tie Company Inc.