submittal / substitution request - copperstatemechanical anchors 3⁄ 4" 5⁄ 8"...

Submittal / Substitution Request

Submitted tO:To: ______________________________________________________________________________Firm: ____________________________________________________________________________Project: __________________________________________________________________________Submitted Product: SimpSOn StrOng-tie® bLue bAnger HAnger® rOd HAnging SYStemSpecified 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

Table of Contents

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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® Blue Banger Hanger® Rod Hanging System Catalog Information Product Information Installation Instructions Technical Information

ICCES ESR3707 (for Cracked and Uncracked Concrete)

Underwriters Laboratories (UL) File EX3605

Factory Mutual (FM) Listing

Mechanical Anchors Safety Data Sheet

Mechanical Anchors

3⁄4" 5⁄8" 1⁄2" 3⁄8" 1⁄4"

Blue Banger Hanger® internally threaded inserts are cast into the underside of the concrete deck after being fastened to the top of wood forms or metal deck. Once the concrete has cured, the anchor provides an attachment point for threaded rod used to hang electrical, mechanical and plumbing utilities. The Blue Banger Hanger insert is the only pre-pour insert to offer the patented multi-thread design that enables one size insert to handle multiple diameters of threaded rod.

FEATURES: •Quickandeasyinstallationsavestimeand money- no assembly required •Patentedmulti-threaddesignallowseach hanger to accept multiple diameters of threaded rod. Three sizes of hangers can handle all applications, reducing contractor and distributor inventories •Multi-threaddesignallowsthreadedrod size to be changed after the anchor is in the concrete •Machinedsteelinsertwithlargeflanged head provides high tension and shear loads for overhead attachments •Positiveattachmenttoformkeepsthe hanger vertical and in the correct position. •Internalthreadseliminatethecostof rod couplers •TheheadisstampedwiththeSimpsonStrong-Tie® "≠" sign for easy identification before the concrete pour

MATERiAl: Carbon steel

FiNiSH: Yellow-zinc dichromate

CODES: Factory Mutual 3024378 (except roof deck insert); Underwriters Laboratories File EX3605 (except roof deck insert); Metal deck insert (BBMD)incompliancewithULStandard2043,2nd edition, “Fire test for heat and visible smoke release for discrete products and their accessories installed in air-handling spaces.”

Patentedmulti-threaddesignallowsone

producttohandleuptothreeroddiameters.

BlueBangerHanger®RoofDeckInsert(BBRD)

U.S. Patent 6,240,697B1

BlueBangerHanger®MetalDeckInsert(BBMD)

U.S. Patent 6,240,697B1

BlueBangerHanger®WoodFormInsert(BBWF)

U.S. Patent 6,240,697B1

Multiple rod diameters are easily accommodated with the Blue Banger Hanger®.

HangerType

ForRodDiameter(in.)

DeckHoleDiameter(in.)

ModelNo.

CartonQty.

MetalDeck Insert

1⁄4, 3⁄8, 1⁄2 13⁄16-7⁄8 BBMD2550 1003⁄8, 1⁄2, 5⁄8 1 1⁄8-1 3⁄16 BBMD3762 50

5⁄8, 3⁄4 1 3⁄16-1 1⁄4 BBMD6275 50RoofDeck

Insert1⁄4, 3⁄8, 1⁄2 7⁄8 BBRD2550 50

Wood Form Insert

1⁄4, 3⁄8, 1⁄2N/A

BBWF2550 2003⁄8, 1⁄2, 5⁄8 BBWF3762 150

5⁄8, 3⁄4 BBWF6275 150

BlueBangerHangerProductData

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BLUEBANGERHANGER®–METALDECK-INSERT

FEATURES: •3"plasticsleevekeepsinternalthreadsclean. •Extendedlengthofthesleeveallowseasylocationoftheinsert even with fireproofing on the underside of the deck. Also provides guidance to align threaded rod with the internal threads. •Installedheightof2"allowstheinserttobeusedontopof, or between, deck ribs. •Compressionspringkeepstheinsertperpendiculartothedeck, even if it is bumped or stepped on after installation. •Multi-threaddesign:Eachinsertaccepts2–3roddiameters.

iNSTAllATiON: •Drillaholeinthemetaldeckusingtheappropriatediameterbit as referenced in the table. •Insertthehangerintotheholeandstrikethetopsothatthe plastic sleeve is forced through the hole and expands against the bottom side of the deck. The anchor can also be installed by stepping on it.

BLUEBANGERHANGER®–METAL-ROOFDECKINSERT

FEATURES: •Lowprofiledesigndoesn'tinterferewithroofingmaterial •Plasticsleeveallowsforeasyidentificationandkeeps internal threads clean. •Positiveattachmenttotheroofdeckpreventsspinning and keeps the hanger in position. •Pre-stakedscrewsallowquickinstallation. •Multi-threaddesign:Theinsertaccepts3roddiameters.

iNSTAllATiON: •Drillaholeinthemetaldeckusingtheappropriate diameter bit as referenced in the table. •Insertthehangerintotheholeandfastentothedeck with the two pre-staked, self-drilling sheet metal screws provided.

BLUEBANGERHANGER®–WOOD-FORMINSERT

FEATURES: •Blueplasticringactsasaninsertlocatorwhenforms are removed. •Plasticringcreatesacountersunkrecesstokeepinternal threads clean from concrete residue. •Nailssnapoffwiththeswipeofahammeraftertheforms are removed. •Multi-threaddesign:Eachinsertaccepts2–3roddiameters.

iNSTAllATiON: •Strikethetopofthehangeranddrivethe3mountingnails into the forming material until the bottom of the hanger is flushwiththeplywood.Thehangershouldbesitting90° perpendicular to the forming material. •Onceconcreteishardened,andformsarestripped,strike the mounting nails to break them off.

Metal-DeckInsertInstallationSequence

Metal-RoofDeckInsertInstallationSequence

Wood-FormInsertInstallationSequence

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Mechanical Anchors

ModelNo.

DrillBitDia.in.

ThreadedRodDia.in.

AllowableTensionLoadlbs.(kN)

11⁄2"Deck 3"Deck

BBRD2550 13⁄16-7⁄81⁄4

150 (0.7)

300 (1.3)

3⁄81⁄2

1. Allowable load must be the lesser of the concrete or steel strength.2. The allowable loads based on concrete strength are based on a factor of safety of 4.0.3. Allowable loads may not be increased for short-term loading due to wind or seismic forces.4. Mechanical and plumbing design codes may prescribe lower allowable loads. Verify with local codes.5. Minimum concrete slab thickness = 2x embedment depth.

See notes below.

1. The allowable loads are based on a factor of safety of 4.0.2. Allowable loads may not be increased for short-term loading due to wind or seismic forces.3.Acceptabilityofdeckdeflectionduetoimposedloads must be investigated separately.4. Threaded-rod strength must be investigated separately.5.Anchorsmaybeinstalledinthetoporbottomfluteof the metal deck.6.Deckshallbe20-gaugeminimum.

*

*

*

*

*

ModelNo.

ThreadedRodDia.in.

Embed.Depthin.

(mm)

Min.EdgeDist.in.

(mm)

Min.Spacing

in.(mm)

TensionLoadBasedonConcreteStrength

TensionLoadBasedonRodStrength

f'c≥3000psi(20.7MPa)Concrete A307(SAE1018)

Ultimatelbs.(kN)

Allowablelbs.(kN)

Allowablelbs.(kN)

BBWF2550

1⁄42

(51)7

(178)8

(203)6,820 (30.3)

1,705 (7.6)

940 (4.2)

See Notes Below

3⁄8 2,105 (9.4)

1⁄2 3,750 (16.7)

BBWF3762

3⁄82

(51)7

(178)8

(203)7,360 (32.7)

1,840 (8.2)

2,105 (9.4)

1⁄2 3,750 (16.7)

5⁄8 5,875 (26.1)

BBWF6275

5⁄8 2 (51)

7 (178)

8 (203)

7,420 (33.0)

1,855 (8.3)

5,875 (26.1)

3⁄4 8,460 (37.6)

Wood-FormInsert:TensionLoadsinNormal-WeightConcreteRoof-DeckInsert:TensionLoadsinMetalDeck

ModelNo.

ThreadedRodDia.in.

Embed.Depthin.

(mm)

Min.EdgeDist.in.

(mm)

Min.Spacing

in.(mm)

ShearLoadBasedonConcreteStrength

ShearLoadBasedonRodStrength


Ultimatelbs.(kN)

Allowablelbs.(kN)

Allowablelbs.(kN)

BBWF2550 1⁄2 2 (51)

7 (178)

8 (203)

8,750 (38.9)

2,185 (9.7)

1,930 (8.6)

See Notes Below

BBWF3762 5⁄8 2 (51)

7 (178)

8 (203)

10,700 (47.6)

2,675 (11.9)

3,025 (13.4)

BBWF6275 3⁄4 2 (51)

7 (178)

8 (203)

10,460 (46.5)

2,615 (11.6)

4,360 (19.4)

Wood-FormInsert:ShearLoadsinNormal-WeightConcrete

ModelNo.

ThreadedRodDia.in.

Embed.Depthin.

(mm)

Min.EdgeDist.in.

(mm)

Min.Spacing

in.(mm)

TensionLoadBasedonConcreteStrength



Ultimatelbs.(kN)

Allowablelbs.(kN)

Allowablelbs.(kN)

BBWF2550

1⁄42

(51)7

(178)8

(203)4,280 (19.0)

1,070 (4.8)

940 (4.2)

3⁄8 2,105 (9.4)

1⁄2 3,750 (16.7)

BBWF6275

5⁄8 2 (51)

7 (178)

8 (203)

4,400 (19.6)

1,100 (4.9)

5,875 (26.1)

3⁄4 8,460 (37.6)

Wood-FormInsert:TensionLoadsinSand-LightweightConcrete

ModelNo.

ThreadedRodDia.in.

Embed.Depthin.

(mm)

Min.EdgeDist.in.

(mm)

Min.Spacing

in.(mm)

ShearLoadBasedonConcreteStrength



Ultimatelbs.(kN)

Allowablelbs.(kN)

Allowablelbs.(kN)

BBWF2550 1⁄2 2 (51)

7 (178)

8 (203)

8,600 (38.2)

2,150 (9.6)

1,930 (8.6)

BBWF6275 3⁄4 2 (51)

7 (178)

8 (203)

9,260 (41.2)

2,315 (10.3)

4,360 (19.4)

Wood-FormInsert:ShearLoadsinSand-LightweightConcrete

See table

TypicalRoof-DeckInsertInstallationinMetalDeck

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

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DrillBitDia.in.

ThreadedRodDia.in.

Embed.Depthin.

(mm)

Min.EdgeDist.in.

(mm)

Min.Spacing

in.(mm)

ShearLoadBasedonConcreteStrength(InstallinHighFlute)

ShearLoadBasedonConcreteStrength(InstallinLowFlute)


f'c≥3000psi(20.7MPa)Concrete


Ultimatelbs.(kN)

Allowablelbs.(kN)

Ultimatelbs.(kN)

Allowablelbs.(kN)

Allowablelbs.(kN)

BBMD2550 13⁄16-7⁄8 1⁄2 2 (51)

71⁄2 (191)

8 (203)

9,720 (43.2)

2,430 (10.8)

2,790 (12.4)

700 (3.1)

1,930 (8.6)

BBMD3762 11⁄8-13⁄8 5⁄8 2 (51)

71⁄2 (191)

8 (203)

9,400 (41.8)

2,350 (10.4)

3,360 (14.9)

840 (3.7)

3,025 (13.4)

BBMD6275 13⁄16-13⁄8 3⁄4 2 (51)

71⁄2 (191)

8 (203)

9,720 (43.2)

2,430 (10.8)

3,360 (14.9)

840 (3.7)

4,360 (19.4)

MetalDeckInsert:ShearLoadsinNormal-WeightorSand-LightweightConcreteoverMetalDeck

1. Allowable load must be the lesser of the concrete or rod strength.2. The allowable loads based on concrete strength are based on a factor of safety of 4.0.3. Allowable loads may not be increased for short-term loading due to wind or seismic forces.4.Anchorsmaybeinstalledoff-centerintheflute,upto1"fromtheedgeofflute.5.Shearloadsshallbeappliedflushwithmetaldecksurface.6.Deckshallbe20-gaugeminimum.7. Mechanical and plumbing design codes may prescribe lower allowable loads. Verify with local codes.

METALDECK20 GA. MIN.

71⁄2"MIN.

41⁄2"MIN.

31⁄4"

3"

1" MIN.

TypicalMetalDeckInstallation

See notes below.

1. N/L = Not listed for this pipe size.1. N/L = Not listed for this pipe size.

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ModelNo.

DrillBitDia.in.

ThreadedRodDia.in.

Embed.Depthin.

(mm)

Min.EdgeDist.in.

(mm)

Min.Spacing

in.(mm)

TensionLoadBasedonConcreteStrength(InstallinHighFlute)

TensionLoadBasedonConcreteStrength(InstallinLowFlute)


f'c≥3000psi(20.7MPa)Concrete


Ultimatelbs.(kN)

Allowablelbs.(kN)

Ultimatelbs.(kN)

Allowablelbs.(kN)

Allowablelbs.(kN)

BBMD2550 13⁄16-7⁄8

1⁄42

(51)71⁄2

(191)8

(203)9,320 (41.5)

2,330 (10.4)

3,210 (14.3)

800 (3.6)

940 (4.2)

3⁄8 2,105 (9.4)

1⁄2 3,750 (16.7)

BBMD3762 11⁄8-13⁄8

3⁄82

(51)71⁄2

(191)8

(203)10,540 (46.9)

2,635 (11.7)

3,440 (15.3)

860 (3.8)

2,105 (9.4)

1⁄2 3,750 (16.7)

5⁄8 5,875 (26.1)

BBMD6275 13⁄16-13⁄8

5⁄8 2 (51)

71⁄2 (191)

8 (203)

12,360 (55.0)

3,090 (13.7)

3,445 (15.3)

860 (3.8)

5,875 (26.1)

3⁄4 8,460 (37.6)

MetalDeckInsert:TensionLoadsinNormal-WeightorSand-LightweightConcreteoverMetalDeck

ModelNo.

RodDia.in.

FMMax.NominalPipeSize

in.

ULMax.NominalPipeSize

in.

BBWF2550

1⁄4 N/L 43⁄8 4 41⁄2 8 8

BBWF3762

3⁄8 4 41⁄2 8 85⁄8 N/L 8

BBWF62755⁄8 N/L3⁄4

WoodFormInsert:FactoryMutualandUnderwritersLaboratoriesPipeSizeLimits

ModelNo.

RodDia.in.

FMMax.NominalPipeSize ULMax.NominalPipeSizeInstallinHighFlute

in.

InstallinLowFlute

in.

InstallinHighFlute

in.

InstallinLowFlute

in.

BBMD2550

1⁄4 N/L N/L 4 43⁄8 4 4 4 41⁄2 8 N/L 8 4

BBMD3762

3⁄8 4 4 4 41⁄2 8 N/L 8 45⁄8 N/L N/L 8 4

BBMD62755⁄8 12 N/L 12 N/L3⁄4 12 N/L 12 N/L

MetalDeckInsert:FactoryMutualandUnderwritersLaboratoriesPipeSizeLimits



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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.

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ICC-ES Evaluation Report ESR-3707 Issued October 2014 This report is subject to renewal November 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 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG-TIE® BLUE BANGER HANGER®

CAST-IN-PLACE, INTERNALLY THREADED INSERTS IN 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)

Property evaluated:

Structural

2.0 USES

The Simpson Strong-Tie® Blue Banger Hanger® Wood Form Inserts are used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight concrete and sand-lightweight concrete having a specified compressive strength, f′c, of 3,000 psi to 10,000 psi (20.7 MPa to 68.9 MPa).

The Simpson Strong-Tie® Blue Banger Hanger® Metal Deck Inserts are used to resist static, wind, and seismic tension and shear loads in the soffit of cracked and uncracked normal-weight concrete and sand-lightweight concrete on metal deck having a specified compressive strength, f′c, of 3,000 psi to 10,000 psi (20.7 MPa to 68.9 MPa).

There are three models for the Wood Form Inserts: BBWF2550, BBWF3762, and BBWF6275. The BBWF2550 is used with a threaded rod size of 1/4 inch, 3/8 inch, or 1/2 inch; the BBWF3762 is used with a threaded rod size of 3/8 inch, 1/2 inch, or 5/8 inch; and the BBWF6275 is used with a threaded rod size of 5/8 inch or 3/4 inch.

There are three models for the Metal Deck Inserts: BBMD2550, BBMD3762, and BBMD6275. The BBMD2550 is used with a threaded rod size of 1/4 inch, 3/8 inch, or 1/2 inch; the BBMD3762 is used with a threaded rod size of 3/8 inch, 1/2 inch, or 5/8 inch; and the BBMD6275 is used with a

threaded rod size of 5/8 inch or 3/4 inch.

For any application that includes shear loads, the largest size of threaded rod specified for each insert must be used.

Reference to “inserts” in this report refers to the manufactured specialty anchorage products (Wood Form Inserts and Metal Deck Inserts) used in concrete; reference to “anchors” in this report refers to the installed inserts in concrete with threaded rods. This report only covers the properties of the inserts.

The inserts are alternatives to cast-in anchors described in Sections 1908 and 1909 of the 2012 IBC and Sections 1911 and 1912 of the 2009 and 2006 IBC. The anchors may be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC.

3.0 DESCRIPTION

3.1 Wood Form Inserts and Metal Deck Inserts:

The Wood Form Inserts are cast-in concrete inserts. The insert consists of a steel internally threaded headed insert (anchor body), an outer plastic sleeve, and nails used to attach the insert to the inside surface of concrete formwork. The insert assembly is illustrated in Figure 1. The internally threaded insert is manufactured from carbon steel GB/T 6478 Grade U40088 (ML08A1), GB/T 700 Grade Q195, or JIS G3507-1 Grade SWRCH8A. The inserts have a minimum 5.1 μm (0.0002-inch) zinc plating. The plastic sleeve is fabricated from high-impact Type J340 PP (polypropylene) or equivalent. The plastic sleeve thickness is a maximum of 0.053 inch (1.35 mm).

The Metal Deck Inserts are cast-in concrete inserts. The insert consists of a steel internally threaded headed insert (anchor body), an outer spring, a plastic sleeve, and a washer (base plate). The insert assembly is illustrated in Figure 2. The internally threaded insert and washer are manufactured from carbon steel GB/T 6478 Grade U40088 (ML08A1), GB/T 700 Grade Q195, or JIS G3507-1 Grade SWRCH8A. The inserts have a minimum 5.1 μm (0.0002- inch) zinc plating. The spring is manufactured from #72A or JISG3521-91 spring steel. The plastic sleeve is fabricated from high-impact Type J340 PP (polypropylene) or equivalent.

The anchor assembly is comprised of a Wood Form or Metal Deck Insert with a threaded rod. The Wood Form Insert is installed on the inside surface of wood formwork and the nails driven into the form until the insert base sits flush on the form. The Metal Deck Insert is installed in a predrilled hole in the topside of the metal deck, and impacted with sufficient force to compress the spring and

ESR-3707 | Most Widely Accepted and Trusted Page 2 of 11

drive the flared plastic fins completely through the hole. Concrete can then be cast over the insert.

3.2 Concrete:

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

3.3 Steel Deck Panels:

Steel deck panels must be in accordance with the configuration in Figure 4 and have a minimum base steel thickness of 20 gage [0.035 inch (0.899 mm)]. Steel must comply with ASTM A653/A653M SS Grade 33 and have a minimum yield strength of 33,000 psi (228 MPa).

4.0 DESIGN AND INSTALLATION

4.1 Strength Design:

For any application that includes shear loads, the largest size of threaded rod specified for each insert must be used, that is: 1/2-inch threaded rod only for BBWF2550 and BBMD2550; 5/8-inch threaded rod only for BBWF3762 and BBMD3762; and ¾-inch threaded rod only for BBWF6275 and BBMD6275. Smaller diameter threaded rods are permitted to resist tension loads only.

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 determined in accordance with ACI 318-08 Appendix D and this report.

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

Design parameters provided in Tables 1 and 2 of this report are based on the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318 D.4.1, except as required in ACI 318 D.3.3.

Strength reduction factors, , as given in ACI 318-11 D.4.3 for cast-in headed anchors, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and 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 ACI 318 Appendix C. An example calculation in accordance with the 2012 IBC is provided in Figure 7. The value of f′c used in the calculations must be limited to a maximum of 10,000 psi (68.9 MPa), in accordance with ACI 318-11 D.3.7.

The pullout strength in tension is not decisive for design and does not need to be evaluated.

4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength in tension, Nsa, of a single anchor must be calculated in accordance with ACI 318 Section D.5.1 for the threaded rod, not to exceed the values of Nsa,insert in Tables 1 and 2 of this report. Strength reduction factors, corresponding to non-ductile steel shall be used.

4.1.3 Requirements for Static Concrete Breakout Strength in Tension: For the Wood Form Inserts and Metal Deck Inserts, the nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb or Ncbg, respectively, must be calculated in accordance with ACI 318 D.5.2 as applicable for cast-in bolts, with modifications as described in this section, and with Figures 1 and 2 of this report. The basic concrete breakout

strength in tension, Nb, must be calculated in accordance with ACI 318 D.5.2.2, using the values of hef given in Tables 1 and 2, and kc = 24. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 D.5.2.6 must be calculated with Ψc,N = 1.25. For the Metal Deck Inserts installed in the soffit of sand-lightweight or normal-weight concrete on steel deck, the contribution of the metal deck strength must be ignored and the calculations of ANc / ANco and ca,min (minimum edge distance) must be based on Figure 5. 4.1.4 Requirements for Static Side-Face Blowout Strength in Tension: For the Wood Form Inserts, the nominal side-face blowout strength of a headed insert, Nsb, must be calculated in accordance with ACI 318 D.5.4.1 for the cast-in headed insert, in cracked and uncracked concrete, as applicable.

For the Metal Deck Inserts installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies as shown in Figure 4, calculation of the concrete side blowout strength is not required.

4.1.5 Requirements for Static Steel Strength in Shear: For any applications having a shear component, the largest size of threaded rod specified for each insert must be used.

For Wood Form Inserts, the nominal steel strength in shear, Vsa, of a single Wood Form Insert is given in Table 1 and must be used in lieu of the values derived by calculation from ACI 318-11, Eq. D-28 or D-29.

For Metal Deck Inserts, the nominal steel strength in shear, Vsa,deck,lower and Vsa,deck,upper, of a single Metal Deck Insert, at lower flute and upper flute, respectively, are given in Table 2 of this report and must be used in lieu of the values derived by calculation from ACI 318-11, Eq. D-28 or D-29.

4.1.6 Requirements for Static Concrete Breakout Strength in Shear: For Wood Form Inserts, the nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, respectively, must be calculated in accordance with ACI 318 D.6.2. The basic concrete breakout strength, Vb, must be calculated in accordance with ACI 318 D.6.2.2 based on the values provided in Table 1. The value of ℓe used in ACI 318 Eq. D-24 must be taken as no greater than the lesser of hef or 8da.

For the Metal Deck Inserts installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figure 4, calculation of the concrete breakout strength in shear is not required.

4.1.7 Requirements for Static Concrete Pryout Strength in Shear: For Wood Form Inserts, the nominal concrete pryout strength of a single anchor or group of anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318 D.6.3.

For the Metal Deck Inserts installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 4, calculation of the concrete pry-out strength in accordance with ACI 318 D.6.3 is not required.

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, or Section 1908.1.16 of the 2006 IBC. The nominal concrete breakout strength (for Wood Form Inserts and Metal Deck Inserts) and nominal concrete side-face blowout strength (for Wood Form Inserts only) for anchors in tension, and the nominal concrete breakout strength and pryout strength (for Wood Form Inserts and upper flute Metal Deck Inserts) for anchors in shear, must be calculated in accordance with ACI 318 D.5 and D.6. The anchors may be installed in Seismic Design Categories A through F of the IBC. The anchors comply with ACI 318 D.1 as brittle steel elements and must be designed in accordance with ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7, 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.

4.1.8.2 Seismic Tension: For Wood Form Inserts, the nominal steel strength in tension, Nsa, of a single anchor must be calculated in accordance with ACI 318 Section D.5.1 for the threaded rod, not to exceed the nominal steel strength, Nsa,insert,eq, provided in Table 1; the nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318 D.5.2, as described in Section 4.1.3 of this report; the nominal concrete side-face blowout strength must be calculated in accordance with ACI 318 D.5.4.1 and D.5.4.2, and Section 4.1.4 of this report.

For Metal Deck Inserts, the nominal steel strength in tension, Nsa, of a single anchor must be calculated in accordance with ACI 318 Section D.5.1 for the threaded rod, not to exceed the nominal steel strength, Nsa,insert,eq, provided in Table 2; the nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318 D.5.2, as described in Sections 4.1.3 of this report; the nominal concrete pullout strength calculations in accordance with ACI 318 D.5.3.1 and D.5.3.4 are not required.

4.1.8.3 Seismic Shear: For Wood Form Inserts, the nominal concrete breakout strength and 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 for seismic loads, Vsa,eq, described in Table 1 must be used in lieu of Vsa, as applicable.

For Metal Deck Inserts, the nominal concrete breakout strength and pryout strength in shear, calculations 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, are not required. In accordance with ACI 318 D.6.1.2, the appropriate value for nominal steel strength for seismic loads, Vsa,deck,lower,eq or Vsa,deck,upper,eq, described in Table 2, for lower flute or upper flute, respectively, must be used in lieu of Vsa as applicable.

4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the influence of bending on tension values when loaded in shear must be considered. The design engineer must verify the validity of the interaction equation in ACI 318 D.7.

4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: Requirements on headed cast-in specialty anchor edge distance, spacing, member thickness, and concrete strength must be in accordance with the

requirements in ACI 318 as applicable for cast-in bolts.

For Metal Deck Inserts installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figure 4 and shall have a minimum axial spacing along the flute equal to 3hef.

4.1.11 Requirements for Critical Edge Distance: The critical edge distance, cac, must be calculated in accordance with ACI 318 D.8.2. The modification factor cp,N = 1.0 in accordance with ACI 318 D.5.2.5.

4.1.12 Sand-lightweight Concrete: For ACI 318-11 and 318-08, when the Wood Form Inserts are used in sand-lightweight concrete, the modification factor λa or λ, respectively, for concrete breakout strength must be taken as 0.85 according to ACI 318-11 D.3.6 (2012 IBC) or ACI 318-08 D.3.4 (2009 IBC). For ACI 318-05, the values of Nb and Vb determined in accordance with this report must be modified in accordance with the provisions of ACI 318-05 D.3.4.

For Metal Deck Inserts installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, this reduction is not required. Values are presented in Table 2 and installation details are shown in Figure 4.

4.2 Allowable Stress Design (ASD):

4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows:

Tallowable,ASD = nN

Vallowable,ASD = nV

where:

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

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

Nn = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 D.4.1, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N).

Vn = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 D.4.1, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N).

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

The requirements for member thickness, edge distance and spacing, described in this report, must apply.


Examples of allowable stress design values for tension and shear for illustrative purposes are shown in Tables 3 and 4.

4.2.2 Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the influence of bending on tension values when loaded in shear must be considered. The design engineer must verify the validity of the interaction equation in ACI 318 D.7 as follows:

For shear loads Vapplied ≤ 0.2Vallowable,ASD, the full allowable load in tension must be permitted.

For tension loads Tapplied ≤ 0.2Tallowable,ASD, the full allowable load in shear must be permitted.

For all other cases:

,+

,≤1.2 (Eq-1)

4.3 Installation:

For the Wood Form Inserts, installation parameters are provided in Table 1 and in Figure 3 and Figure 6A. The Wood Form Inserts must be positioned on wood formwork with all three nails in contact with the form. The head of the Wood Form Inserts must be impacted with sufficient force to drive the nails all the way into the wood until the plastic base sits flush and tight against the form. From beneath the deck, following the concrete pour and wood form removal, exposed nails must be broken away and an all-thread rod must be screwed into the internal threads of the Wood Form Insert. The rod must be tightened until fully seated in the insert, which will result in a minimum thread engagement equal to one rod diameter.

For the Metal Deck Inserts, installation parameters are provided in Table 2 and in Figure 4 and Figure 6B. A hole must be made in the metal deck using a step-drill, hole saw, or deck punch in accordance with the following hole diameters: BBMD2550 (7/8-inch diameter), BBMD3762 (13/16-inch diameter), and BBMD6275 (11/4-inch diameter). The Metal Deck Inserts must be placed in the hole, then the head of the insert must be impacted with sufficient force to compress the outer spring and drive the flared plastic fins completely through the hole in the metal deck. The metal base plate may be screwed to the deck for additional stability (optional). Before or after Metal Deck Insert insertion in deck, a threaded rod must be inserted through the plastic thread protector nozzle until contact is made with the inner steel barrel. The threaded rod must then be screwed into the internal threads of the Metal Deck Inserts. The rod must be tightened until fully seated in the insert, which will result in a thread engagement equal to a minimum of one rod diameter. The Metal Deck Inserts are permitted to be installed in either the upper or lower flute of the metal deck. For installation in the lower flute, the maximum offset from the flute centerline to the centerline of the Metal Deck Inserts must be no greater than 11/4 inches. The Metal Deck Inserts are suitable for installation anywhere across the upper flute.

Installation of Wood Form and Metal Deck Inserts must be in accordance with this evaluation report and the manufacturer’s published installation instructions (MPII) depicted in Figure 6A and 6B. In the event of a conflict between this report and the MPII, this report governs.

4.4 Special Inspection:

Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2012 IBC, or Section 1704.15 and Table 1704.4 of the 2009 IBC, or Section 1704.13 of the 2006 IBC, as applicable. For each

type of headed cast-in specialty insert system, the manufacturer must submit inspection procedures to verify proper usage.

The special inspector must make periodic inspections during installation of the headed cast-in specialty inserts to verify insert type, insert dimensions, concrete type, concrete compressive strength, insert spacing, edge distances, concrete member thickness, insert embedment, threaded rod fully seated into insert, and adherence to the manufacturer’s printed installation instructions. The special inspector must be present as often as required in accordance with 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 Wood Form and Metal Deck concrete specialty inserts described in this report are acceptable alternatives to what is indicated in the codes listed in Section 1.0 of this report, subject to the following conditions:

5.1 Specialty inserts are limited to dry interior locations.

5.2 Specialty insert sizes, dimensions, minimum embedment depths, and other installation parameters are as set forth in this report.

5.3 Specialty inserts must be installed in accordance with the manufacturer’s published instructions and this report. In case of conflict, this report governs.

5.4 Specialty inserts must be limited to use in cracked and uncracked normal-weight concrete and sand-lightweight concrete having a specified compressive strength, f'c, of 3,000 psi to 10,000 psi (20.7 MPa to 68.9 MPa) for the Wood-Form Inserts, and cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, f'c, of 3,000 psi (20.7 MPa) for the Metal Deck Inserts.

5.5 The values of f'c used for calculation purposes must not exceed 10,000 psi (68.9 MPa).

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

5.7 Allowable design values are established in accordance with Section 4.2.

5.8 Specialty insert spacing and edge distance as well as minimum member thickness must comply with ACI 318 Section D.8 for cast-in-place headed anchors

5.9 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.

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

5.11 Specialty inserts may be installed in regions of concrete where analysis indicates cracking may occur (ft > fr), subject to the conditions of this report.

5.12 Specialty inserts may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through


F of the IBC, subject to the conditions of this report.

5.13 Where not otherwise prohibited in the code, Wood Form and Metal Deck Inserts are permitted for use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled:

Headed cast-in specialty inserts 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.

Headed cast-in specialty inserts are used to resist wind or seismic forces only.

Headed cast-in specialty inserts are used to support nonstructural elements.

5.14 Use of zinc-coated carbon steel anchors is limited to dry, interior locations.

5.15 Special inspection must be provided in accordance

with Section 4.4.

5.16 Specialty inserts are manufactured under an approved quality control program with inspections by ICC-ES.

6.0 EVIDENCE SUBMITTED

6.1 Data in accordance with the ICC-ES Acceptance Criteria for Headed Cast-in Specialty Inserts in Concrete (AC446), dated June 2013.

6.2 Quality control documentation.

7.0 IDENTIFICATION

The inserts are identified by packaging labeled with the manufacturer’s name (Simpson Strong-Tie Company, Inc.) and contact information, insert name, insert size, and evaluation report number (ICC-ES ESR-3707), The inserts have the Simpson Strong-Tie® “No Equal” logo (≠) embossed atop the head of the insert, which is visible for verification.

FIGURE 1—WOOD FORM INSERTS

FIGURE 2—METAL DECK INSERTS


FIGURE 3—WOOD FORM INSERT INSTALLED IN SOFFIT OF FORM POUR CONCRETE FLOOR AND ROOF ASSEMBLIES

FIGURE 4—METAL DECK INSERTS INSTALLED IN SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES1,2,3,4

1Deck inserts may be placed in the upper flute or lower flute of the steel deck assembly. Upper flute installations require a minimum ¾” concrete cover above the head of the insert. Inserts in the lower flute may be installed with a maximum 1 ¼” offset in either direction from the center of the flute. Inserts in upper flute may be installed anywhere across upper flute. 2Axial spacing along the flute length shall be minimum 3hef. 3Upper flute Metal Deck Inserts not subject to metal pan deck dimension limitations or minimum gauge (tension only) limitations. 4Lower flute installations in flute widths less than 4 ½” allowed if the following three conditions are met: 1) the application is limited to tension only; 2) insert meets cover requirements in ACI 318, Section 7.7; 3) applicable edge effects (Ψed,N ) are considered.

FIGURE 5—IDEALIZATION OF CONCRETE ON DECK FOR DETERMINATION OF CONCRETE BREAKOUT

STRENGTH IN ACCORDANCE WITH ACI 318


TABLE 1—WOOD FORM INSERT DESIGN INFORMATION1,2,3,4,5,6,7,8

DESIGN INFORMATION SYMBOL UNITS

BBWF2550

BBWF3762

BBWF6275

Insert O.D. da(do)

in.

0.811

1.000

1.102

(mm) (20.6) (25.4) (28.0)

Effective embedment depth hef

in.

1.875

1.954

1.875

(mm) (47.6)

(49.6) (47.6)

Insert steel characterization - -

Non-ductile

Non-ductile

Non-ductile

Modification factor for insert tension strength for inserts located in a region of a concrete member where analysis indicates no cracking at service load levels.

ΨC,N -

1.25

1.25

1.25

Nominal tension strength of single insert in tension as governed by steel strength

Nsa,insert

lb

8,415

16,755

18,685

(kN)

(37.4)

(74.5) (83.1)

Nominal seismic tension strength of single insert in tension as governed by steel strength

Nsa,insert,eq lb

(kN)

7,695 (34.2)

8,195 (36.4)

7,695 (34.2)

Nominal steel shear strength of single insert Vsa

lb

6,810

8,210

8,760

(kN)

(30.3)

(36.5) (39.0)

Nominal steel shear strength of single insert for seismic loading

Vsa,eq

lb

6,810

8,210

8,760

(KN)

(30.3)

(36.5) (39.0)

For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 0.006895 MPa. For pound-inch unit: 1 mm = 0.03937 inches. 1Concrete must be normal weight concrete with f'c of 3,000 psi minimum. Installation must comply with Sections 4.1.10 and 4.3, and Figure 3 of this report. 2Only the largest size of threaded rod specified for each insert must be used for applications resisting shear loads. 3Design of headed cast-in specialty inserts shall be in accordance with the provisions of ACI 318 Appendix D for cast-in headed anchors. The value of kc shall be in accordance with the value for cast-in anchors in D.5.2.2. 4Strength reduction factors shall be taken from ACI 318-11 D.4.3 for cast-in headed anchors. 5Strength reduction factor for load combinations of ACI 318 Section 9.2 governed by steel strength shall be taken as 0.65 for tension and 0.60 for shear. 6The concrete tension strength of headed cast-in specialty inserts shall be calculated in accordance with ACI 318 Appendix D and Figure 1. 7Insert OD is the outside diameter of the plastic sleeve. 8The strengths shown in the table are for inserts only. Design professional is responsible for checking threaded rod strength in tension, shear, and combined tension and shear, as applicable.


TABLE 2—METAL DECK INSERT DESIGN INFORMATION1,2,3,4,5,6,8

DESIGN INFORMATION SYMBOL UNITS

BBMD2550

BBMD3762

BBMD6275

Insert O.D.7 da(do)

in.

0.940

1.160

1.290

(mm) (23.9) (29.5) (32.8)

Effective embedment depth hef

in.

1.980

1.980

1.980

(mm) (50.3)

(50.3) (50.3)

Insert steel characterization - -

Non-ductile

Non-ductile

Non-ductile

Modification factor for insert tension strength for inserts located in a region of a concrete member where analysis indicates no cracking at service load levels.

ΨC,N -

1.25

1.25

1.25

Nominal tension strength of single insert in tension as governed by steel strength

Nsa,insert

lb

10,085

16,655

14,200

(kN)

(44.9)

(74.1) (63.2)

Nominal seismic tension strength of single insert in tension as governed by steel strength

Nsa,insert,eq lb

(kN)

7,920 (35.2)

7,920 (35.2)

7,920 (35.2)

Nominal steel shear strength of single insert in the soffit of concrete on metal deck, lower flute

Vsa,deck,lower

lb

(kN)

3,105 (13.8)

2,610 (11.6)

3,345 (14.9)

Nominal steel shear strength of single insert in the soffit of concrete on metal deck, upper flute

Vsa,deck,upper lb

(kN)

3,500 (15.6)

1,710 (7.6)

5,565 (24.8)

Nominal steel shear strength of single insert in the soffit of concrete on metal deck, for seismic loading, lower flute

Vsa,deck,lower,eq

lb

3,105

2,610

3,345

(kN)

(13.8)

(11.6) (14.9)

Nominal steel shear strength of single insert in the soffit of concrete on metal deck, for seismic loading, upper flute

Vsa,deck,upper,eq

lb

3,500

1,710

5,565

(kN)

(15.6)

(7.6) (24.8)

For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 0.006895 MPa. For pound-inch unit: 1 mm = 0.03937 inches. 1Concrete must be normal weight or light weight concrete with f'c of 3,000 psi minimum. Installation must comply with Sections 4.1.10 and 4.3, and Figure 4 of this report. 2Only the largest size of the threaded rod specified for each insert must be used for applications resisting shear loads. 3Design of headed cast-in specialty inserts shall be in accordance with the provisions of ACI 318 Appendix D for cast-in headed anchors. The value of kc shall be in accordance with the value for cast-in anchors in D.5.2.2. 4Strength reduction factors shall be taken from ACI 318-11 D.4.3 for cast-in headed anchors. 5Strength reduction factor for load combinations of ACI 318 Section 9.2 governed by steel strength shall be taken as 0.65 for tension and 0.60 for shear. 6The concrete tension strength of headed cast-in specialty inserts in the soffit of concrete on metal deck assemblies shall be calculated in accordance with ACI 318 Appendix D and Figure 5. 7Insert OD is the outside diameter of the spring. 8The strengths shown in the table are for inserts only. Design professional is responsible for checking threaded rod strength in tension, shear, combined tension and shear, and with the influence of bending on tension values when loaded in shear, as applicable.


TABLE 3—EXAMPLE ASD ALLOWABLE TENSION DESIGN VALUES FOR ILLUSTRATIVE PURPOSES1,2,3,4,5,6,7,8,9,10,11,12

THREADED ROD DIAMETER (in.)

BBWF2550

(lbs)

BBWF3762

(lbs)

BBWF6275

(lbs)

BBMD2550

(lbs)

BBMD3762

(lbs)

BBMD6275

(lbs)

¼

1,820

NA

NA

985

NA NA

3/8

1,820

1,935

NA

985

985 NA

½

1,820

1,935

NA

985

985 NA

5/8

NA

1,935

1,820

NA

985 985

3/4

NA

NA

1,820

NA

NA 985

For SI: 1 pound = 4.45 N, 1 psi = 0.00689 MPa, 1 psi = 0.00689 MPa. For pound-inch unit: 1 inch = 25.4 mm.

1Concrete f'c = 3000 psi normal weight concrete for Wood Form Inserts; f'c = 3000 psi light weight or normal concrete for Metal Deck Inserts at lower flute. 2Single anchors with static tension load. Installation must be in accordance to Figures 3 for Wood Form Inserts and Figure 4 for Metal Deck Inserts. 3Concrete determined to remain uncracked for the life of the anchorage. 4Load combinations from ACI 318 Section 9.2 (no seismic loading). 530% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. 6Calculation of the weighted average for α = 0.3*1.2 + 0.7*1.6 = 1.48. 7Assuming no edge distance influence with Ψed,N = 1.0 and no side-face blowout in tension for Wood Form Inserts and upper flute Metal Deck Inserts. 8Edge distance Ψed,N = 0.7+0.3ca,min/1.5hef = 0.8 for lower flute Metal Deck Inserts, see Figure 5. 9h ≥ hmin according to ACI 318 Section D.8. 10Values are for Condition B where supplementary reinforcement in accordance with ACI 318-11 D.4.3 is not provided. 11NA (not applicable) denotes that this value is not applicable for design. 12The allowable loads shown in the table are for inserts only. For Wood Form Inserts, design professional is responsible for checking threaded rod strength in tension, shear, and combined tension and shear, as applicable. For Metal Deck inserts, design professional is responsible for checking threaded rod in tension, shear, and with the influence of bending on tension values when loaded in shear, additionally.

TABLE 4—EXAMPLE ASD ALLOWABLE SHEAR DESIGN VALUE FOR ILLUSTRATIVE PURPOSES1,2,3,4,5,6,7,8,9,10,11,12

THREADED ROD DIAMETER (in.)

BBWF2550

(lbs)

BBWF3762

(lbs)

BBWF6275

(lbs)

BBMD2550

(lbs)

BBMD3762

(lbs)

BBMD6275

(lbs)

¼

NA

NA

NA

NA

NA NA

3/8

NA

NA

NA

NA

NA NA

½

1,820

NA

NA

1,260

NA NA

5/8

NA

1,940

NA

NA

1,060

NA

3/4

NA

NA

1,820

NA

NA

1,355

For SI: 1 pound = 4.45 N, 1 psi = 0.00689 MPa, 1 psi = 0.00689 MPa. For pound-inch unit: 1 inch = 25.4 mm.

1Concrete f'c = 3000 psi normal weight concrete for Wood Form Inserts; f'c = 3000 psi light weight or normal concrete for Metal Deck Inserts at lower flute. 2Single anchors with static shear load. Installation must be in accordance to Figure 3 for Wood Form Inserts and Figure 4 for Metal Deck Inserts. 3For shear application, the largest size of threaded rod specified for each insert must be used. 4Concrete determined to remain uncracked for the life of the anchorage. 5Load combinations from ACI 318 Section 9.2 (no seismic loading). 630% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. 7Calculation of the weighted average for α = 0.3*1.2 + 0.7*1.6 = 1.48. 8Assuming no need for checking concrete breakout in shear for Wood Form Inserts with edge distance ca1 larger enough so Vb does not control. 9h ≥ hmin according to ACI 318 Section D.8. 10Values are for Condition B where supplementary reinforcement in accordance with ACI 318-11 D.4.3 is not provided. 11NA (Not applicable) denotes that this value is not applicable for design. 12The allowable loads shown in the table are for inserts only. For Wood Form Inserts, design professional is responsible for checking threaded rod strength in tension, shear, and combined tension and shear, as applicable. For Metal Deck Inserts, design professional is responsible for checking threaded rod strength in tension, shear, combined tension and shear, and with the influence of bending on tension values when loaded in shear, as applicable.


1. Position on wood form. Impact WOOD FORM INSERT driving nails all the way into wood until plastic base sits flush and tight against form. 2. After concrete pour and wood form removal, break away exposed nails. 3. Vertical Support Anchorage: Screw threaded rod into WOOD FORM INSERT and tighten rod until fully seated. 4. Seismic Restraint Anchorage: Using the largest rod diameter that the insert will accept, insert threaded rod fastener into threads of steel barrel. Tighten rod until fully seated. Mount seismic bracket on exposed rod and flush with underside of deck. Install hex nut hand tight plus ½ turn minimum.

FIGURE 6A—WOOD FORM INSERT INSTALLATION INSTRUCTIONS

1. Make hole in metal deck of following diameter using step-driller, hole saw or deck punch: BBMD2550 (7/8” dia.), BBMD3762 (1 3/16” dia.), BBMD6275 (1 ¼” dia.). 2. Position METAL DECK INSERT in hole. Impact head with sufficient force to compress spring and drive flared plastic fins completely thru hole. Screw attach METAL DECK Insert metal base plate to deck for additional stability (optional). 3. Vertical Support Anchorage: Insert threaded rod through finned plastic nozzle until contact with steel barrel. Engage METAL DECK INSERT internal threads. Tighten rod until fully seated. 4. Seismic Restraint Anchorage: From beneath deck, trim away plastic nozzle flush with projecting ¾” long metal barrel of METAL DECK INSERT. Using the largest rod diameter that the insert will accept, insert threaded rod fastener into threads of steel barrel. Tighten rod until fully seated. Mount seismic bracket on exposed rod and up against insert barrel. Install hex nut hand tight plus ½ turn minimum.

FIGURE 6B—METAL DECK INSERT INSTALLATION INSTRUCTIONS


Given:

Two 1/2-inch ASTM A193 B7 threaded rods with BBWF2550 under st

tension load.

Normal weight concrete, f’c = 3,000 psi

No supplementary reinforcement (Condition B per ACI 318-11 D.4.3 c)

Assume cracked concrete since no other information is available.

Needed: Using Allowable Stress Design (ASD) calculate the allowable tension load for this configuration.

Calculation per ACI 318-11 Appendix D and this report. Code Ref. Report Ref.

Step 1. Calculate steel capacity: øNsa = øAse,N futa x 2= 0.65 x 0.142 in.2 x 125 ksi x2 = 23,075 lb for (2) anchors

Not to exceed øNsa,insert = 0.65 x 8415 lb x 2 = 5,470 lb x 2 = 10,940 for (2) anchors

§4.1.2

Table 1

Step 2. Calculate concrete breakout strength of anchor in tension:

bNcpNcNedNec N,,,,Nco

Nccbg A

AN

D.5.2.1 § 4.1.3

Step 2a. Verify minimum member thickness, spacing, and edge distance:

hef = 1.874 in. ≤ 6 in. – concrete clear cover = 6” – ¾” = 5 ¼” ok

Spacing (s) = 6 in. > 4da = 4 x 0.811 in. = 3.2 in. ok

Edge distance = 4 in. > cover distance required for the corresponding rebar. ok

D.8

Table 1

Fig. 3

Step 2b. Calculate ANco and ANc for the anchorage:

9 9 1.874in. 31.6in.

No overlapping breakout cone:

2

D.5.2.1

Step 2c. Determine Nec, : 0.10 ,' NecNe D.5.2.4

Step 2d. Calculate Nb: . 24 1.0 √3,000 1.874 . 3,372 lb D.5.2.2

Step 2e. Calculate modification factor for edge distance: ca,min = 4 in. > 1.5 hef, so 0.1, Ned D.5.2.5

Step 2f. Calculate modification factor for cracked concrete: Nc, =1.0 (cracked concrete) D.5.2.6

Step 2g. Calculate modification factor for splitting: Ncp, =1.0 (for cast-in anchor) D.5.2.7

Step 2h. Calculate Ncbg : Ncbg =0.7 .

. 1.0 1.0 1.0 x 3,372 = 4,721 lb D.5.2.1

§ 4.1.3

Step 3. Check face-side breakout strength: hef < 2.5 ca1, no check required. D.5.4 § 4.1.4

Step 4. Controlling strength: Ncbg = 4721 lb < Nsa Ncbg controls

Step 5. To convert to ASD, assume U = 1.2D + 1.6L: TASD = 4,7211.48

= 3,190 lb § 4.2

FIGURE 7—EXAMPLE CALCULATION

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Fasteners Anchors, expansion shields, concrete inserts, explosive-driven fasteners and threaded head screws provide anchorage to buildingstructural members for supporting pipe hangers. See PIPE HANGER listing for other components and minimum rod sizes. Unlessspecifically noted in the listing, the following fasteners are FM Approved for vertical installation only.

Concrete Inserts Concrete inserts provide anchorage to concrete building structures for supporting pipe hangers. Concrete inserts must be installedwhen the building is constructed.

Concrete Inserts

ProductDesignation

Hanger Rod Size, in.

Component Description

Maximum NominalPipe Size, in.

BBWF2550 3⁄8 Cast-in-Place Anchor,Normal Weight concrete with wood form

3⁄4 through 4


5 through 8


3⁄4 through 4


5 through 8

BBMD2550 3⁄8 Cast-in Place Anchor,Lightweight concrete over steel deck

in the Lower Flute

3⁄4 through 4

BBMD2550 3⁄8 Cast-in-Place Anchor,Lightweight concrete over steel deck

in the Upper Flute

3⁄4 through 4


in the Upper Flute

5 through 8


in the Upper Flute

3⁄4 through 4


in the Upper Flute

5 through 8


in the Upper Flute

10 and 12


in the Upper Flute

10 and 12

The description of the product designation is the following:

BBWF - Blue Banger Wood Form

BBMD - Blue Banger Metal Deck

Company Name: Simpson Strong-Tie Co Inc

Company Address: 5956 W Las Positas Blvd, Pleasanton, California 94588, USA

Company Website: http://www.strongtie.com/

New/Updated Product Listing: No

© 2007-2015 FM Approvals. All rights reserved. 1 of 2

http://www.strongtie.com/

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


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


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


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


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.

submittal / substitution request - copperstatemechanical anchors 3⁄ 4" 5⁄ 8"...

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