ICC ESR-3027 for Kwik HUS-EZ Screw Anchors in Concrete

ManualsBrandsHilti ManualsFastenersKH-EZ P Screw anchor

Table Of Contents

ESR-3027

Most Widely Accepted and Trusted Page 3 of 20

17.4.3 or ACI 318-11 D.5.3, as applicable, the nominal pullout

strength in cracked concrete may be adjusted according to

Eq.-1:

𝑁

,



󰆓

𝑁

,

󰇡





󰆓

,

󰇢



(lb, psi) (Eq-1)

𝑁

,



󰆓

𝑁

,

󰇡





󰆓

.

󰇢



(N, MPa)

where f′

is the specified concrete compressive strength and

n is the factor defining the influence of concrete compressive

strength on the pullout strength. For the

-inch-diameter

anchor at 1

inches nominal embedment in cracked

concrete, n is 0.3. For all other cases, n is 0.5.

In regions where analysis indicates no cracking in

accordance with ACI 318-19 17.6.3.3, ACI 318-14 17.4.3.6

or ACI 318-11 D.5.3.6, as applicable, the nominal pullout

strength in tension may be adjusted according to Eq-2:

𝑁

,



󰆓

𝑁

,

󰇡





󰆓

,

󰇢



(lb, psi) (Eq-2)

𝑁

,



󰆓

𝑁

,

󰇡





󰆓

.

󰇢



(N, MPa)

where f′

is the specified concrete compressive strength and

n is the factor defining the influence of concrete compressive

strength on the pullout strength. For the

-inch-diameter

anchor at a nominal embedment of 1

inches in uncracked

concrete, n is 0.3. For all other cases, n is 0.5.

Where values for N

p,cr

or N

p,uncr

are not provided in Table 3,

4 or Table 7 of this report, the pullout strength in tension need

not be considered.

The nominal pullout strength in tension of the anchors

installed in the soffit of sand-lightweight or normal-weight

concrete filled steel deck floor and roof assemblies, as shown

in Figure 12, is provided in Table 5 for KH-EZ, KH-EZ P,

KH-EZ PM, KH-EZ PL, KH-EZ C and KH-EZ CRC and Table

8 for KH-EZ I and KH-EZ E. In accordance with

ACI 318-19 17.6.3.2.1, ACI 318-14 17.4.3.2 or

ACI 318-11 D.5.3.2, as applicable, the nominal pullout

strength in cracked concrete must be calculated according to

Eq-1, whereby the value of N

p,deck,cr

must be substituted for

p,cr

and the value of 3,000 psi (20.7 MPa) must be

substituted for the value of 2,500 psi (17.2 MPa) in the

denominator. In regions where analysis indicates no cracking

in accordance with ACI 318-19 17.6.3.3, ACI 318-14 17.4.3.6

or ACI 318-11 5.3.6, as applicable, the nominal strength in

uncracked concrete must be calculated according to Eq-2,

whereby the value of N

p,deck,uncr

must be substituted for N

p,uncr

and the value of 3,000 psi (20.7 MPa) must be substituted for

the value of 2,500 psi (17.2 MPa) in the denominator.

4.1.5 Requirements for Static Steel Shear Capacity, V

The nominal steel strength in shear, V

, of a single anchor in

accordance with ACI 318-19 17.7.1.2, ACI 318-14 17.5.1.2

or ACI 318-11 D.6.1.2, as applicable is given in Tables 3, 4

and 7 of this report and must be used in lieu of the values

derived by calculation from ACI 318-19 Eq. 17.7.1.2b,

ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. D-29, as

applicable. The strength reduction factor,



, corresponding to

brittle steel elements must be used. The nominal shear

strength V

sa,deck

, of anchors installed in the soffit of sand-

lightweight or normal-weight concrete filled steel deck floor

and roof assemblies, as shown in Figure 12, is given in Table

5 for KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C and

KH-EZ CRC and Table 8 for KH-EZ I and KH-EZ E. Shear

values for KH-EZ I are for threaded inserts with F

≥ 125 ksi.

For use with inserts with F

less than 125 ksi, the shear

values are multiplied by the ratio of F

of insert and 125 ksi.

4.1.6 Requirements for Static Concrete Breakout

Strength in Shear, V

or V

cbg

: The nominal concrete

breakout strength of a single anchor or group of anchors in

shear, V

or V

cbg

, respectively, must be calculated in

accordance with ACI 318-19 17.7.2, ACI 318-14 17.5.2 or

ACI 318-11 D.6.2, as applicable, with modifications as

described in this section. The basic concrete breakout

strength in shear, V

, must be calculated in accordance with

ACI 318-19 17.7.2.2.1, ACI 318-14 17.5.2.2 or ACI 318-11

D.6.2.2, as applicable, using the values of ℓ

and d

given in

Tables 3, 4 and 7.

For anchors installed in the lower or upper flute of the soffit

of sand-lightweight or normal-weight concrete-filled steel

deck floor and roof assemblies, as shown in Figure 12,

calculation of the concrete breakout strength in accordance

with ACI 318-19 17.7.2, ACI 318-14 17.5.2 or ACI 318-11

D.6.2 is not required.

4.1.7 Requirements for Static Concrete Pryout Strength

in Shear, V

or V

cpg

: The nominal concrete pryout strength

of a single anchor or group of anchors, V

or V

cpg

respectively, must be calculated in accordance with

ACI 318-19 17.7.3, ACI 318-14 17.5.3 or ACI 318-11 D.6.3,

as applicable, using the coefficient for pryout strength, k

provided in Tables 3, 4 and 7 and the value of N

or N

cbg

calculated in Section 4.1.3 of this report.

For anchors installed in the lower or upper flute of the soffit

of sand-lightweight or normal-weight concrete-filled steel

deck floor and roof assemblies, as shown in Figure 12,

calculation of the concrete pryout strength in accordance with

ACI 318-19 17.7.3, ACI 318-14 17.5.3 or ACI 318-11 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 in accordance with ACI 318-19 17.10,

ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable.

Modifications to ACI 318-19 17.10 or ACI 318-14 17.2.3 shall

be applied under Section 1905.1.8 of the 2021, 2018 and

2015 IBC, as applicable. For the 2012 IBC, Section 1905.1.9

shall be omitted.

The anchors comply with ACI 318 (-19 and -14) 2.3 or

ACI 318-11 D.1, as applicable, as brittle steel elements and

must be designed in accordance with ACI 318-19 17.10.5 or

17.10.6; ACI 318-14 17.2.3.4 or 17.2.3.5; ACI 318-11 D.3.3.4

or D.3.3.5, as applicable.

4.1.8.2 Seismic Tension: The nominal steel strength and

nominal concrete breakout strength for anchors in tension

must be calculated in accordance with ACI 318-19 17.6.1 and

17.6.2, ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 D.5.1

and D.5.2, respectively, as applicable, as described in

Sections 4.1.2 and 4.1.3 of this report. In accordance with

ACI 318-19 17.6.3.2.1, ACI 318-14 17.4.3.2 or ACI 318-11

D.5.3.2, as applicable, the appropriate value for pullout

strength in tension for seismic loads, N

p,eq

or N

p,deck,cr

described in Tables 3, 4 and 5 for KH-EZ, KH-EZ SS316,

KH-EZ C, KH-EZ C SS316, KH-EZ P, KH-EZ PM, KH-EZ PL

and KH-EZ CRC; and in Tables 7 and 8 for KH-EZ I and

KH-EZ E, must be used in lieu of N

. N

p,eq

or N

p,deck,cr

may be

adjusted by calculations for concrete compressive strength in

accordance with Eq-1 of this report in addition for concrete-

filled steel deck floor and roof assemblies the value of

3,000 psi (20.7 MPa) must be substituted for the value of

2,500 psi (17.2 MPa) in the denominator. Where values for

p,eq

are not provided in Tables 3, 4 or 7 of this report, the

pullout strength in tension for seismic loads need not be

evaluated.

4.1.8.3 Seismic Shear: The nominal concrete breakout

strength and pryout strength in shear must be calculated

in accordance with ACI 318-19 17.7.2 and 17.7.3,

ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3,