ICC-ES Evaluation Report ESR-3037

Reissued August 2019

This report is subject to renewal August 2020.

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

DIVISION: 03 00 00—CONCRETE cracked and uncracked normal-weight or sand-lightweight

Section: 03 16 00—Concrete Anchors concrete-filled steel deck having a minimum member
thickness, hmin,deck, as noted in Table 5 of this report and a
DIVISION: 05 00 00—METALS specified compressive strength, f'c, of 2,500 psi to 8,500
Section: 05 05 19—Post-installed Concrete Anchors psi (17.2 MPa to 58.6 MPa), as shown in Figure 7.
The Strong-Bolt® 2 complies with Section 1901.3 of the
REPORT HOLDER:
2018 and 2015 IBC and Section 1909 of the 2012 IBC,
Section 1912 of the 2009 and 2006 IBC. The anchors are
SIMPSON STRONG-TIE COMPANY INC.
alternatives to cast-in-place anchors described in Section
1908 of the 2012 IBC, Section 1911 of the 2009 and 2006
EVALUATION SUBJECT:
IBC. The anchors may also be used where an engineered
design is submitted in accordance with Section R301.1.3 of
SIMPSON STRONG-TIE® STRONG-BOLT® 2 WEDGE
the IRC.
ANCHOR FOR CRACKED AND UNCRACKED
CONCRETE 3.0 DESCRIPTION
3.1 Strong-Bolt® 2:
1.0 EVALUATION SCOPE
3.1.1 General: Strong-Bolt® 2 anchors are torque-
Compliance with the following codes:
controlled, mechanical expansion anchors consisting of an
 2018, 2015, 2012, 2009, and 2006 International Building anchor body, expansion clip, nut, and washer. A typical
Code® (IBC) anchor (carbon steel version) is shown in Figure 1 of this
 2018, 2015, 2012, 2009, and 2006 International report. The anchor body has a tapered mandrel formed on
Residential Code® (IRC) the installed end of the anchor and a threaded section at
the opposite end. The taper of the mandrel increases in
For evaluation for compliance with codes adopted by the diameter toward the installed end of the anchor. The
Los Angeles Department of Building and Safety (LADBS), three-segment expansion clip wraps around the tapered
see ESR-3037 LABC and LARC Supplement. mandrel. Before installation, this expansion clip is free to
Property evaluated: rotate about the mandrel. The anchor is installed in a
Structural predrilled hole. When the anchor is set by applying torque
to the hex nut, the mandrel is drawn into the expansion
2.0 USES clip, which engages the drilled hole and transfers the load
The 1/4-inch (6.4 mm) Simpson Strong-Tie® Strong-Bolt® 2 to the base material. Pertinent dimensions are as set forth
wedge anchor is used as anchorage to resist static, wind in Tables 1A and 1B of this report.
and seismic tension and shear loads in uncracked 3.1.2 Strong-Bolt® 2, Carbon Steel: The anchor bodies
normal-weight concrete and lightweight concrete having a are manufactured from carbon steel material with zinc
specified compressive strength, f'c, of 2,500 psi to plating conforming to ASTM B633, SC1, Type III. The
8,500 psi (17.2 MPa to 58.6 MPa). The 3/8-inch- through expansion clip for the 1/4-inch-, 3/8-inch-, 1/2-inch-, 5/8-inch-
1-inch-diameter (9.5 mm through 25.4 mm) anchors are and 3/4-inch-diameter carbon steel Strong-Bolt 2 anchors is
used as anchorage to resist static, wind and seismic fabricated from carbon steel and conforms to ASTM A568.
tension and shear loads in cracked and uncracked The expansion clip for the 1-inch-diameter carbon steel
normal-weight concrete and lightweight concrete having Strong-Bolt 2 anchor is fabricated from stainless steel and
a specified compressive strength, f'c, of 2,500 psi to conforms to ASTM A240, Grade 316. The hex nut for the
8,500 psi (17.2 MPa to 58.6 MPa). carbon steel Strong-Bolt 2 anchor conforms to ASTM
The 3/8-inch-, 1/2-inch-, 5/8-inch- and 3/4-inch-diameter A563, Grade A. The washer for the carbon steel
(9.5 mm, 12.7 mm, 15.9 mm and 19.1 mm) anchors Strong-Bolt 2 anchor conforms to ASTM F844. The
may be installed in the soffit of cracked and uncracked available anchor diameters under this report are 1/4 inch,
3/ inch,1/ inch, 5/ inch, 3/ inch and 1 inch (6.4 mm,
normal-weight or sand-lightweight concrete-filled steel 8 2 8 4
deck having a minimum specified compressive strength, f'c, 9.5 mm, 12.7 mm, 15.9 mm, 19.1 mm, and 25.4 mm).
of 3,000 psi (20.7 MPa), as shown in Figures 5 and 6. 3.1.3 Strong-Bolt® 2, Stainless Steel: The anchor
The 3/8-inch- and 1/2-inch-diameter (9.5 mm and bodies of the stainless steel Strong-Bolt 2 anchors are
12.7 mm) anchors may be installed in the topside of manufactured from either AISI Type 304 or AISI Type 316

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 © 2019 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 17
ESR-3037 | Most Widely Accepted and Trusted Page 2 of 17

stainless steel. The expansion clip for the stainless steel 4.1.3 Requirements for Static Concrete Breakout
Strong-Bolt 2 anchor conforms to AISI Type 304 or AISI Strength in Tension: The nominal concrete breakout
Type 316 stainless steel. The hex nut and washer for the strength of a single anchor or group of anchors in tension,
Type 304 and Type 316 stainless steel Strong-Bolt 2 Ncb and Ncbg, must be calculated in accordance with
conform to AISI Type 304 and Type 316 steel, ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with
respectively. The available anchor diameters under this modifications as described in this section. The basic
report are 1/4 inch, 3/8 inch, 1/2 inch, 5/8 inch and 3/4 inch concrete breakout strength in tension, Nb, must be
(6.4 mm, 9.5 mm, 12.7 mm, 15.9 mm and 19.1 mm). calculated in accordance with ACI 318-14 17.4.2.2 or
3.2 Concrete: ACI 318-11 D.5.2.2, as applicable, using the values of hef
and kcr as described in Tables 2A and 2B of this report.
Normal-weight and lightweight concrete must conform to The nominal concrete breakout strength in tension, Ncb or
Sections 1903 and 1905 of the IBC, as applicable. Ncbg, in regions of a concrete member where analysis
3.3 Profile Steel Deck: indicates no cracking at service loads in accordance with
The profile steel deck must comply with the configuration in ACI 318-14 17.4.3.6 or ACI 318-11 D.5.2.6, as applicable,
Figures 5, 6 and 7 and have a minimum base-steel must be calculated with the value of kuncr as given in
thickness of 0.035 inch (0.889 mm) [20 gauge]. Steel must Tables 2A and 2B of this report and with c,N = 1.0, as
comply with ASTM A653/A653M SS Grade 33 with a described in Tables 2A and 2B of this report.
minimum yield strength of 33,000 psi (228 MPa) for For anchors installed in the soffit of sand-lightweight or
Figures 5 and 7, and Grade 50 with a minimum yield normal-weight concrete over profile steel deck floor
strength of 50,000 psi (345 MPa) for Figure 6. and roof assemblies, as shown in Figures 5 and 6,
4.0 DESIGN AND INSTALLATION determination of the concrete breakout strength in
accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2,
4.1 Strength Design: as applicable, is not required.
4.1.1 General: Design strength of anchors complying with 4.1.4 Requirements for Static Pullout Strength in
the 2018 and 2015 IBC as well as Section R301.1.3 of the Tension: The nominal pullout strength of a single anchor
2018 and 2015 IRC, must be determined in accordance in tension in accordance with ACI 318-14 17.4.3 or
with ACI 318-14 and this report. ACI 318-11 D.5.3, as applicable, in cracked and uncracked
Design strength of anchors complying with the 2012 IBC, concrete, Np,cr and Np,uncr, is given in Tables 2A and 2B of
as well as Section R301.1.3 of the 2012 IRC, must be this report. Where analysis indicates no cracking at service
determined in accordance with ACI 318-11 Appendix D load levels in accordance with ACI 318-14 17.4.3.6 or
and this report. ACI 318-11 D.5.3.6, as applicable, the nominal pullout
strength in uncracked concrete, Np,uncr, applies. Where
Design strength of anchors complying with the 2009 IBC
values for Np,cr or Np,uncr are not provided in Tables 2A and
and Section R301.1.3 of the 2009 IRC must be in
2B, the pullout strength does not need to be considered. In
accordance with ACI 318-08 Appendix D and this report.
lieu of ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as
Design strength of anchors complying with the 2006 IBC applicable, c,p = 1.0 for all design cases. The nominal
and Section R301.1.3 of the 2006 IRC must be in pullout strength in cracked concrete must be adjusted for
accordance with ACI 318-05 Appendix D and this report. concrete strengths according to Eq-1:
Design parameters provided in Tables 1A through 6 and f'c n
references to ACI 318 are based on the 2018 and 2015 Np,f'c =Np,cr (lb, psi) (Eq-1)
2,500
IBC (ACI 318-14) and on the 2012 IBC (ACI 318-11) n
f'c
unless noted otherwise in Sections 4.1.1 through 4.1.12 of Np,f'c =Np,cr (N, MPa)
17.2
this report. The strength design of anchors must comply
with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, where f′c is the specified compressive strength and n is the
except as required in ACI 318-14 17.2.3 or ACI 318-11 factor defining the influence of concrete strength on the
D.3.3, as applicable. pullout strength. For the stainless steel 3/8-inch-diameter
anchor in cracked concrete n is 0.3. For the stainless steel
Strength reduction factors, , as given in ACI 318-14 5
/8-inch-diameter anchor in cracked concrete n is 0.4. For
17.3.3 or ACI 318-11 D.4.3, as applicable, must be used all other cases n is 0.5.
for load combinations calculated in accordance with
Section 1605.2 of the IBC and Section 5.3 of ACI 318-14 In regions where analysis indicates no cracking in
or Section 9.2 of ACI 318-11, as applicable. Strength accordance with ACI 318-14 17.4.3.6 or ACI 318 D.5.3.6,
reduction factors, , as given in ACI 318-11 D.4.4 must be as applicable, the nominal pullout strength in tension must
used for load combinations calculated in accordance with be adjusted by calculation according to Eq-2:
n
ACI 318-11 Appendix C. f'c
Np,f'c =Np,uncr (lb, psi) (Eq-2)
2,500
The value of f′c used in the calculations must be limited
f'c n
to 8,000 psi (55.2 MPa), maximum, in accordance with Np,f'c =Np,uncr (N, MPa)
ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. 17.2

4.1.2 Requirements for Static Steel Strength in where f′c is the specified compressive strength and n is the
Tension: The nominal steel strength of a single anchor in factor defining the influence of concrete strength on the
tension, Nsa, in accordance with ACI 318-14 17.4.1.2 or pullout strength. For the stainless steel 3/8-inch-diameter
ACI 318-11 D.5.1.2, as applicable, is given in Tables 2A anchor in uncracked concrete, n is 0.3. For the stainless
1 3
and 2B of this report. The strength reduction factor, , steel /4-inch-diameter anchor and stainless steel /4-inch-
corresponding to a brittle steel element must be used for diameter anchor in uncracked concrete, n is 0.4. For all
the carbon steel 1-inch-diameter anchor as described in other cases, n is 0.5.
Table 2A of this report. For all other anchors the strength The pullout strength in cracked and uncracked concrete
reduction factor, , corresponding to a ductile steel for anchors installed in the soffit of sand-lightweight or
element must be used as described in Tables 2A and 2B of normal-weight concrete over profile steel deck floor and
this report. roof assemblies, as shown in Figures 5 and 6, is given in
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Tables 4A, 4B and 4C of this report. The nominal pullout roof assemblies, as shown in Figures 5 and 6, calculation
strength in cracked concrete must be adjusted for concrete of the concrete pryout strength in accordance with
strength according to Eq-1, using the value of Np,deck,cr in ACI 318-14 17.5.3.1 or ACI 318-11 D.6.3, as applicable, is
lieu of Np,cr, and the value of 3,000 psi (20.7 MPa) must be not required.
substituted for the value of 2,500 psi (17.2 MPa) in the
4.1.8 Requirements for Seismic Design:
denominator. Where analysis indicates no cracking at
service load levels in accordance with ACI 318-14 17.4.3.6 4.1.8.1 General: For load combinations including seismic,
or ACI 318-11 D.5.3.6, as applicable, the nominal pull out the design must be performed in accordance with
strength in uncracked concrete must be adjusted for ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable.
concrete strength according to Eq-2, using the value of Modifications to ACI 318-14 2.3 17.2.3 shall be applied
Np,deck,uncr in lieu of Np,uncr, and the value of 3,000 psi under Section 1905.1.8 of the 2018 and 2015 IBC. For the
(20.7 MPa) must be substituted for the value of 2,500 psi 2012 IBC, Section 1905.1.9 must be omitted. Modifications
(17.2 MPa) in the denominator. The value of c,p = 1.0 for to ACI 318-08 and ACI 318-05 D.3.3, as applicable, must
all cases. be applied under Section 1908.1.9 of the 2009 IBC,
Section 1908.1.16 of the 2006 IBC, respectively.
4.1.5 Requirements for Static Steel Strength in Shear:
The nominal steel strength in shear, Vsa, of a single anchor The carbon steel 1-inch-diameter anchor complies with
in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, as a
D.6.1.2, as applicable, is given in Tables 3A and 3B of this brittle steel element. All other anchors comply with
report and must be used in lieu of values derived by ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, as
calculation from ACI 318-14 Eq. 17.5.1.2a or ACI 318-11, ductile steel elements and must be designed in
Eq. D-29, as applicable. The strength reduction factor, , accordance with ACI 318-14 Section 17.2.3.4, 17.2.3.5, or
corresponding to a brittle steel element must be used for 17.2.3.6 or ACI 318-11 Section D.3.3.4, D.3.3.5, or D.3.3.6
the carbon steel 1-inch-diameter anchor as described in or ACI 318-08 Section D.3.3.4, D.3.3.5 or D.3.3.6, or
Table 3A of this report. For all other anchors the strength ACI 318-05 Section D.3.3.4 or D.3.3.5, as applicable, with
reduction factor, , corresponding to a ductile steel the modifications noted above.
element must be used for all anchors as described in 4.1.8.2 Seismic Tension: The nominal steel strength and
Tables 3A and 3B of this report. nominal concrete breakout strength for anchors in tension
The shear strength, Vsa,deck, of anchors installed in the must be calculated in accordance with ACI 318-14 17.4.1
soffit of sand-lightweight or normal-weight concrete over an 17.4.2 or ACI 318-11 D.5.1 and D.5.2, as applicable, as
profile steel deck floor and roof assemblies, as shown in described in Sections 4.1.2 and 4.1.3 of this report.
Figures 5 and 6, is given in Tables 4A, 4B and 4C of this
In accordance with ACI 318-14 17.4.3.2 or ACI 318-11
report.
D.5.3.2, as applicable, the appropriate value for nominal
4.1.6 Requirements for Static Concrete Breakout pullout strength in tension for seismic loads, Np,eq or
Strength in Shear: The nominal concrete breakout Np,deck,eq, provided in Tables 2A, 2B, 4A, 4B and 4C of this
strength of a single anchor or group of anchors in shear, report, must be used in lieu of Np. If no values for Np,eq or
Vcb or Vcbg, must be calculated in accordance with Np,deck,eq are given in Tables 2A, 2B, 4A, 4B or 4C, the
ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, with pullout strength for seismic loads need not be evaluated.
modifications as described in this section. The basic The values of Np,eq or Np,deck,eq can be adjusted for
concrete breakout strength in shear, Vb, must be concrete strength according to Section 4.1.4.
calculated in accordance with ACI 318-14 17.5.2.2 or
ACI 318-11 D.6.2.2, as applicable, using the values of e 4.1.8.3 Seismic Shear: The nominal concrete breakout
and da provided in Tables 3A and 3B of this report. and concrete pryout strength for anchors in shear must
be calculated in accordance with ACI 318-14 17.5.2
For anchors installed in the topside of concrete-filled and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, as applicable,
steel deck assemblies, as shown in Figure 7, the nominal as described in Sections 4.1.6 and 4.1.7 of this report. In
concrete breakout strength of a single anchor or group of accordance with ACI 318-14 17.5.1.2 or ACI 318-11
anchors in shear, Vcb or Vcbg, respectively, must be D.6.1.2, as applicable, the appropriate value for nominal
calculated in accordance with ACI 318-14 17.5.2 or steel strength in shear for seismic loads, Vsa,eq or Vsa,deck,eq,
ACI 318-11 D.6.2, as applicable, using the actual member provided in Tables 3A, 3B, 4A, 4B and 4C of this report,
thickness, hmin,deck, in the determination of AVc. Minimum must be used in lieu of Vsa.
member topping thickness for anchors in the topside of
concrete-filled steel deck assemblies is given in Table 5 of 4.1.9 Requirements for Interaction of Tensile and
this report. Shear Forces: For loadings that include combined tension
and shear, the design must be performed in accordance
For anchors installed in the soffit of sand-lightweight or with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable.
normal-weight concrete over profile steel deck floor and
roof assemblies, as shown in Figures 5 and 6, calculation 4.1.10 Requirements for Critical Edge Distance: In
of the concrete breakout strength in accordance with applications where c < cac and supplemental reinforcement
ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, is to control splitting of the concrete is not present, the
not required. concrete breakout strength in tension for uncracked
concrete, calculated according to ACI 318-14 17.4.2 or
4.1.7 Requirements for Static Concrete Pryout
ACI 318-11 D.5.2, as applicable, must be further multiplied
Strength in Shear: The nominal concrete pryout strength
by the factor Ψcp,N given by Eq-3:
of a single anchor or group of anchors in shear, Vcp or Vcpg,
must be calculated in accordance with ACI 318-14 17.5.3.1 c
Ψcp,N = (Eq-3)
or ACI 318-11 D.6.3, as applicable, modified by using the cac
value of kcp described in Tables 3A and 3B of this report where the factor Ψcp,N need not be taken as less than
and the value of Ncb or Ncbg as calculated in accordance 1.5hef
with Section 4.1.3 of this report. . For all other cases, Ψcp,N = 1.0. In lieu of ACI 318-
cac
For anchors installed in the soffit of sand-lightweight or 14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of cac
normal-weight concrete over profile steel deck floor and provided in Tables 1A and 1B of this report must be used.
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4.1.11 Requirements for Minimum Member Thickness, Vn = Lowest design strength of an anchor or
Minimum Anchor Spacing and Minimum Edge anchor group in shear as determined in
Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI accordance with ACI 318-14 Chapter 17
318-11 D.8.1 and D.8.3, as applicable, values of smin and and 2018 and 2015 IBC Section 1905.1.8,
cmin provided in Tables 1A and 1B of this report must be ACI 318-11 Appendix D, ACI 318-08
used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 D.8.5, as Appendix D, and 2009 IBC Section
applicable, minimum member thickness, hmin, must be in 1908.1.9 or 2006 IBC Section 1908.1.16,
accordance with Tables 1A and 1B of this report. and Section 4.1 of this report, as
For 3/4-inch-diameter carbon steel, and 3/8-inch-, 1/2-inch- applicable (lbf or kN).
and 5/8-inch-diameter stainless steel Strong-Bolt® 2 α = A conversion factor calculated as a
anchors, additional combinations for minimum edge weighted average of the load factors
distance cmin and minimum spacing smin may be derived by for the controlling load combination. In
linear interpolation between the boundary given in Tables addition, α shall include all applicable
1A and 1B and as shown in Figure 4 of this report. factors to account for non-ductile failure
For anchors installed in the topside of normal-weight or modes and required over-strength.
sand-lightweight concrete over profile steel deck floor The requirements for member thickness, edge distance
and roof assemblies, the anchor must be installed in and spacing, as described in this report, must apply.
accordance with Table 5 for carbon steel anchors and
stainless steel anchors, and Figure 7 of this report. 4.2.2 Interaction of Tensile and Shear Forces: The
interaction of tension and shear loads must be consistent
For anchors installed in the soffit of steel deck with ACI 318-14 17.6 or ACI 318-11, -08, -05 D.7, as
assemblies, the anchors must be installed in accordance applicable, as follows:
with Figures 5 and 6, and must have a minimum axial
spacing along the flute equal to the greater of 3hef or If Tapplied ≤ 0.2Tallowable,ASD, then the full allowable strength
1.5 times the flute width. in shear, Vallowable,ASD, must be permitted.
4.1.12 Lightweight Concrete: For the use of anchors in If Vapplied ≤ 0.2Vallowable,ASD, then the full allowable strength
lightweight concrete the modification factor λa equal to 0.8λ in tension, Tallowable,ASD, must be permitted.

is applied to all values of f c affecting Nn and Vn. For all other cases:
Tapplied
+
Vapplied
≤1.2
Tallowable,ASD Vallowable,ASD
For ACI 318-14 (2018 and 2015 IBC), ACI 318-11 (2012 4.3 Installation:
IBC) and ACI 318-08 (2009 IBC), λ shall be determined in
accordance with the corresponding version of ACI 318. Installation parameters are provided in Tables 1A and 1B
and 4A, 4B and 4C, and in Figures 2, 3, 5, 6 and 7. Anchor
For ACI 318-05 (2006 IBC), λ shall be taken as 0.75 for locations must comply with this report and the plans
all lightweight concrete and 0.85 for sand-lightweight and specifications approved by the code official. The
concrete. Linear interpolation shall be permitted if partial ®
Strong-Bolt 2 must be installed in accordance with the
sand replacement is used. In addition, the pullout strengths manufacturer’s published instructions and this report.
Np,cr, Np,uncr, and Neq shall be multiplied by the modification Anchors must be installed in holes drilled into the concrete
factor, λa, as applicable. using carbide-tipped drill bits conforming to ANSI B212.15-
For anchors installed in the soffit of sand-lightweight 1994. The nominal drill bit diameter must be equal to the
concrete-filled steel deck and floor and roof assemblies, nominal diameter of the anchor. The minimum drilled hole
further reduction of the pullout values provided in this depth, hhole, is given in Tables 1A and 1B. The drilled hole
report is not required. must be cleaned, with all dust and debris removed using
4.2 Allowable Stress Design (ASD): compressed air. The anchor, nut, and washer must be
assembled so that the top of the nut is flush with the top of
4.2.1 General: Where design values for use with the anchor. The anchor must be driven into the hole using
allowable stress design (working stress design) load a hammer until the proper embedment depth is achieved.
combinations calculated in accordance with Section 1605.3 The nut and washer must be tightened against the base
of the IBC, must be established using the following material or material to be fastened until the appropriate
equations: installation torque value specified in Tables 1A and 1B is
ϕ Nn achieved.
Tallowable,ASD = (Eq-3)
α
For anchors installed in the topside of normal-weight or
and sand-lightweight concrete over profile steel deck floor and
Vallowable,ASD =
ϕVn
(Eq-4) roof assemblies, installation parameters are provided in
α Table 5 and in Figure 7 of this report.
where:
For installation in the soffit of normal-weight or sand-
Tallowable,ASD = Allowable tension load (lbf or kN) lightweight concrete over profile steel deck floor and roof
Vallowable,ASD = Allowable shear load (lbf or kN) assemblies, the hole diameter in the steel deck must not
exceed the diameter of the hole in the concrete by more
Nn = Lowest design strength of an anchor or than 1/8 inch (3.2 mm). The minimum drilled hole depth,
anchor group in tension as determined in hhole, is given in Tables 4A, 4B and 4C. For edge distance
accordance with ACI 318-14 Chapter 17 and member thickness requirements for installations into
and 2018 and 2015 IBC Section 1905.1.8, the soffit of concrete over steel deck assemblies, see
ACI 318-11 Appendix D, ACI 318-08 Figures 5 and 6. For installation in the soffit of sand-
Appendix D, and 2009 IBC Section lightweight or normal-weight concrete over profile steel
1908.1.9, ACI 318-05 Appendix D an IBC deck floor and roof assemblies, torque must be applied
Section 1908.1.16, and Section 4.1 of this until the appropriate installation torque value specified in
report, as applicable. (lbf or kN). Tables 4A, 4B and 4C is achieved.
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4.4 Special Inspection: 5.10 Allowable stress design values are established in
Periodic special inspection is required in accordance with accordance with Section 4.2 of this report.
Section 1705.1.1 and Table 1705.3 of the 2018, 2015, and 5.11 Anchor spacing and edge distance, as well as
2012 IBC or Section 1704.15 of the 2009 IBC, or Section minimum member thickness, must comply with Tables
1704.13 of the 2006 IBC. The special inspector must make 1A, 1B, 4A, 4B, 4C, 5; and Figures 4, 5, 6, and 7 of
periodic inspections during anchor installation to verify this report.
anchor type, anchor dimensions, concrete type, concrete 5.12 Prior to anchor installation, calculations and details
compressive strength, drill-bit type, hole dimensions, hole demonstrating compliance with this report must be
cleaning procedures, anchor spacing, edge distances, submitted to the code official. The calculations and
concrete member thickness, anchor embedment, details must be prepared by a registered design
tightening torque and adherence to the manufacturer’s professional where required by the statutes of the
published installation instructions. The special inspector jurisdiction in which the project is to be constructed.
must be present as often as required by the “statement of
special inspection.” Under the IBC, additional requirements 5.13 Since an ICC-ES acceptance criteria for evaluating
as set forth in Sections 1705, 1706 and 1707 must be data to determine the performance of expansion
observed, where applicable. anchors subjected to fatigue or shock loading is
unavailable at this time, the use of these anchors
5.0 CONDITIONS OF USE under such conditions is beyond the scope of this
The Simpson Strong-Tie® Strong Bolt® 2 wedge anchor report.
described in this report complies with, or is a suitable 5.14 The 3/8-inch through 1-inch (9.5 mm through 25.4 mm)
alternative to what is specified in, those codes listed in anchors may be installed in regions of concrete
Section 1.0 of this report, subject to the following where cracking has occurred or where analysis
conditions: indicates cracking may occur (ft > fr), subject to the
5.1 The anchors must be installed in accordance with the conditions of this report.
manufacturer’s published installation instructions and 5.15 The 1/4-inch-diameter (6.4 mm) anchors may be used
this report. In case of a conflict, this report governs. to resist short-term loading due to wind or seismic
5.2 Anchor sizes, dimensions and minimum embedment forces, in locations designated as Seismic Design
depths are as set forth in this report. Categories A and B under the IBC, subject to the
conditions of this report.
5.3 The 1/4-inch-diameter (6.4 mm) anchors must be
limited to use in uncracked normal-weight concrete 5.16 The 3/8-inch through 1-inch (9.5 mm through 25.4 mm)
and lightweight concrete having a specified anchors may be used to resist short-term loading due
compressive strength, f′c, of 2,500 psi to 8,500 psi to wind or seismic forces, in locations designated as
(17.2 MPa to 58.6 MPa). Seismic Design Categories A through F under the
IBC, subject to the conditions of this report.
The anchor may also be installed in the top of
uncracked normal-weight and sand-lightweight 5.17 Where not otherwise prohibited in the code,
concrete over profile steel deck where concrete Strong-Bolt® 2 anchors are permitted for use with
thickness above upper flute meets the minimum fire-resistance-rated construction provided that at
thicknesses specified in Tables 1A & 1B. least one of the following conditions is fulfilled:
5.4 The 3/8-inch- through 1-inch-diameter (9.5 mm through  Anchors are used to resist wind or seismic forces
25.4 mm) anchors must be installed in cracked and only.
uncracked normal-weight and lightweight concrete  Anchors that support a fire-resistance-rated
having a specified compressive strength, f′c, of envelope or a fire-resistance-rated membrane, are
2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). protected by approved fire-resistance-rated
The anchors may also be installed in the top of materials, or have been evaluated for resistance to
cracked and uncracked normal-weight and fire exposure in accordance with recognized
sand-lightweight concrete over profile steel deck standards.
where concrete thickness above upper flute meets the  Anchors are used to support nonstructural
minimum thicknesses specified in Tables 1A & 1B. elements.
5.5 The 3/8-inch through 3/4-inch-diameter (9.5 mm 5.18 Use of zinc-plated carbon steel anchors is limited to
through 19.1 mm) carbon steel anchors must be dry, interior locations.
installed in the soffit of cracked and uncracked
5.19 Periodic special inspection must be provided in
sand-lightweight or normal-weight concrete over
accordance with Section 4.4 of this report.
profile steel deck having a minimum specified
compressive strength, f′c, of 3,000 psi (20.7 MPa). 5.20 The anchors are manufactured by Simpson Strong-
Tie Company Inc., under an approved quality-control
5.6 The 3/8-inch- and 1/2-inch-diameter (9.5 mm and
program with inspections by ICC-ES.
12.7 mm) anchors may be installed in the topside
of cracked and uncracked normal-weight or 6.0 EVIDENCE SUBMITTED
sand-lightweight concrete-filled steel deck having a Data in accordance with the ICC-ES Acceptance Criteria
minimum specified compressive strength, f'c, of for Mechanical Anchors in Concrete Elements (AC193),
2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). dated October 2017 (editorially revised April 2018),
5.7 The value of f′c used for calculation purposes must including optional suitability tests for seismic tension and
not exceed 8,000 psi (55.2 MPa). shear; profile steel deck soffit tests; and quality control
documentation.
5.8 The concrete shall have attained its minimum design
strength prior to installation of the anchors. 7.0 IDENTIFICATION
5.9 Strength design values must be established in 7.1 The Strong-Bolt® 2 anchors are identified in the field
accordance with Section 4.1 of this report. by dimensional characteristics, head stamp, material
ESR-3037 | Mo
E ost Widely Acc
cepted and Trus
sted Pa
age 6 of 17

specifica
ations and pa ackaging. The e Strong-Bolt® 2 7.2 TThe report h
holder’s conta
act informatio
on is the
anchor has
h the Simps son Strong-Tiee Company In nc., ffollowing:
No Equa al logo ≠ stampped on the expaansion clip, andda SSIMPSON STR RONG-TIE CO
OMPANY INC.
length id
dentification co
ode embossed on the expos sed 55956 WEST LA AS POSITAS BBOULEVARD
threadedd end. Table 6 shows the len ngth identificatiion PPLEASANTON N, CALIFORNIIA 94588
codes. The
T packaging label bears the manufacture er’s ((800) 999-5099
9
name an nd contact infoormation, anchor name, anch hor wwww.strongtiee.com
size andd length, quan ntity, and the evaluation
e report
number (ESR-3037).

FIGURE 1—STRON
NG-BOLT® 2 WE
EDGE ANCHOR
R (CARBON STE
EEL VERSION)

® ®
FIGURE 2—ST
TRONG-BOLT 2 WEDGE FIGURE 3—
—STRONG-BOL
LT 2 WEDGE A
ANCHOR INSTA
ALLATION SEQU
UENCE
ANCHOOR INSTALLATIION

for c ≥
g s

sdesign
Spacing,

smin
p

cmin cdesign for c ≥

Edge distance, c
1
FIGURE 4—INTERPOLA
ATION OF MINIM
MUM EDGE DIS
STANCE AND AN
NCHOR SPACIN
NG
1 1 5 3 3 1 5
Interpolation only
y valid for /2-, /8- and
a /4- inch diametter carbon steel and
d /8-, /2- and /8-innch-diameter stainle
ess-steel anchors.
Spacing and edge e distance combina ations must fall on or
o above and to the e right of the diagon
nal line.
 ESR-3037 | Most Widely Accepted and Trusted Page 7 of 17
1
TABLE 1A—CARBON STEEL STRONG-BOLT® 2 ANCHOR INSTALLATION INFORMATION
NOMINAL ANCHOR SIZE
CHARACTERISTIC SYMBOL UNITS Carbon Steel
1 5 3 6 1 6 5 6 3 6 6
/4 inch /8 inch /2 inch /8 inch /4 inch 1 inch
Installation Information
3 1 3 1 5 3
Nominal Diameter d a in. /4 /8 /2 /8 /4 1
1 3 1 5 3
Drill Bit Diameter d in. /4 /8 /2 /8 /4 1
5 7 9 11 7 1
Baseplate Clearance Hole in. /16 /16 /16 /16 /8 1 /8
2 dc
Diameter (mm) (7.9) (11.1) (14.3) (17.5) (22.2) (28.6)
ft-lbf 4 30 60 90 150 230
Installation Torque Tinst
(N-m) (5.4) (40.7) (81.3) (122.0) (203.4) (311.9)
3 7 7 3 7 3 1 1 3 1 3
Nominal Embedment in. 1 /4 1 /8 2 /8 2 /4 3 /8 3 /8 5 /8 4 /8 5 /4 5 /4 9 /4
hnom
Depth (mm) (45) (48) (73) (70) (98) (86) (130) (105) (146) (133) (248)
1 1 1 1 3 3 1 3 1
Effective Embedment in. 1 /2 1 /2 2 /2 2 /4 3 /8 2 /4 4 /2 3 /8 5 4 /2 9
hef
Depth (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) (114) (229)
7 1 5 3 3 1
in. 1 /8 2 3 3 4 /8 3 /8 5 /8 4 /8 6 5 /2 10
Minimum Hole Depth hhole
(mm) (48) (51) (76) (76) (105) (92) (137) (111) (152) (140) (254)
1 3 1 3 1 1 1
Minimum Overall Anchor in. 2 /4 2 /4 3 /2 3 /4 5 /2 4 /2 6 5 /2 7 7 13
Length
anch
(mm) (57) (70) (89) (95) (140) (114) (152) (140) (178) (178) (330)
1 1 1 1 1
in. 2 /2 6 /2 6 6 7 /2 7 /2 9 9 8 18 13 /2
Critical Edge Distance cac
(mm) (64) (165) (152) (152) (191) (191) (229) (229) (203) (457) (343)
3 1 1 1 1
in. 1 /4 6 6 4 4 6 /2 6 /2 6 /2 6 /2 8
cmin
(mm) (45) (152) (152) (102) (102) (165) (165) (165) (165) (203)
Minimum Edge Distance
in. - - 6 4 4 - 5 5 8 -
for s ≥
(mm) - - (152) (102) (102) - (127) (127) (203) -
1 3 3 3 3 3
in. 2 /4 3 2 /4 2 /4 2 /4 5 2 /4 2 /4 7 8
smin
(mm) (57) (76) (70) (70) (70) (127) (70) (70) (178) (203)
Minimum Spacing
in. - - 12 12 12 - 8 8 8 -
for c ≥
(mm) - - (305) (305) (305) - (203) (203) (203) -
1 1 1 1 1 7 3 3 1
Minimum Concrete in. 3 /4 3 /4 4 /2 4 5 /2 6 5 /2 6 7 /8 6 /4 8 /4 9 13 /2
hmin
Thickness (mm) (83) (83) (114) (102) (140) (152) (140) (152) (200) (172) (222) (229) (343)
Additional Data
psi 56,000 92,000 85,000 70,000 60,000
Specified Yield Strength fya
(MPa) (386) (634) (586) (483) (414)
psi 70,000 115,000 110,000 78,000
Specified Tensile Strength futa
(MPa) (483) (793) (758) (538)
2
Minimum Tensile and 3 in 0.0318 0.0514 0.105 0.166 0.270 0.472
Ase
Shear Stress Area (mm )
2
(21) (33) (68) (107) (174) (305)
4
Axial Stiffness in Service lb./in 73,700 34,820 63,570 91,370 118,840 299,600
Load Range - Cracked
and
 4
4
(N/mm) (12,898) (6,098) (11,133) (16,001) (20,812) (52,468)
Uncracked Concrete
For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 Pa, 1 in2 = 645 mm2, 1 lbf/in = 0.175 N/mm.
1
The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable.
2
The clearance must comply with applicable code requirements for the connected element.
3
For the 2006 IBC do replaces da, Ase,N replaces Ase.
4
The tabulated value of β for 1/4-inch-diameter carbon steel Strong-Bolt® 2 anchor is for installations in uncracked concrete only.
5
The 1/4-inch-diameter (6.4 mm) anchor may be installed in top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete
thickness above upper flute meets the minimum thicknesses specified in this table.
6
The 3/8-inch- through 1-inch-diameter (9.5 mm through 25.4 mm) anchors may be installed in topside of cracked and uncracked normal-weight and sand-lightweight
concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table, and Tables 5 for the
3
/8-inch and 1/2-inch-diameter (9.5 mm and 12.7 mm) anchors.
ESR-3037 | Most Widely Accepted and Trusted Page 8 of 17
® 1
TABLE 1B—STAINLESS STEEL STRONG-BOLT 2 ANCHOR INSTALLATION INFORMATION
NOMINAL ANCHOR SIZE
CHARACTERISTIC SYMBOL UNITS Stainless Steel
1 5 3 6 1 6 5 6 3 6
/4 inch /8 inch /2 inch /8 inch /4 inch
Installation Information
3 1 3 1 5 3
Nominal Diameter d a in. /4 /8 /2 /8 /4
1 3 1 5 3
Drill Bit Diameter d in. /4 /8 /2 /8 /4
5 7 9 11 7
Baseplate Clearance Hole in. /16 /16 /16 /16 /8
2 dc
Diameter (mm) (7.9) (11.1) (14.3) (17.5) (22.2)
ft-lbf 4 30 65 80 150
Installation Torque Tinst
(N-m) (5.4) (40.7) (88.1) (108.5) (203.4)
3 7 7 3 7 3 1 1 3
in. 1 /4 1 /8 2 /8 2 /4 3 /8 3 /8 5 /8 4 /8 5 /4
Nominal Embedment Depth hnom
(mm) (45) (48) (73) (70) (98) (86) (130) (105) (146)
1 1 1 1 3 3 1 3
in. 1 /2 1 /2 2 /2 2 /4 3 /8 2 /4 4 /2 3 /8 5
Effective Embedment Depth hef
(mm) (38) (38) (64) (57) (86) (70) (114) (86) (127)
7 1 5 3 3
in. 1 /8 2 3 3 4 /8 3 /8 5 /8 4 /8 6
Minimum Hole Depth hhole
(mm) (48) (51) (76) (76) (105) (92) (137) (111) (152)
1 3 1 3 1 1 1
Minimum Overall Anchor in. 2 /4 2 /4 3 /2 3 /4 5 /2 4 /2 6 5 /2 7
anch
Length (mm) (57) (70) (89) (95) (140) (114) (152) (140) (178)
1 1 1 1 1
in. 2 /2 6 /2 8 /2 4 /2 7 7 /2 9 8 8
Critical Edge Distance cac
(mm) (64) (165) (216) (114) (178) (191) (229) (203) (203)
3 1
in. 1 /4 6 6 /2 5 4 4 6
cmin
(mm) (45) (152) (165) (127) (102) (102) (152)
Minimum Edge Distance
in. - 10 - - 8 8 -
for s ≥
(mm) - (254) - - (203) (203) -
1 1 1 1
in. 2 /4 3 8 5 /2 4 6 /4 6 /2
smin
(mm) (57) (76) (203) (140) (102) (159) (165)
Minimum Spacing 1
in. - 10 - - 8 5 /2 -
for c ≥
(mm) - (254) - - (203) (140) -
1 1 1 1 1 7 3 3
in. 3 /4 3 /4 4 /2 4 /2 6 5 /2 7 /8 6 /4 8 /4
Minimum Concrete Thickness hmin
(mm) (83) (83) (114) (114) (152) (140) (200) (172) (222)
Additional Data
psi 96,000 80,000 92,000 82,000 68,000
Specified Yield Strength fya
(MPa) (662) (552) (634) (565) (469)
psi 120,000 100,000 115,000 108,000 95,000
Specified Tensile Strength futa
(MPa) (827) (689) (793) (745) (655)
2
Minimum Tensile and Shear 3
in 0.0255 0.0514 0.105 0.166 0.270
Ase
Stress Area (mm )
2
(16) (33) (68) (107) (174)
4
Axial Stiffness in Service Load lb./in 54,430 29,150 54,900 61,270 154,290
Range - Cracked and  4
Uncracked Concrete
4 (N/mm) (9,525) (5,105) (9,614) (10,730) (27,020)
For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 Pa, 1 in2 = 645 mm2, 1 lbf/in = 0.175 N/mm.
1
The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable.
2
The clearance must comply with applicable code requirements for the connected element.
3
For the 2006 IBC do replaces da, Ase,N replaces Ase.
4
The tabulated value of  for 1/4-inch-diameter stainless steel Strong-Bolt® 2 anchor is for installations in uncracked concrete only.
5
The 1/4-inch-diameter (6.4 mm) anchor may be installed in top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete
thickness above upper flute meets the minimum thicknesses specified in this table.
6
The 3/8-inch- through 3/4-inch-diameter (9.5 mm through 19.1 mm) anchors may be installed in top of cracked and uncracked normal-weight and sand-lightweight
concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table, and Table 5 for the 3/8-inch and
1
/2-inch-diameter (9.5 mm and 12.7 mm) anchors.
 ESR-3037 | Most Widely Accepted and Trusted Page 9 of 17
® 1
TABLE 2A—CARBON STEEL STRONG-BOLT 2 ANCHOR TENSION STRENGTH DESIGN DATA
NOMINAL ANCHOR DIAMETER
CHARACTERISTIC SYMBOL UNITS Carbon Steel
1/ 8 3 9 1 9 5 9 3 9 9
4 inch /8 inch /2 inch /8 inch /4 inch 1 inch
Anchor Category 1,2 or 3 - 1 2
3 7 7 3 7 3 1 1 3 1 3
in. 1 /4 1 /8 2 /8 2 /4 3 /8 3 /8 5 /8 4 /8 5 /4 5 /4 9 /4
Nominal Embedment Depth hnom
(mm) (45) (48) (73) (70) (98) (86) (130) (105) (146) (133) (248)
Steel Strength in Tension (ACI 318-14 Section 17.4.1 or ACI 318-11 Section D.5.1)
lb 2,225 5,600 12,100 19,070 29,700 36,815
Steel Strength in Tension Nsa
(kN) (9.9) (24.9) (53.8) (84.8) (132.1) (163.8)
Strength Reduction Factor -
2 sa - 0.75 0.65
Steel Failure
Concrete Breakout Strength in Tension (ACI 318-14 Section 17.4.2 or ACI 318-11 Section D.5.2)
1 1 1 1 3 3 1 3 1
in. 1 /2 1 /2 2 /2 2 /4 3 /8 2 /4 4 /2 3 /8 5 4 /2 9
Effective Embedment Depth hef
(mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) (114) (229)
1 1 1 1 1 1
in. 2 /2 6 /2 6 6 /2 7 /2 7 /2 9 9 8 18 13 /2
Critical Edge Distance cac
(mm) (64) (165) (152) (165) (191) (191) (229) (229) (203) (457) (343)
Effectiveness Factor -
kuncr - 24 24 24 24 24 24
Uncracked Concrete
Effectiveness Factor - See
kcr - 17 17 17 17 17
Cracked Concrete Note 7
See
Modification Factor c,N - 1.00 1.00 1.00 1.00 1.00
Note 7
Strength Reduction Factor -
Concrete Breakout Failure
3 cb - 0.65 0.55

Pull-Out Strength in Tension (ACI 318-14 17.4.3.1 or ACI 318-11 Section D.5.3)
See 5 5 4 5 4 5 4 5 5 5
lb 1,300 2,775 N/A 4,985 N/A 6,895 N/A 8,500 7,700 11,185
Pull-Out Strength Cracked Note 7
Np,cr
Concrete (f'c = 2500 psi) 5 5 5 5 5 5 5
(kN) - (5.8) (12.3) - (22.2) - (30.7) - (37.8) (34.3) (49.8)
4 4 5 5 5 4 5 5 5 5 5
Pull-Out Strength Uncracked lb N/A N/A 3,340 3,615 5,255 N/A 9,025 7,115 8,870 8,360 9,690
Np,uncr
Concrete (f'c = 2500 psi) (kN) - - (14.9)
5
(16.1)
5
(23.4)
5
- (40.1)
5
(31.6)
5
(39.5)
5
(37.2)
5
(43.1)
5

Strength Reduction Factor -

6 p - 0.65 0.55
Pullout Failure
Tensile Strength for Seismic Applications (ACI 318-14 17.2.3.3 or ACI 318-11 Section D.3.3.3)

See 5 5 4 5 4 5 4 5 5 5
Tension Resistance of Single lb 1,300 2,775 N/A 4,985 N/A 6,895 N/A 8,500 7,700 11,185
Note 7
Anchor for Seismic Loads Np,eq
(f'c = 2500 psi) (kN) - (5.8)
5
(12.3)
5
- (22.2)
5
- (30.7)
5
- (37.8)
5
(34.3)
5
(49.8)
5

Strength Reduction Factor -

6 eq - 0.65 0.55
Pullout Failure
For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N.
1
The information presented in this table must be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable.
2
The tabulated value of sa applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used. If the load
combinations of ACI 318-11 Appendix C are used, the appropriate value of sa must be determined in accordance with ACI 318-11 D.4.4. The 3/8-inch-,
1
/2-inch-, 5/8-inch- and 3/4-inch-diameter carbon steel Strong-Bolt® 2 anchors are ductile steel elements as defined in ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. The 1-
inch-diameter carbon steel Strong-Bolt® 2 anchor is a brittle steel element as defined in ACI 318-14 2.3 or ACI 318-11 D.1, as applicable.
3
The tabulated value of cb applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the
requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not provided.
For installations where complying supplementary reinforcement can be verified, the cb factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for
Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of cb must be determined in accordance with ACI 318-11
D.4.4(c).
4
As described in Section 4.1.4 of this report, N/A (Not Applicable) denotes that pullout resistance does not need to be considered.
5
The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f′c / 2,500 psi)0.5 or (f′c / 17.2 MPa)0.5.
6
The tabulated value of p or eq applies when the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are used and
the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) for Condition B are met. For installations where complying supplementary reinforcement can be verified, the
p or eqfactors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are
used, appropriate value of  must be determined in accordance with ACI 318-11 D.4.4(c).
7
The 1/4-inch-diameter carbon steel Strong-Bolt® 2 anchor installation in cracked concrete is beyond the scope of this report.
8
The 1/4-inch-diameter (6.4 mm) anchor may be installed in top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness
above upper flute meets the minimum thicknesses specified in Table 1A.
9
The 3/8-inch- through 1-inch-diameter (9.5 mm through 25.4 mm) anchors may be installed in top of cracked and uncracked normal-weight and sand-lightweight concrete over
profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A, and Table 5 for the 3/8-inch and 1/2-inch-diameter (9.5 mm
and 12.7 mm) anchors.
 ESR-3037 | Most Widely Accepted and Trusted Page 10 of 17
® 1
TABLE 2B—STAINLESS STEEL STRONG-BOLT 2 ANCHOR TENSION STRENGTH DESIGN DATA
NOMINAL ANCHOR DIAMETER
CHARACTERISTIC SYMBOL UNITS Stainless Steel
1 10 3 11 1 11 5 11 3 11
/4 inch /8 inch /2 inch /8 inch /4 inch
Anchor Category 1,2 or 3 - 1
3 7 7 3 7 3 1 1 3
in. 1 /4 1 /8 2 /8 2 /4 3 /8 3 /8 5 /8 4 /8 5 /4
Nominal Embedment Depth hnom
(mm) (45) (48) (73) (70) (98) (86) (130) (105) (146)
Steel Strength in Tension (ACI 318-14 17.4.1 or ACI 318-11 Section D.5.1)
lb 3,060 5,140 12,075 17,930 25,650
Steel Strength in Tension Nsa
(kN) (13.6) (22.9) (53.7) (79.8) (114.1)
Strength Reduction Factor -
Steel Failure
2 sa - 0.75

Concrete Breakout Strength in Tension (ACI 318-14 17.4.2 or ACI 318-11 Section D.5.2)
1 1 1 1 3 3 1 3
in. 1 /2 1 /2 2 /2 2 /4 3 /8 2 /4 4 /2 3 /8 5
Effective Embedment Depth hef
(mm) (38) (38) (64) (57) (86) (70) (114) (86) (127)
1 1 1 1 1
in. 2 /2 6 /2 8 /2 4 /2 7 7 /2 9 8 8
Critical Edge Distance cac
(mm) (64) (165) (216) (114) (178) (191) (229) (203) (203)
Effectiveness Factor - Uncracked
kuncr - 24 24 24 24 24
Concrete
Effectiveness Factor - Cracked See Note
kcr - 17 17 17 17
Concrete 9
See Note
Modification Factor c,N -
9
1.00 1.00 1.00 1.00

Strength Reduction Factor -

Concrete Breakout Failure
3 cb - 0.65

Pull-Out Strength in Tension (ACI 318-14 17.4.3 or ACI 318-11 Section D.5.3)
See Note 6 6 5 5 4 7 4 5
Pull-Out Strength Cracked lb 1,720 3,145 2,560 4,305 N/A 6,545 N/A 8,230
Np,cr 9
Concrete (f'c = 2500 psi) 6 6 5 5 7 5
(kN) - (7.7) (14.0) (11.4) (19.1) - (29.1) - (36.6)
7 4 6 5 5 4 5 7 7
Pullout Strength Uncracked lb 1,925 N/A 4,770 3,230 4,495 N/A 7,615 7,725 9,625
Np,uncr
Concrete (f'c = 2500 psi) (kN) (8.6)
7
- (21.2)
6
(14.4)
5
(20.0)
5
- (33.9)
5
(34.4)
7
(42.8)
7

Strength Reduction Factor -

Pullout Failure
8 p - 0.65

Tensile Strength for Seismic Applications (ACI 318 17.2.3.3 or ACI 318-11 Section D.3.3.3)
Tension Resistance of Single See Note 6 6 5 5 4 7 4 5
lb 1,720 2,830 2,560 4,305 N/A 6,545 N/A 8,230
Anchor for Seismic Loads Np,eq 9
(f'c = 2500 psi) (kN) - (7.7)
6
(12.6)
6
(11.4)
5
(19.1)
5
- (29.1)
7
- (36.6)
5

Strength Reduction Factor -

Pullout Failure
8 eq - 0.65

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

1
The information presented in this table must be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable.
2
The tabulated value of sa applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used. If the load
combinations of ACI 318-11 Appendix C are used, the appropriate value of sa must be determined in accordance with ACI 318-11 D.4.4. The stainless steel Strong-Bolt® 2
anchors are ductile steel elements as defined in ACI 318-14 2.3 or ACI 318-11 D.1, as applicable.
3
The tabulated value of cb applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the
requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not
provided. For installations where complying supplementary reinforcement can be verified, the cb factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as
applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of cb must be determined in accordance with ACI
318-11 D.4.4(c).
4
As described in Section 4.1.4 of this report, N/A (Not Applicable) denotes that pullout resistance does not need to be considered.
5 . .
The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying by or .
, .
6 . .
The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying by or .
, .
7 . .
The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying by or .
, .
8
The tabulated value of p or eq applies when the load combinations of IBC Section 1605.2.1, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the
requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. For installations where complying supplementary reinforcement can be
verified, the p or eq factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11
Appendix C are used, appropriate value of  must be determined in accordance with ACI 318-11 D.4.4(c).
9
The 1/4-inch-diameter stainless steel Strong-Bolt® 2 anchor installation in cracked concrete is beyond the scope of this report.
10
The 1/4-inch-diameter (6.4 mm) anchor may be installed in top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness
above upper flute meets the minimum thicknesses specified in Table 1B.
11
The 3/8-inch- through 3/4-inch-diameter (9.5 mm through 19.1 mm) anchors may be installed in top of cracked and uncracked normal-weight and sand-lightweight concrete
over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1B, and Table 5 for the 3/8-inch and 1/2-inch-diameter
(9.5 mm and 12.7 mm) anchors.
 ESR-3037 | Most Widely Accepted and Trusted Page 11 of 17
® 1
TABLE 3A—CARBON STEEL STRONG-BOLT 2 ANCHOR SHEAR STRENGTH DESIGN DATA
NOMINAL ANCHOR DIAMETER
CHARACTERISTIC SYMBOL UNITS Carbon Steel
1 7 3 8 1 8 5 8 3 8 8
/4 inch /8 inch /2 inch /8 inch /4 inch 1 inch
Anchor Category 1,2 or 3 - 1 2
3 7 7 3 7 3 1 1 3 1 3
in. 1 /4 1 /8 2 /8 2 /4 3 /8 3 /8 5 /8 4 /8 5 /4 5 /4 9 /4
Nominal Embedment Depth hnom
(mm) (45) (48) (73) (70) (98) (86) (130) (105) (146) (133) (248)
Steel Strength in Shear (ACI 318-14 17.5.1.1 or ACI 318-11 Section D.6.1)
lb 965 1,800 7,235 11,035 14,480 15,020
Shear Resistance of Steel Vsa
(kN) (4.3) (8.0) (32.2) (49.1) (64.4) (66.8)
Strength Reduction Factor -
Steel Failure
2 sa - 0.65 0.60

Concrete Breakout Strength in Shear (ACI 318-14 17.5.2 or ACI 318-11 Section D.6.2)

5
in. 0.250 0.375 0.500 0.625 0.750 1.000
Outside Diameter da
(mm) (6.4) (9.5) (12.7) (15.9) (19.1) (25.4)

Load Bearing Length of in. 1.500 1.500 2.500 2.250 3.375 2.750 4.500 3.375 5.000 4.500 8.000
e
Anchor in Shear (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) (114) (203)
Strength Reduction Factor -
Concrete Breakout Failure
3 cb - 0.70

Concrete Pryout Strength in Shear (ACI 318-14 17.5.3 or ACI 318-11 Section D.6.3)

Coefficient for Pryout

kcp - 1.0 1.0 2.0 1.0 2.0 2.0 2.0 2.0
Strength
1 1 1 1 3 3 1 3 1
in. 1 /2 1 /2 2 /2 2 /4 3 /8 2 /4 4 /2 3 /8 5 4 /2 9
Effective Embedment Depth hef
(mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) (114) (229)
Strength Reduction Factor -
Concrete Pryout Failure
4 cp - 0.70

Steel Strength in Shear for Seismic Applications (ACI 318-14 17.2.3.3 or ACI 318-11 Section D.3.3.3)

Shear Strength of Single See

lb 1,800 6,510 9,930 11,775 15,020
Anchor for Seismic Loads Vsa,eq Note 6
(f'c = 2500 psi) (kN) - (8.0) (29.0) (44.2) (52.4) (66.8)
Strength Reduction Factor -
Steel Failure
2 sa - 0.65 0.60

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

1
The information presented in this table must be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable.
2
The tabulated value of sa applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used. If the load
combinations of or ACI 318-11 Appendix C are used, the appropriate value of sa must be determined in accordance with ACI 318-11 D.4.4. The 3/8-inch-, 1/2-inch-, 5/8-inch-
and 3/4-inch-diameter carbon steel Strong-Bolt® 2 anchors are ductile steel elements as defined in ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. The 1-inch-diameter
carbon steel Strong-Bolt® 2 anchor is a brittle steel element as defined in ACI 318-14 2.3 or ACI 318-11 D.1, as applicable.
3
The tabulated value of cb applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are
used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided.
For installations where complying supplementary reinforcement can be verified, the cb factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for
Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of cb must be determined in accordance with ACI 318-11
D.4.4(c).
4
The tabulated value of cp applies when the load combinations of IBC Section 1605.2, ACI 318-14 5.3 or ACI 318-11 9.2 are used and the requirements of ACI 318-14
17.3.3(c) or ACI 318-11 D.4.3(c) for Condition B are met. For installations where complying supplementary reinforcement can be verified, the cp factors described in ACI
318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of
cp must be determined in accordance with ACI 318-11 D.4.4(c).
5
For the 2006 IBC do replaces da.
6
The 1/4-inch-diameter carbon steel Strong-Bolt® 2 anchor installation in cracked concrete is beyond the scope of this report.
7
The 1/4-inch-diameter (6.4 mm) anchor may be installed in the top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete
thickness above upper flute meets the minimum thicknesses specified in Table 1A.
8
The 3/8-inch- through 1-inch-diameter (9.5 mm through 25.4 mm) anchors may be installed in the top of cracked and uncracked normal-weight and sand-lightweight
concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A, and Table 5 for the 3/8-inch and 1/2-inch-
diameter (9.5 mm and 12.7 mm) anchors.
ESR-3037 | Most Widely Accepted and Trusted Page 12 of 17
® 1
TABLE 3B—STAINLESS STEEL STRONG-BOLT 2 ANCHOR SHEAR STRENGTH DESIGN DATA
NOMINAL ANCHOR DIAMETER
CHARACTERISTIC SYMBOL UNITS Stainless Steel
1 7 3 8 1 8 5 8 3 8
/4 inch /8 inch /2 inch /8 inch /4 inch
Anchor Category 1,2 or 3 - 1
3 7 7 3 7 3 1 1 3
Nominal Embedment in. 1 /4 1 /8 2 /8 2 /4 3 /8 3 /8 5 /8 4 /8 5 /4
hnom
Depth (mm) (45) (48) (73) (70) (98) (86) (130) (105) (146)
Steel Strength in Shear (ACI 318-14 17.5.1 or ACI 318-11 Section D.6.1)
lb 1,605 3,085 7,245 6,745 10,760 15,045
Shear Resistance of Steel Vsa
(kN) (7.1) (13.7) (32.2) (30.0) (47.9) (66.9)
Strength Reduction Factor
- Steel Failure
2 sa - 0.65

Concrete Breakout Strength in Shear (ACI 318-14 17.5.2 or ACI 318-11 Section D.6.2)

5
in. 0.250 0.375 0.500 0.625 0.750
Outside Diameter da
(mm) (6.4) (9.5) (12.7) (15.9) (19.1)

Load Bearing Length of in. 1.500 1.500 2.500 2.250 3.375 2.750 4.500 3.375 5.000
e
Anchor in Shear (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127)
Strength Reduction Factor
- Concrete Breakout cb - 0.70
3
Failure
Concrete Pryout Strength in Shear (ACI 318-14 17.5.2 or ACI 318-11 Section D.6.3)
Coefficient for Pryout
kcp - 1.0 1.0 2.0 1.0 2.0 2.0 2.0
Strength
1 1 1 1 3 3 1 3
Effective Embedment in. 1 /2 1 /2 2 /2 2 /4 3 /8 2 /4 4 /2 3 /8 5
hef
Depth (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127)
Strength Reduction Factor
- Concrete Pryout Failure
4 cp - 0.70

Steel Strength in Shear for Seismic Applications (ACI 318-14 17.2.3.3 or ACI 318-11 Section D.3.3.3)
Shear Strength of Single See Note
lb 3,085 6,100 6,745 10,760 13,620
Anchor for Seismic Loads Vsa,eq 6
(f'c = 2500 psi) (kN) - (13.7) (27.1) (30.0) (47.9) (60.6)
Strength Reduction Factor
- Steel Failure
2 sa - 0.65

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

1
The information presented in this table must be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D.
2
The tabulated value of sa applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are
used. If the load combinations of or ACI 318-11 Appendix C are used, the appropriate value of sa must be determined in accordance with ACI 318-11 D.4.4. The
stainless steel Strong-Bolt® 2 anchors are ductile steel elements as defined in ACI 318-14 2.3 or ACI 318-11 D.1, as applicable.
3
The tabulated value of cb applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as
applicable, are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) for Condition B are met. Condition B applies where supplementary
reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the cb factors described in ACI 318-14 17.3.3 or
ACI 318-11 D.4.3, as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of cb must be
determined in accordance with ACI 318-11 D.4.4(c).
4
The tabulated value of cp applies when the load combinations of IBC Section 1605.2, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, are used and the
requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) for Condition B are met. For installations where complying supplementary reinforcement can be
verified, the cp factors described in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition A are allowed. If the load combinations of ACI 318-11
Appendix C are used, the appropriate value of cp must be determined in accordance with ACI 318-11 D.4.4(c).
5
For the 2006 IBC do replaces da.
6
The 1/4-inch-diameter stainless steel Strong-Bolt® 2 anchor installation in cracked concrete is beyond the scope of this report.
7
The 1/4-inch-diameter (6.4 mm) anchor may be installed in the top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where
concrete thickness above upper flute meets the minimum thicknesses specified in Table 1B.
8
The 3/8-inch- through 3/4-inch-diameter (9.5 mm through 19.1 mm) anchors may be installed in the top of cracked and uncracked normal-weight and sand-
lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1B, and Table 5 for the
3
/8-inch and 1/2-inch-diameter (9.5 mm and 12.7 mm) anchors.
 ESR-3037 | Mo
E ost Widely Acc
cepted and Trus
sted Pag
ge 13 of 17
®
TABLE
E 4A—CARBON N STEEL STRON
NG-BOLT 2 AN
NCHOR TENSION N AND SHEAR STRENGTH DE
ESIGN DATA FO
OR
THE SOFFIT
T OF NORMAL-WEIGHT OR SA
AND-LIGHTWEIG
GHT CONCRET E OVER PROFI LE STEEL DECK, FLOOR AND D ROOF
1,2,6,8
ASS
SEMBLIES
N
NOMINAL ANCH
HOR DIAMETER
CHARACTER
RISTIC SYM
MBOL UNITS L
Lower Flute Up
pper Flute
3 1 5 3 3 1
/8 inch /2 in
nch /8 inch /4 inch /8 inc
ch /2 inch
3 3 1 3 5 1 3
in. 2 3 /8 2 /4 4 /2 3 /8 5 /8 4 /8 2 2 /4
N
Nominal Embedm
ment Depth hnom
(mm) (51) (8
86) (70) (114) (86
6) (143) (105) (51) (70)
5 1 3 3 5 1
in. 1 /8 3 2 /4 4 2 /4 5 3 /8 1 /8 2 /4
E
Effective Embedm
ment Depth hef
(mm) (41) (7
76) (57) (102) (70
0) (127) (86) (41) (57)
1 1 3 5 7 3 1
in. 2 /8 3 /2 3 4 /4 3 /8 5 /8 4 /8 2 /8 3
Minimum Hole
e Depth hhole
(mm) (54) (8
89) (76) (121) (92
2) (149) (111) (54) (76)
ft-lbf 30 6
60 90 150 30 60
Installation Torque
T Tinst
(N-m) (40.7) (81
1.3) (122.0) (203.4) (40.7
7) (81.3)
7 7 7 7 7 7 7 7 7
lb 1,040 2,6
615 2,040 3,645 2,61
15 4,990 2,815 1,340 3,785
P
Pullout Strength,, concrete
3 Np,deck,cr
on metal deck (ccracked) (kN) (4.6)
7
(11
1.6)
7
(9.1)
7
(16.2)
7
(11.6
6)
7
(22.2)
7
(12.5)
7
(6.0)
7
(16.8)
7

7 7 7 7 7 7 7 7 7
P
Pullout Strength,, concrete lb 1,765 3,1
150 2,580 3,840 3,68
85 6,565 3,800 2,275 4,795
3 Np,deck,uncr
o
on metal deck (unncracked) (kN) (7.9)
7
(14
4.0)
7
(11.5)
7
(17.1)
7
(16.4
4)
7
(29.2)
7
(16.9)
7
(10.1
1)
7
(21.3)
7

7 7 7 7 7 7 7 7 7
P
Pullout Strength,, concrete lb 1,040 2,6
615 2,040 3,645 2,61
15 4,990 2,815 1,340 3,785
5 Np,ddeck,eq
on metal deck (SSeismic) (kN) (4.6)
7
(11
1.6)
7
(9.1)
7
(16.2)
7
(11.6
6)
7
(22.2)
7
(12.5)
7
(6.0)
7
(16.8)
7

Steel Strenggth in lb 1,595 3,4

490 2,135 4,580 2,64
40 7,000 4,535 3,54
45 5,920
Shear, concrete on metal Vsaa.deck
deck
4 (kN) (7.1) (15
5.5) (9.5) (20.4) (11..7) (31.1) (20.2) (15.8
8) (26.3)
Steel Strength in Shear, lb 1,595 3,4
490 1.920 4,120 2,37
75 6,300 3,690 3,54
45 5,330
concrete on meetal deck Vsa,deck,eq
(Seismic
c)
5 (kN) (7.1) (15
5.5) (8.5) (18.3) (10..6) (28.0) (16.4) (15.8
8) (23.7)
Fo
or SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N.
N
1
In
nstallation must commply with Section 4.3
4 and Figure 5.
2
P
Profile steel deck must comply with Fig gure 5 and Section 3.3 of this report.
3
The values must be used in accordanc ce with Section 4.1..4 of this report.
4
The values must be used in accordanc ce with Section 4.1..5 of this report.
5
The values must be used in accordanc ce with Section 4.1..8 of this report.
6
The minimum ancho or spacing along the flute must be the
e greater of 3hef or 1.5
1 times the flute w
width.
7
The characteristic pull-out strength for greater concrete compressive strengths must be increa sed by multiplying the tabular value b by
0.5 0.5
(f′c / 3,000psi) or (f′c / 20.7MPa) .
8
C
Concrete shall be no ormal-weight or sannd-lightweight conccrete having a minimum specified com mpressive strength, f′c, of 3,000 psi (20.7 MPa).

1
FIGURE 5—
—INSTALLATION
N IN THE SOFFIT OF CONCRET
TE OVER PROF
FILE STEEL DEC
CK FLOOR AND
D ROOF ASSEMBLIES
1 1
A
Anchors may be placed
p in the uppeer flute or lower flu
ute of the steel de
eck assembly provvided a minimum /2-inch concrete cover beyond the e end of the
a
anchor is provided
d. Anchors in the lo
ower flute of Figurre 5 may be installed with a maximuum1-inch offset in
n either direction frrom the centerline
e of the flute.
ESR-3037 | Most Widely Accepted and Trusted Page 14 of 17
®
TABLE 4B—STAINLESS STEEL STRONG-BOLT 2 ANCHOR TENSION AND SHEAR STRENGTH DESIGN DATA FOR
THE SOFFIT OF NORMAL-WEIGHTOR SAND-LIGHTWEIGHT CONCRETE OVER PROFILE STEEL DECK, FLOOR AND ROOF
1,2,6,10
ASSEMBLIES
NOMINAL ANCHOR DIAMETER
CHARACTERISTIC SYMBOL UNITS Lower Flute Upper Flute
3 1 5 3 3 1
/8 inch /2 inch /8 inch /4 inch /8 inch /2 inch
3 3 1 3 5 1 3
in. 2 3 /8 2 /4 4 /2 3 /8 5 /8 4 /8 2 2 /4
Nominal Embedment Depth hnom
(mm) (51) (86) (70) (114) (86) (143) (105) (51) (70)
5 1 3 3 5 1
in. 1 /8 3 2 /4 4 2 /4 5 3 /8 1 /8 2 /4
Effective Embedment Depth hef
(mm) (41) (76) (57) (102) (70) (127) (86) (41) (57)
1 1 3 5 7 3 1
in. 2 /8 3 /2 3 4 /4 3 /8 5 /8 4 /8 2 /8 3
Minimum Hole Depth hhole
(mm) (54) (89) (76) (121) (92) (149) (111) (54) (76)
ft-lbf 30 65 80 150 30 65
Installation Torque Tinst
(N-m) (40.7) (88.1) (108.5) (203.4) (40.7) (88.1)
8 8 7 7 9 9 7 8 7
Pullout Strength, concrete lb 1,230 2,605 1,990 2,550 1,750 4,020 3,030 1,550 2,055
3 Np,deck,cr
on metal deck (cracked) (kN) (5.5)
8
(11.6)
8
(8.9)
7
(11.3)
7
(7.8)
9
(17.9)
9
(13.5)
7
(6.9)
8
(9.1)
7

8 8 7 7 7 7 9 8 7
Pullout Strength, concrete lb 1,580 3,950 2,475 2,660 2,470 5,000 4,275 1,990 2,560
3 Np,deck,uncr
on metal deck (uncracked) (kN) (7.0)
8
(17.6)
8
(11.0)
7
(11.8)
7
(11.0)
7
(22.2)
7
(19.0)
9
(8.9)
8
(11.4)
7

8 8 7 7 9 9 7 8 7
Pullout Strength, concrete lb 1,230 2,345 1,990 2,550 1,750 4,020 3,030 1,550 2,055
5 Np,deck,eq
on metal deck (seismic) (kN) (5.5)
8
(10.4)
8
(8.9)
7
(11.3)
7
(7.8)
9
(17.9)
9
(13.5)
7
(6.9)
8
(9.1)
7

Steel Strength in lb 2,285 3,085 3,430 4,680 3,235 5,430 6,135 3,085 5,955
Shear, concrete on metal Vsa.deck
deck
4 (kN) (10.2) (13.7) (15.3) (20.8) (14.4) (24.2) (27.3) (13.7) (26.5)

Steel Strength in lb 2,285 3,085 2,400 3,275 3,235 5,430 5,520 3,085 4,170
Shear, concrete on metal Vsa.deck,eq
deck (seismic)
5 (kN) (10.2) (13.7) (10.7) (14.6) (14.4) (24.2) (24.6) (13.7) (18.5)
For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N.
1
Installation must comply with Section 4.3 and Figure 5.
2
Profile steel deck must comply with Figure 5 and Section 3.3 of this report.
3
The values must be used in accordance with Section 4.1.4 of this report.
4
The values must be used in accordance with Section 4.1.5 of this report.
5
The values must be used in accordance with Section 4.1.8 of this report.
6
The minimum anchor spacing along the flute must be the greater of 3hef or 1.5 times the flute width.
7
The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by
(f′c / 3,000 psi)0.5 or (f′c / 20.7MPa)0.5.
8
The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by
(f′c / 3,000psi)0.3 or (f′c / 20.7MPa)0.3.
9
The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by
(f′c / 3,000 psi)0.4 or (f′c / 20.7MPa)0.4.
10
Concrete shall be normal-weight or sand-lightweight concrete having a minimum specified compressive strength, f′c, of 3,000 psi
(20.7 MPa).
ESR-3037 | Mo
E ost Widely Acc
cepted and Trus
sted Pag
ge 15 of 17
®
TABLE
E 4C—CARBONN STEEL STRONNG-BOLT 2 ANNCHOR TENSION N AND SHEAR STRENGTH DEESIGN DATA FO
OR
THE SOFFIT OF NORMAL--WEIGHTOR SA
AND-LIGHTWEIG
GHT CONCRETE E OVER PROFIL
LE STEEL DECK
K, FLOOR AND ROOF
1,2,6,8
ASS
SEMBLIES

NOMINAL
L ANCHOR DIAMMETER
CHARA
ACTERISTIC SYMB
BOL UNITS INSTALL
LED IN LOWER-FLUTE

3 1 5
/8 inc
ch /2 inch /8 in
nch
3 3 1 3 5
in. 2 3 /8 2 /4 4 /2 3 /8 5 /8
Nominal Embedment Depth
h hnom
m
(mm) (51) (86) (7
70) (114) (86) (143)
5 1 3
in. 1 /8 3 2 /4 4 2 /4 5
Effective Embedment Depth heff
(mm) (41) (76) (5
57) (102) (70) (127)
1 1 3 5 5
in. 2 /8 3 /2 3 4 /4 3 /8 5 /8
Minimum Hole Depth hholle
(mm) (54) (89) (7
76) (121) (92) (143)
1 1
in. 2 2 2 3 /4 2 3 /4
Minimum Concrete Thicknes
ss hmin,ddeck
(mm) (51) (51) (5
51) (83) (51) (83)
ft-lbf 30 60 90
Installation Torque Tinsst
(N-m) (40.7)) (81.3) (12
22)

P
Pullout Strength, concrete on mettal deck lb 1,295 2,705 2,5
585 5,850 3,015 5,120
3 Np,decck,cr
cracked)
(c (kN) (5.8) (12.0) (11
1.5) (26.0) (13.4) (22.8)

P
Pullout Strength, concrete on mettal deck lb 2,195 3,260 3,2
270 6,165 4,250 6,735
3 Np,deckk,uncr
(un
ncracked) (kN) (9.8) (14.5) (14
4.5) (27.4) (18.9) (30.0)
P
Pullout Strength, concrete on mettal deck lb 1,295 2,705 2,5
585 5,850 3,015 5,120
5 Np,decck,eq
seismic)
(s (kN) (5.8) (12.0) (11
1.5) (26.0) (13.4) (22.8)

Steell Strength in lb 1,535 3,420 2,7

785 5,950 3,395 6,745
4 Vsa.deck
Shear, concrrete on metal dec
ck (kN) (6.8) (15.2) (12
2.4) (26.5) (15.1) (30.0)
Steell Strength in lb 1,535 3,420 2,5
505 5,350 3,055 6,070
Shear, conccrete on metal de
eck Vsa.decck,eq
(s
seismic)
5 (kN) (6.8) (15.2) (11
1.1) (23.8) (13.6) (27.0)
F
For SI: 1 inch = 25.4
4 mm, 1 lbf = 4.45 N.
1
Installation must coomply with Section 4.3 and Figure 6.
2
P
Profile steel deck must
m comply with Figure
F 6 and Sectio
on 3.3 of this report.
3
T
The values must be e used in accordan nce with Section 4.1
1.4 of this report.
4
T
The values must be e used in accordan nce with Section 4.1
1.5 of this report.
5
T
The values must be e used in accordan nce with Section 4.1
1.8 of this report.
6
T
The minimum anch hor spacing along the flute must be the greater of 3hef orr 1.5 times the flute
e width.
7
T
The characteristic pull-out
p strength for greater concrete compressive streng gths must be increa g the tabular value by
ased by multiplying
0.5 0.5
(ff′c / 3,000 psi) or (f′c / 20.7MPa) .
8
C
Concrete shall be normal-weight
n or saand-lightweight conncrete having a min nimum specified coompressive strengthh, f′c of 3,000 psi (2
20.7 MPa).

1
FIGURE 6—
—INSTALLATION
N IN THE SOFFIT OF CONCRET
TE OVER PROF
FILE STEEL DEC
CK FLOOR AND
D ROOF ASSEMBLIES
1 5
A
Anchors may be placed
p in the lowe
er flute of the steel deck assembly provided
p a minimu
um /8-inch concre ete cover beyond the end of the anchor is
provided. Anchors in the lower flute of Figure 6 may be
p b installed with a maximum 1-inch offset in either dirrection from the ccenterline of the flu
ute (1 in =
2
25.4 mm).
 ESR-3037 | Mo
E ost Widely Acc
cepted and Trus
sted Pag
ge 16 of 17
®
TABLE 5—CARBON STTEEL AND STA
AINLESS STEEL
L STRONG-BOLT T 2 ANCHOR IN
NSTALLATION INFORMATION IN
THE TOPSIDE OF NORMAL--WEIGHT OR SA
AND-LIGHTWEIGHT CONCRET TE-FILLED PRO FILE STEEL DE
ECK FLOOR AND ROOF
1,4,5
ASS
SEMBLIES

Nominal An
nchor Diameterr (inch)

Design Information Symbo

ol Units Carbon Steel Strong-Bolt 2
2
Stainle
ess Steel Strong-Bolt 2
3

3 1 3 1
/8 /2 /8 /2
7 7 3 7 7 3
Nominal Em
mbedment Depth
h hnom in. 1 /8 1 /8 2 /4 1 /8 1 /8 2 /4
1 1 1 1 1 1
Effective Em
mbedment Depth
h hef in. 1 /2 1 /2 2 /4 1 /2 1 /2 2 /4
6 1 1 1 1 1 1
Minimum Concrete Thickness
s hmin,decck in. 2 /2 3 /4 3 /4 2 /2 3 /4 3 /4
3 3
Critical Edge
E Distance cac,deck,ttop in. 4 /4 4 4 4 /4 4 4
3 1 3 3 3
Minimum Edge Distance cmin,deck,,top in. 4 /4 4 /2 4 /4 4 /4 4 /4 6
1 1 1
Minimu
um Spacing smin,deck,,top in. 7 6 /2 8 6 /2 6 /2 8
Fo or Sl: 1 inch = 25.4mm, 1 lbf = 4.45N.
1
In
nstallation must commply with Sections 4.1.6, 4.1.11 and 4.3
4 and Figure 7 off this report.
2
D
Design capacity sha all be based on calc
culations according g to values in Tablees 2A and 3A of thiss report.
3
D
Design capacity sha all be based on calc
culations according g to values in Tablees 2B and 3B of thiss report
4
M
Minimum flute depth h (distance from top
p of flute to bottom of flute) is 1½ inch
h, see Figure 7.
5
S
Steel deck thickness s shall be minimum
m 20 gauge.
7
Minimum concrete thickness (hmin,deck) refers to concrete thickness
M t above up
pper flute, see Figu
ure 7 .

FIGURE 7—
—INSTALLATION ON THE TOP OF CONCRETE
E-FILLED PROF
FILE STEEL DEC
CK FLOOR AND
D ROOF ASSEM
MBLIES

®
ENTIFICATION HEAD MARKS O
TABLE 6—LENGTH IDE ON STRONG-BOOLT 2 ANCHO
ORS
(CORRRESPONDS TO LENGTH
L OF AN
NCHOR – INCHE
ES)

Mark Units A B C D E F G H I J K L M
1 1 1 1 1 1 1
From in 1 /2 2 2 /2 3 3 /2 4 4 /2 5 5 /2 6 6 /2 7 7 /2

Up To But Not 1 1 1 1 1 1
in 2 2 /2 3 3 /2 4 4 /2 5 5 /2 6 6 /2 7 7 /2 8
Including

Mark Units N O P Q R S T U V W X Y Z
1 1
From in 8 8 /2 9 9 /2 10 11 12 13 14 15 16 17
7 18
Up To But Not 1 1
in 8 /2 9 9 /2 10 11 12 13 14 15 16 17 18
8 19
Including
ICC-ES Evaluation Report ESR-3037 LABC and LARC Supplement
Reissued August 2019
This report is subject to renewal August 2020.

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

DIVISION: 05 00 00—METALS
Section: 05 05 19—Post-Installed Concrete Anchors

REPORT HOLDER:

SIMPSON STRONG-TIE COMPANY INC.

EVALUATION SUBJECT:

SIMPSON STRONG-TIE® STRONG-BOLT® 2 WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE

1.0 REPORT PURPOSE AND SCOPE

Purpose:
The purpose of this evaluation report supplement is to indicate that the Simpson Strong-Tie® Strong-Bolt® 2 Wedge Anchors
for cracked and uncracked concrete, described in ICC-ES master evaluation report ESR-3037, have also been evaluated for
compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS).
Applicable code editions:
 2017 City of Los Angeles Building Code (LABC)
 2017 City of Los Angeles Residential Code (LARC)
2.0 CONCLUSIONS
The Simpson Strong-Tie® Strong-Bolt® 2 Wedge Anchors for cracked and uncracked concrete, described in Sections 2.0
through 7.0 of the master evaluation report ESR-3037, comply with LABC Chapter 19, and the LARC, and are subjected to
the conditions of use described in this supplement.
3.0 CONDITIONS OF USE
The Simpson Strong-Tie® Strong-Bolt® 2 Wedge Anchors described in this evaluation report must comply with all of the
following conditions:
 All applicable sections in the master evaluation report ESR-3037.
 The design, installation, conditions of use and identification of the anchors are in accordance with the 2015 International
Building Code® (2015 IBC) provisions noted in the master evaluation report ESR-3037.
 The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as
applicable.
 Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted.
 The allowable and design strength values listed in the master evaluation report and tables are for the connection of the
anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity
(which may govern).
This supplement expires concurrently with the master report, reissued August 2019.

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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