ICC ESR-2269 for X-U Universal and X-P Concrete Powder Driven Fasteners
Table Of Contents
ESR-2269
|
Most Widely Accepted and Trusted Page 2 of 13
3.2.2 Concrete Masonry: Concrete masonry units
(CMUs) must be minimum 8-inch-thick (203 mm), and must
comply with ASTM C90. Mortar must comply
with ASTM C270. Grout must be coarse grout complying
with ASTM C476. Concrete masonry walls must have
a minimum compressive strength, f′
m
, of 1,500 psi
(10.3 MPa). See Table 6 for applicable CMU density and
mortar type.
3.2.3 Steel: Structural steel must comply with the minimum
strength requirements of ASTM A36, ASTM A572 Grade 50
or ASTM A992, as applicable, and must have minimum yield
and tensile strengths and thickness as noted in Table 2.
3.2.4 Steel Deck Panels: Steel deck panel properties and
configurations must be as described in Table 5 and Figures
4 through 6, as applicable.
3.3 Wood Structural Panel Horizontal Diaphragms:
3.3.1 Wood Structural Panel: Wood structural panels
must have a minimum thickness of
15
/
32
inch (11.9 mm) and
must comply with the requirements of Section 4.2.6 of AWC
Special Design Provisions for Wind & Seismic (SDPWS),
which is referenced in IBC Section 2305.
3.3.2 Structural Steel Supports: Structural steel framing
members supporting the wood structural panel diaphragm
must comply with the minimum strength requirements of
ASTM A36, ASTM A572 Grade 50 or ASTM A992, and have
a thickness greater than or equal to
3
/
16
inch (4.8 mm) as
shown in Table 2.
4.0 DESIGN AND INSTALLATION
4.1 Design:
4.1.1 General: Selection of fasteners must take into
consideration the applicable base material and the length of
the fastener. The minimum fastener length must be
determined as follows:
Unless otherwise noted, for installation into concrete,
concrete-filled steel deck panels, concrete masonry and
steel base materials, the minimum effective shank length
shown in Table 1 must equal or exceed the sum of the
thickness of the attached material and the minimum
embedment depth (penetration) shown in the applicable
tables in this report.
For installation through steel base materials, the
minimum effective shank length shown in Table 1 must
equal or exceed the sum of the following: the thickness
of the attached material, the thickness of the base
material and the required point penetration shown in the
applicable tables in this report.
4.1.2 Allowable Loads for Individual Fasteners: The
applicable allowable shear and tension load tables for the
Hilti X-U, X-U 15 and X-P fasteners driven into different base
materials may be determined by referencing Table 1.
The most critical applied loads, excluding seismic load
effects, resulting from the load combinations in IBC Section
1605.3.1 or 1605.3.2 must not exceed the allowable loads.
For fasteners which are subjected to seismic loads, see
Section 4.1.6 for additional information. The stress
increases and load reductions described in IBC Section
1605.3 are not allowed.
Allowable shear and tension loads in this report apply to
the connection of the fastener to the base material only.
Other limit states applicable to the design of a connection,
such as fastener pull-through (pull-over) and lateral bearing
on the attached material, which are governed by the
properties of attached materials, are outside the scope of
this report. Design of the connection to the attached material
must comply with the applicable requirements of the IBC.
When designing the connection of wood members to the
base material, the bending yield strength of the PAFs can
be assumed to be the same as that of a nail with the same
shank diameter.
4.1.3 Combined Loading: For fasteners subjected to both
shear and tension loads, compliance with the following
interaction equation must be verified:
(p/P
a
) + (v/V
a
) ≤1
where:
p = Actual applied tension load on fastener, lbf (N).
P
a
= Allowable tension load for the fastener, lbf (N).
v = Actual applied shear load on fastener, lbf (N).
V
a
= Allowable shear load for the fastener, lbf (N).
4.1.4 Wood Structural Panel Horizontal Diaphragms:
When the X-U fastener is used to fasten wood structural
panels to steel members, the fastener is recognized as
equivalent to a 10d common nail specified in Table 4.2A
of AWC SDPWS. Diaphragm design, including fastener
spacing, diaphragm capacity and diaphragm deflection,
must comply with Section 4.2 of AWC SDPWS, which is
referenced in IBC Sections 2305.1 and IBC Section 2306.2.
4.1.5 Steel-to-steel Connections: When the Hilti
fasteners listed in Table 2 are used in connections of two
steel elements in accordance with Section J5 of AISI S100-
16, connection capacity must be determined in accordance
with Sections 4.1.5.1 and 4.1.5.2, as applicable.
4.1.5.1 Connection Strength - Tension: To determine
tensile connection strength in accordance with Section J5.2
of AISI S100-16, the fastener tension strength,
pull-out strength and pull-over strength must be known.
These characteristics must be determined as follows:
Pull-out Strength: See Table 2 for available pull-out
strength.
Pull-over Strength: The available pull-over strengths
must be calculated in accordance with Section J5.2.3 of
AISI S100-16.
PAF Tensile Strength: The allowable fastener tension
strengths, determined in accordance with Section J5.2.1
of AISI S100-16, exceed the corresponding allowable
pull-out strengths in Table 2.
4.1.5.2 Connection Strength - Shear: To determine
shear connection strength in accordance with Section J5.3
of AISI S100-16, the fastener shear strength, bearing and
tilting strength, pull-out strength in shear, net section rupture
strength and shear strength limited by edge distance must
be known. These characteristics must be determined as
follows:
Bearing and Tilting Strength: The available bearing
and tilting strengths must be calculated in accordance
with Section J5.3.2 of AISI S100-16.
Pull-out Strength in Shear: The available pull-out
strength in shear must be the applicable allowable shear
strength from Table 2, or must be calculated in
accordance with Section J5.3.3 of AISI S100-16.
Net Section Rupture Strength and Shear Strength
Limited by Edge Distance: The net section rupture
strength must be determined in accordance with Section
J5.3.4 of AISI S100-16 and the shear strength limited by
edge distance must be determined in accordance with
Section J5.3.5 of AISI S100-16.
PAF Shear Strength: The allowable fastener shear
strengths, determined in accordance with Section J5.3.1
of AISI S100-16, exceed the corresponding allowable
pull-out in shear strengths in Table 2.