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ESR-4143 I Most Widely Accepted and Trusted Page 14 of 82 Page 2 of 20
<br />(AISI 304 or 316), Condition CW. Threaded steel rods must
<br />be straight and free of indentations or other defects along
<br />their lengths. The ends may be stamped with identifying
<br />marks and the embedded end may be blunt cut or cut on the
<br />bias (chisel point).
<br />3.2.4 Steel Reinforcing Bars (For Use in Fully Grouted
<br />Concrete Masonry): Steel reinforcing bars are deformed
<br />reinforcing bars (rebar) having diameters described in
<br />Tables 3A, 313, 513, 5D, and 11 of this report, and must
<br />comply with ASTM A615, Grade 60. The embedded portions
<br />of reinforcing bars must be straight, and free of mill scale,
<br />rust, mud, oil, and other coatings that impair the bond with
<br />the adhesive
<br />3.2.5 HIT -SC Screen Tubes: The Hilti HIT -SC
<br />plastic -mesh screen tubes are used in hollow masonry as
<br />described in Sections 3.4, 3.5, and 5.6 of this report. The
<br />screens consist of a removable cap, a collar, and a plastic
<br />mesh tube.
<br />3.2.6 HIT -IC Inserts (For Use With Plastic Mesh
<br />Screens in Hollow Masonry): Hilti HIT -IC are steel
<br />internally threaded inserts conforming to DIN 10277-3 and
<br />are available in 5/16-, 3/8-, and 1/2-inch (7.9, 9.5, and
<br />12.7 mm) internal thread diameters. Common threaded rods
<br />as per Section 3.2.3, or bolts, cap screws, and studs
<br />conforming to SAE J995, ASTM A563 C, C3, D, DH, DH3
<br />Heavy Hex, and ASTM F594, can be used with internally
<br />threaded inserts.
<br />3.2.7 HIS-N and HIS -RN Inserts (For Use in Fully
<br />Grouted Concrete Masonry): Hilti HIS-(R)N steel inserts
<br />have a profile on the external surface and are internally
<br />threaded. Inserts are available in 3/8- and 1/2-inch (9.5 and
<br />12.7 mm) internal thread diameters. HIS-(R)N inserts are
<br />produced from carbon steel and furnished either with a
<br />0.005-millimeter-thick (5 mm) zinc electroplated coating
<br />complying with ASTM B633 SC 1 or a hot -dipped galvanized
<br />coating complying with ASTM A153, Class C
<br />or D. The stainless steel HIS -RN inserts conform to
<br />DIN 10088-3. Common threaded rods as per Section 3.2.3,
<br />or bolts, cap screws, and studs conforming to SAE J995,
<br />ASTM A563 C, C3, D, DH, DH3 Heavy Hex, and ASTM
<br />F594 can be used with internally threaded inserts.
<br />3.3 Fully Grouted Concrete Masonry: Fully grouted
<br />concrete masonry must comply with Chapter 21 of the IBC.
<br />The compressive strength of masonry, fm, at 28 days must
<br />be a minimum of 1,500 psi (10.3 MPa). Fully grouted
<br />masonry systems must be constructed from the following
<br />materials:
<br />3.3.1 Concrete Masonry Units (CMUs): CMUs must
<br />be minimum Grade N, Type 1, light-, medium-, or
<br />normal -weight conforming to ASTM C90. The minimum
<br />nominal size of the CMUs must be 8 inches wide by
<br />8 inches high by 16 inches long.
<br />3.3.2 Grout: Grout must comply with 2018 and 2015 IBC
<br />Section 2103.3, 2012 IBC Section 2103.13, and 2009 IBC
<br />Section 2103.12, or 2018 IRC Section R606.2.12, 2015 IRC
<br />Section R606.2.11, 2012 and 2009 IRC Section R609.1.1,
<br />as applicable. Alternatively, the grout must have a minimum
<br />compressive strength, when tested in accordance with
<br />ASTM C1019, equal to its specified strength, but not less
<br />than 2,000 psi (13.8 MPa).
<br />3.3.3 Mortar: Mortar must be Type N (minimum) in
<br />accordance with IBC Section 2103, or 2018 IRC Section
<br />R606.2.8, 2015 IRC Section R606.2.7, or 2012 and 2009
<br />IRC Section R607, as applicable.
<br />3.4 Hollow (Ungrouted) Concrete Masonry: Hollow
<br />concrete masonry must comply with Chapter 21 of the IBC.
<br />The compressive strength of masonry, fm, at 28 days must
<br />be a minimum of 1,500 psi (10.3 MPa). Hollow concrete
<br />masonry walls must be constructed from the following
<br />materials:
<br />3.4.1 Concrete Masonry Units (CMOs): CMUs must
<br />be minimum Grade N, Type 1, light-, medium-, or
<br />normal -weight conforming to ASTM C90. The minimum
<br />nominal size of the CMUs must be 8 inches wide by
<br />8 inches high by 16 inches long.
<br />3.4.2 Mortar: Mortar must be Type N (minimum) in
<br />accordance with IBC Section 2103, or 2018 IRC Section
<br />R606.2.8, 2015 IRC Section R606.2.7 or 2012 and 2009
<br />IRC Section R607, as applicable.
<br />3.5 Hollow Brick Masonry: Hollow brick masonry must
<br />comply with Chapter 21 of the IBC. The compressive
<br />strength of masonry, fm, at 28 days must be a minimum of
<br />3,000 psi (20.7 MPa). Hollow brick masonry walls must be
<br />a minimum of two-wythes in thickness, and constructed from
<br />the following materials:
<br />3.5.1 Brick Masonry Units: Hollow brick masonry must be
<br />constructed using hollow bricks conforming to ASTM C652,
<br />Grade SW. The minimum nominal size of the brick masonry
<br />units must be 35/8 inches (92 mm) wide by
<br />21/4 inches (57 mm) high by 75/8 inches (194 mm) long.
<br />3.5.2 Mortar: Mortar must be Type N (minimum) in
<br />accordance with IBC Section 2103, or 2018 Section
<br />R606.2.8, 2015 Section R606.2.7 or 2012 and 2009 IRC
<br />Section R607, as applicable.
<br />4.0 DESIGN AND INSTALLATION
<br />4.1 Design:
<br />4.1.1 General: Anchors described in this report are
<br />assigned allowable tension and shear load values based on
<br />allowable stress design (ASD), as an alternative to Section
<br />8.1.3 (2018 or 2013 editions) or Section 2.1.4 (2011, 2008
<br />or 2005 editions) of TMS 402/ ACI 530/ ASCE 5, as
<br />applicable, as referenced in Section 2107 of the IBC. For
<br />use under the IRC, an engineered design in accordance
<br />with Section R301.1.3 must be submitted to the code official.
<br />The allowable tension and shear values reported herein
<br />must be adjusted in accordance with Figure 1 for in-service
<br />base -material temperatures in excess of 70°F (21'C).
<br />Anchors installed or cured at temperatures below 23°F (-
<br />5°C) are outside the scope of this report. Allowable tension
<br />and shear loads based on steel strength for threaded rods
<br />are described in Table 10, and for reinforcing bars are
<br />described in Table 11.
<br />Allowable stress design tension and shear load values in
<br />Tables 3A, 313, 5A, 513, 5C and 5D may be used for
<br />resistance to short-term loads such as wind and seismic, in
<br />accordance with Section 5.5 and Table 2 of this report. Use
<br />of the values in the remaining tables for seismic loads is
<br />beyond the scope of this report. Use of the values in the
<br />remaining tables may be used for short-term loading due to
<br />wind forces; however, the allowable loads must not be
<br />increased.
<br />4.1.2 Combined Loading: Allowable loads for anchors
<br />installed in masonry and subjected to combined tension and
<br />shear forces must be determined by the following formula:
<br />('Pt)"
<br />+ \ VtJn 1.0
<br />where:
<br />PS = Applied service tension load (Ibf or kN).
<br />Pt = Allowable service tension load (Ibf or kN).
<br />Vs = Applied service shear load (Ibf or kN).
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