0 Most Widely Accepted and Trusted ICC ES Evaluation Report ICC ES 000 (800) 423 6587 (562) 699 0543 www.icc es.org ESR 3443 Issued 04/2017 This report is subject to renewal 04/2018. DIVISION: 03 00 00 CONCRETE SECTION: 03 15 19 CAST IN CONCRETE ANCHORS SECTION: 03 16 00 CONCRETE ANCHORS REPORT HOLDER: MASON WEST, INC. 1601 EAST MIRALOMA AVENUE PLACENTIA, CALIFORNIA 92870 EVALUATION SUBJECT: MASON WEST MW PAL A CS CONCRETE SLAB INSERT, MW PAL A MD, MW PAL B MD, MW CDI AND MW CDI B CONCRETE ON METAL DECK INSERTS IN CRACKED AND UNCRACKED CONCRETE Look for the trusted marks of Conformity! 2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence A Subsidiary of 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 2018 ICC Evaluation Service, LLC. All rights reserved.
ICC-ES Evaluation Report www.icc-es.org (800) 423-6587 (562) 699-0543 ESR-3443 Issued April 2017 Revised January 2018 This report is subject to renewal April 2018. A Subsidiary of the International Code Council DIVISION: 03 00 00 CONCRETE Section: 03 15 19 Cast-In Concrete Anchors Section: 03 16 00 Concrete Anchors REPORT HOLDER: MASON WEST, INC. 1601 EAST MIRALOMA AVENUE PLACENTIA, CALIFORNIA 92870 (714) 630-0701 www.masonwest.com tnoce@masonwest.com EVALUATION SUBJECT: MASON WEST MW-PAL-A-CS CONCRETE SLAB INSERT, MW-PAL-A-MD, MW-PAL-B-MD, MW-CDI AND MW-CDI-B CONCRETE ON METAL DECK INSERTS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009 and 2006 International Building Code (IBC) 2015, 2012, 2009 and 2006 International Residential Code (IRC) For evaluation for compliance with codes adopted by Los Angeles Department of Building and Safety (LADBS), see ESR-3443 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The MW-PAL-A-CS concrete slab inserts are headed castin specialty inserts used as anchorage in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f c, of 2,500 psi to 10,000 psi (17.2 MPa to 68.9 MPa) to resist static, wind, and seismic tension and shear loads. The MW-PAL-A-MD, MW-CDI and MW-CDI-B are headed cast-in specialty inserts used as anchorage in the soffit of cracked and uncracked normal-weight concrete and sand-lightweight concrete on metal deck having a specified compressive strength, f c, of 3,000 psi to 10,000 psi (20.7 MPa to 68.9 MPa) to resist static, wind, and seismic tension and shear loads. The MW-PAL-B-MD are headed cast-in specialty inserts used as anchorage in the soffit of cracked and uncracked normal-weight concrete and sand-lightweight concrete on metal deck having a specified compressive strength, f c, of 3,000 psi to 10,000 psi (20.7 MPa to 68.9 MPa) to resist static, wind, and seismic tension loads with internal threaded rods; tension and shear loads with external threaded bolts. Reference to inserts in this report refers to the manufactured specialty anchorage products (MW-PAL-A- CS, MW-PAL-A-MD, MW-PAL-B-MD, MW-CDI and MW- CDI-B) used in concrete; reference to steel insert elements refers to threaded rods used with the inserts; reference to anchors or insert anchor system in this report refers to the installed inserts in concrete with threaded rods, where applicable. The insert anchor systems are alternatives to cast-in anchors described in Section 1901.3 of the 2015 IBC, Sections 1908 and 1909 of the 2012 IBC, and Sections 1911 and 1912 of the 2009 and 2006 IBC. The insert anchor system may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 MW-PAL-A-CS, MW-PAL-A-MD, MW-PAL-B-MD, MW-CDI AND MW-CDI-B inserts: The MW-PAL-A-CS, MW-PAL-A-MD, MW-PAL-B-MD, MW-CDI and MW-CDI-B inserts are cast-in concrete inserts. The MW-PAL-A-CS insert consists of a steel internally-threaded headed bolt with a 2 x 4 mounting plate for nailing into the wood formwork. The internal thread is used with threaded rod diameters of 3 / 8 -inch, 1 / 2 - inch, or 5 / 8 -inch. The internally-threaded bolt and mounting plate are manufactured from carbon steel. The insert is illustrated in Figure 1. The internally-threaded insert is manufactured from carbon steel C1010 (Q235) with a minimum 6 μm (0.0002 inch) zinc plating. The MW-PAL-A-MD and MW-PAL-B-MD inserts consist of a steel internally- and externally- threaded headed bolt, outer steel flared locknut, steel flared snap nut, and plastic sleeve. The internal thread is used with threaded rod diameters of 3 / 8 -inch, 1 / 2 -inch, or 5 / 8 -inch for MW-PAL-A- MD, and 3 / 8 -inch and 1 / 2 -inch for MW-PAL-B-MD, and the external thread is 7 / 8 -inch diameter for both MW-PAL-A-MD and MW-PAL-B-MD as illustrated in Figure 2 The threaded bolt, lock nut and snap nut are manufactured from carbon steel C1010 (Q235) with a minimum 6 μm (0.0002 inch) zinc plating. The plastic sleeve is fabricated from nylon or equivalent. The MW-CDI and MW-CDI-B inserts consist of an externally-threaded ASTM A307 Grade A headed bolt 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 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 20
ESR-3443 Most Widely Accepted and Trusted Page 2 of 20 installed within the threaded hole of a 1-1/4 x 12 x 3/16 thick mounting plate. The bolts comply with the geometrical requirements of ACI 318 (-14, -11, 08, and -05) for cast-in headed bolts. The insert is illustrated in Figure 3. The inserts are available in 3 / 8 -inch, 1 / 2 -inch, 5 / 8 -inch, and 3 / 4 -inch diameters. The mounting plate is made from carbon steel C1010 (Q235) with a minimum 6 μm (0.0002 inch) zinc plating. The insert anchor system is comprised of a MW-PAL-A- CS, MW-PAL-A-MD, MW-PAL-B-MD, MW-CDI or MW- CDI-B insert, and a threaded rod and rod coupling, where applicable. The MW-PAL-A-CS insert is attached to the inside face of the wood formwork with (2) nails or screws, with or without use of the pre-drilled holes provided in the 2 x 4 mounting plate. The MW-PAL-A-MD, MW-PAL-B- MD, MW-CDI and MW-CDI-B inserts are installed in a predrilled hole in the metal deck. The MW-PAL-A-MD and MW-PAL-B-MD are knocked or hammered into the hole with sufficient force that the steel flared snap nut goes through the hole in the metal deck. The flared lock nut is subsequently tightened against the top surface of the metal deck to snug tight minimum. The MW-CDI and MW-CDI-B inserts are placed into the pre-drilled hole and the 1-1/4 x12 mounting plate is subsequently screwed to the top surface of the metal deck. Concrete can then be cast over the inserts. 3.2 Steel Insert Elements: Threaded steel rods (allthread) must be threaded into the MW-PAL-A-CS, MW- PAL-A-MD or MW-PAL-B-MD. Table 3 includes design information for several grades of common threaded rod for the applicable diameters. Threaded rods are standard elements that may or may not be supplied with the inserts. 3.3 Concrete: Normal-weight and sand-lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.4 Steel Deck Panels: Steel deck panels must be in accordance with the configuration in Figures 5, 6A, 6B and 7 and have a minimum base steel thickness of 20-gage, 0.035 inch (0.899mm). Steel must comply with ASTM A653/A653M SS Grade 50 and have a minimum yield strength of 50,000 psi (345 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2015 IBC, as well as Section R301.1.3 of the 2015 IRC must be determined in accordance with ACI 318-14 Chapter 17 and this report. Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and Section R301.1.3 of the 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Tables 1, 2, 6 and 7 of this report are based on the 2015 IBC (ACI 318-14) and the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.13. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors,, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for cast-in headed anchors, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC, Section 5.3 of ACI 318-14, or Section 9.2 of ACI 318-11, as applicable, unless noted otherwise in Sections 4.1.3, 4.1.7, and 4.1.8 of this report. Strength reduction factors,, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. The value of f c used in the calculations must be limited to a maximum of 10,000 psi (68.9 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. 4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength in tension, N sa of a single anchor must be calculated in accordance with ACI 318-14 17.4.1 or ACI 318-11 Section D.5.1, as applicable. For the internally threaded MW-PAL-A-CS, MW-PAL-A-MD and MW-PAL-B-MD, the lesser of N sa,rod in Table 3 or N sa,insert provided in Tables 1 and 2 shall be used as the steel strength in tension. For the MW-CDI and MW-CDI-B, the values of N sa,insert in Tables 6 and 7 of this report must be used as the steel strength in tension. Strength reduction factors corresponding to ductile steel shall be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: For all inserts, the nominal concrete breakout strength of a single anchor or group of anchors in tension, N cb or N cbg, respectively, must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318 D.5.2 as applicable for cast-in bolts, with modifications as described in this section, and with Figures 4, 5, 6A, 6B, 7 and 8 of this report, as applicable. The basic concrete breakout strength in tension, N b, must be calculated in accordance with ACI 318-14 17.4.2.2 or ACI 318 D.5.2.2, as applicable, using the values of h ef given in Tables 1, 2, 6 and 7, and k c = 24. For the MW-PAL-A-CS, the value of f c, used in the calculation of N b is limited to a maximum of 3,000 psi in normal-weight concrete and 4,000 psi in sandlightweight concrete. For the MW-PAL-A-MD and MW- PAL-B-MD, the value of f c, used in the calculation of N b is limited to a maximum of 7,500 psi in normal-weight concrete. For the MW-CDI-B, the strength reduction factor,, for concrete breakout shall be taken as 0.45 as noted in Table 7 in lieu of the values in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318 D.5.2.6, as applicable, must be calculated with Ψ c,n = 1.25. For the MW-PAL-A-MD, MW- PAL-B-MD, MW-CDI and MW-CDI-B inserts installed in the soffit of sand-lightweight or normal-weight concrete on steel deck, the contribution of the metal deck strength must be ignored and the calculations of A Nc / A Nco and c a,min (minimum edge distance) must be based on Figures 5, 6A, 6B, 7, and 8. 4.1.4 Static Pullout Strength in Tension: For the MW- PAL-A-CS, MW-PAL-A-MD and MW-PAL-B-MD, the static pullout strength in tension does not control design, and need not be calculated. For the MW-CDI and MW-CDI-B, the pullout strength of a single anchor, N p,deck, for installations in the soffit of lightweight concrete over metal deck assemblies is given in Tables 6 and 7 of this report. 4.1.5 Requirements for Static Side-Face Blowout Strength in Tension: For the MW-PAL-A-CS insert, the
ESR-3443 Most Widely Accepted and Trusted Page 3 of 20 nominal side-face blowout strength of a headed insert, N sb, must be calculated in accordance with ACI 318-14 17.4.4.1 or ACI 318-11 D.5.4.1, as applicable, for the cast-in headed insert, in cracked and uncracked concrete, as applicable. For the MW-PAL-A-MD, MW-PAL-B-MD, MW-CDI and MW-CDI-B inserts installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5, 6A, 6B, 7, and 8, calculation of the concrete side blowout strength is not required. 4.1.6 Requirements for Static Steel Strength in Shear: For all applications that include resistance to shear loading, the largest diameter threaded rod must be used as the steel insert element. For the MW-PAL-A-CS inserts, the nominal steel strength in shear, V sa,insert, of a single MW-PAL-A-CS insert is given in Table 1 of this report. The lesser of V sa,rod in Table 3 or V sa,insert in Table 1 must be used as the steel strength in shear, and must be used in lieu of the values derived by calculation from ACI 318-14, Eq. 17.5.1.2a or 17.5.1.2b; or ACI 318-11, Eq. D-28 or D-29. For the MW-PAL-A-MD, MW-PAL-B-MD, MW-CDI and MW-CDI-B inserts, the nominal steel strength in shear, V sa,deck,lower and V sa,deck,upper, of a single insert, at lower flute and upper flute, respectively, are given in Tables 2, 6 and 7 of this report and must be used in lieu of the values derived by calculation from ACI 318-14, Eq. 17.5.1.2a or 17.5.1.2b; or ACI 318-11, Eq. D-28 or D-29, as applicable. For the MW-PAL-A-MD and MW-PAL-B-MD, the values given in Table 2 are for the insert only. Determination of the shear capacity of the threaded rod inserted into the cast-in insert is the responsibility of the design professional. Shear values for common threaded rods are given in Table 3. 4.1.7 Requirements for Static Concrete Breakout Strength in Shear: For the MW-PAL-A-CS inserts, the nominal concrete breakout strength of a single anchor or group of anchors in shear, V cb or V cbg, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable. The basic concrete breakout strength, V b, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2 based on the values provided in Table 1. The value of l e (=h ef ) and d a used in ACI 318-14 Eq. 17.5.2.2a or ACI 318-11 Eq. D-33 are provided in Table 1. For the MW-PAL-A-MD, MW-PAL-B-MD, MW-CDI and MW-CDI-B inserts installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5, 6A, 6B and 7, calculation of the concrete breakout strength in shear is not required. 4.1.8 Requirements for Static Concrete Pryout Strength in Shear: For the MW-PAL-A-CS inserts, the nominal concrete pryout strength of a single anchor or group of anchors, V cp or V cpg, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable. For the MW-PAL-A-MD, MW-PAL-B-MD, MW-CDI and MW-CDI-B inserts installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck assemblies, as shown in Figures 5, 6A, 6B and 7, calculation of the concrete pry-out strength in shear is not required. 4.1.9 Requirements for Seismic Design: 4.1.9.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318-08 or -05 D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC, as applicable. The nominal concrete breakout strength (for all insert anchors), nominal concrete side-face blowout strength (for the MW-PAL-A-CS insert anchors only) in tension, and nominal concrete breakout strength and pryout strength (for the MW-PAL-A-CS and upper flute MW-PAL-A-MD, MW-PAL-B-MD, MW-CDI and MW-CDI-B insert anchors) in shear, must be calculated in accordance with ACI 318-14 17.4 and 17.5 or ACI 318-11 D.5 and D.6, as applicable. The anchors may be installed in Seismic Design Categories A through F of the IBC. The anchors comply with ACI 318-14 2.3 or ACI 318 D.1 as brittle steel elements and must be designed in accordance with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6, or 17.2.3.7; ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6; or ACI 318-05 D.3.3.4 or D.3.3.5, as applicable. 4.1.9.2 Seismic Tension: For the MW-PAL-A-CS inserts, the nominal steel strength, N sa, of a single anchor must be calculated in accordance with ACI 318-14 Section 17.4.1 or ACI 318-11 Section D.5.1, as applicable, for the threaded rod, N sa,rod,eq, as given in Table 3, not to exceed the corresponding values for the insert, N sa,insert,eq, provided in Table 1; the nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, as described in Section 4.1.3 of this report; the nominal concrete pullout strength in tension is not required; the nominal concrete side-face blowout strength must be calculated in accordance with ACI 318-14 17.4.4.1 and 17.4.4.2 or ACI 318-11 D.5.4.1 and D.5.4.2, as applicable, and Section 4.1.5 of this report. For the MW-PAL-A-MD and MW-PAL-B-MD inserts, the nominal steel strength, N sa, of a single anchor must be calculated in accordance with ACI 318-14 Section 17.4.1 or ACI 318-11 Section D.5.1, as applicable, for the threaded rod, N sa,rod,eq, as given in Table 3, not to exceed the corresponding values of N sa,insert,eq in Table 2; the nominal concrete breakout strength for anchor inserts in tension must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, as described in Section 4.1.3 of this report; the nominal concrete pullout strength and nominal side-face blowout strength calculations in tension are not required. For the MW-CDI and MW-CDI-B inserts, the values of N sa,insert,eq in Tables 6 and 7 of this report must be used as the steel strength in tension; the nominal concrete breakout strength for insert anchors in tension must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, as described in Sections 4.1.3 of this report; the nominal pullout strength of a single anchor, N p,deck,eq, for installations in the soffit of lightweight concrete over metal deck assemblies is given in Tables 6 and 7 of this report; and calculation of the nominal sideface blowout strength in tension is not required. 4.1.9.3 Seismic Shear: For all applications that include resistance to shear loading, the largest diameter threaded rod must be used as the steel insert element.
ESR-3443 Most Widely Accepted and Trusted Page 4 of 20 For the MW-PAL-A-CS inserts, the nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, as applicable, as described in Sections 4.1.7 and 4.1.8 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the nominal steel strength for seismic loads, V sa,eq, must be taken as the threaded steel element strength, V sa,rod,eq, given in Table 3 of this report, not to exceed the corresponding values of V sa,insert,eq, in Table 1. For the MW-PAL-A-MD and MW-PAL-B-MD inserts, calculation of the nominal concrete breakout strength and pryout strength in shear is not required. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, the appropriate value for nominal steel strength for seismic loads, V sa,eq, must be taken as the threaded steel element strength, V sa,rod,eq, given in Table 3 of this report, not to exceed the corresponding values of V sa,deck,lower,eq or V sa,deck,upper,eq, described in Table 2 for lower flute or upper flute, respectively. For the MW-CDI and MW-CDI-B inserts, calculation of the nominal concrete breakout strength and pryout strength in shear is not required. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, the appropriate value for nominal steel strength for seismic loads, V sa,deck,lower,eq or V sa,deck,upper,eq, described in Tables 6 and 7 for lower flute or upper flute, respectively, must be used in lieu of V sa, as applicable. 4.1.10 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the influence of bending on tension values when loaded in shear must be considered. The design engineer must verify the validity of the interaction equation in ACI 318-14 17.6 or ACI 318-11 D.7, as applicable. 4.1.11 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: Requirements on headed cast-in specialty anchor edge distance, spacing, member thickness, and concrete strength must be in accordance with the requirements in ACI 318 as applicable for cast-in bolts. For the MW-PAL-A-MD, MW-PAL-B-MD, MW-CDI and MW-CDI-B inserts installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figures 5, 6A, 6B and 7 and shall have a minimum axial spacing along the flute equal to 3h ef. 4.1.12 Requirements for Critical Edge Distance: The calculation of the critical edge distance, c ac, is not required, since the modification factor cp, N = 1.0 for cast-in anchors in accordance with ACI 318-14 17.4.2.7 or ACI 318-11 D.5.2.7, as applicable. 4.1.13 Lightweight Concrete: For ACI 318-14, ACI 318-11 and 318-08, when inserts are used in all-lightweight or sand-lightweight concrete, the modification factor λ a or λ, respectively, for concrete breakout strength must be taken as 0.85 for sand-lightweight and 0.75 for all-lightweight concrete according to ACI 318-14 17.2.6 (2015 IBC), ACI 318-11 D.3.6 (2012 IBC) or ACI 318-08 D.3.4 (2009 IBC). For ACI 318-05, the values of N b and V b determined in accordance with this report must be modified in accordance with the provisions of ACI 318-05 D.3.4. For the MW-PAL-A-MD, MW-PAL-B-MD, MW-CDI and MW-CDI-B inserts installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, λ a or λ shall be taken as 0.85 and applied to the concrete breakout strength in tension only as applicable. For shear, this reduction is not required. Shear values presented in Tables 2, 6, and 7 are based on use in sand-lightweight concrete and are also valid for normal-weight concrete. Installation details are show in Figures 5, 6A, 6B and 7. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows: T allowable,asd = N n V allowable,asd = V n where: T allowable,asd = Allowable tension load (lbf or kn). V allowable,asd = Allowable shear load (lbf or kn). N n = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N). V n = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N). α = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, α must include all applicable factors to account for non-ductile failure modes and required overstrength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. Examples of allowable stress design values for tension and shear for illustrative purposes are shown in Tables 4, 5, 8 and 9. 4.2.2 Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the influence of bending on tensile stress when loaded in shear with eccentricity must be considered. The design engineer must verify the validity of the interaction equation in ACI 318-14 17.6 or ACI 318-11 D.7, as applicable, as follows: For shear loads V applied 0.2V allowable,asd, the full allowable load in tension must be permitted. For tension loads T applied 0.2T allowable,asd, the full allowable load in shear must be permitted. For all other cases: + 1.2,,
ESR-3443 Most Widely Accepted and Trusted Page 5 of 20 4.3 Installation: For the MW-PAL-A-CS inserts, installation parameters are provided in Table 1 and in Figures 1, 4 and 9A. MW-PAL- A-CS insert must be positioned on wood formwork and attached using (2) nails or screws with our without use of the pre-drilled holes provided in the 2 x 4 mounting plate. From beneath the deck, following the concrete pour and wood form removal, exposed nails or screws must be broken away and an all-thread rod must be screwed into the internal threads of the MW-PAL-A-CS. Rod must be tightened until fully seated in the insert which will result in a minimum thread engagement equal to one rod diameter. For the MW-PAL-A-MD and MW-PAL-B-MD inserts, installation parameters are furnished in Table 2 and in Figures 2, 5, 9B and 9C. A 1-inch diameter hole must be drilled into the top surface of the metal deck with a hole saw and the MW-PAL-A-MD or MW-PAL-B-MD is placed in the hole. The MW-PAL-A-MD or MW-PAL-B-MD is knocked or hammered into the hole with sufficient force that the steel flared snap nut goes through the hole in the metal deck. The flared lock nut is subsequently tightened against the top surface of the metal deck to snug tight minimum. The threaded rod must be inserted through the plastic thread protector and screwed into the MW-PAL-A- MD or MW-PAL-B-MD internal threads. The threaded rod must be tightened until fully seated in the insert which will result in a thread engagement equal to a minimum of one rod diameter. The plastic sleeve may be removed to access the 7/8-inch external threads for use with a standard or reducer coupling and threaded rod or a seismic brace bracket. MW-PAL-A-MD and MW-PAL-B- MD inserts are permitted to be installed in either the upper or the lower flute of the metal deck. MW-PAL-A-MD and MW-PAL-B-MD may be installed using a minimum 16 gage steel placement strap that spans the upper flutes of the metal and is secured in place with steel screws. With the use of the steel placement strap, it can also be installed into the slanted portion of the deck for tension loads only. For installation in the lower flute, the maximum offset from the flute centerline to MW-PAL-A-MD and MW-PAL-B-MD centerline must be no greater than 1 3 / 8 -inch. The plastic sleeve may be removed at any time after insert is secured to the deck. The MW-PAL-A-MD and MW-PAL-B-MD inserts are suitable for installation anywhere across upper flute. For the MW-CDI and MW-CDI-B inserts, installation parameters are furnished in Tables 6 and 7 and in Figures 3, 6A, 6B, 7 and 9D. A hole 1/16 larger than the insert diameter must be drilled into the surface of the metal deck. The threaded bolt portion of the insert is installed into the hole and the steel plate spans the upper flute and is secured in place with steel screws. A threaded rod is attached to the insert with use of a standard or reducer coupling. A seismic brace bracket is attached directly to the insert with use of a full size nut. The insert may be placed anywhere in the deck for tension loads, but is limited to either the entire upper flute or at dimensions specified in Figures 6A, 6B and 7 for shear loads. Installation of all cast-in inserts must be in accordance with this evaluation report and the manufacturers printed installation instructions (MPII) depicted in Figures 9A, 9B, 9C and 9D. In the event of a conflict between this report and the MPII, this report governs. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 or 2012 IBC, or Section 1704.15 and Table 1704.4 of the 2009 IBC, or Section 1704.13 of the 2006 IBC, as applicable. For each type of headed cast-in specialty insert system, the manufacturer must submit inspection procedure to verify proper usage. The special inspector must make periodic inspections during installation of the headed cast-in specialty inserts to verify insert type, insert dimensions, concrete type, concrete compressive strength, insert spacing, edge distances, concrete member thickness, insert embedment, threaded rod embedment into insert, and adherence to the manufacturer s printed installation instructions. The special inspector must be present as often as required in accordance with the statement of special inspection. Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The concrete specialty inserts described in this report are alternatives to what is specified in the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Specialty inserts are limited to dry interior locations. 5.2 Specialty insert sizes, dimensions, minimum embedment depths, and other installation parameters are as set forth in this report. 5.3 Specialty inserts must be installed in accordance with the manufacturer s printed installation instructions (MPII) and this report. In case of conflict, this report governs. 5.4 Specialty inserts must be limited to use in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f' c, of 2,500 psi to 10,000 psi (17.2 MPa to 68.9 MPa) for the MW-PAL-A-CS inserts, and cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a specified compressive strength, f' c, of 3,000 psi to 10,000 psi (20.7 MPa to 68.9 MPa) for the MW-PAL-A-MD, MW- PAL-B-MD, MW-CDI and MW-CDI-B inserts. 5.5 The MW-PAL-B-MD headed cast-in specialty insert for use as anchorage to resist shear loads with internal threaded rods is beyond the scope of this report. 5.6 The values of f' c used for calculation purposes must not exceed 10,000 psi (68.9 MPa). 5.7 The concrete shall have attained its minimum design strength prior to installation of the inserts. 5.8 Strength design values must be established in accordance with Section 4.1 of this report. 5.9 Allowable design values are established in accordance with Section 4.2. 5.10 Specialty insert spacing and edge distance as well as minimum member thickness must comply with ACI 318-14 17.7 or ACI 318-11 Section D.8, as applicable, for cast-in-place headed anchors, and Tables 1, 2, 6, and 7, and Figures 5, 6A, 6B, and 7. 5.11 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed.
ESR-3443 Most Widely Accepted and Trusted Page 6 of 20 5.12 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of the specialty inserts subjected to fatigue or shock loading is unavailable at this time, the use of these inserts under such conditions is beyond the scope of this report. 5.13 Specialty inserts may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f t > f r ), subject to the conditions of this report. 5.14 Specialty inserts may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report. 5.15 Where not otherwise prohibited in the code, inserts are permitted for use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled: Headed cast-in specialty inserts that support a fireresistance-rated envelope or a fire-resistance-rated membrane are protected by approved fireresistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Headed cast-in specialty inserts are used to resist wind or seismic forces only. Headed cast-in specialty inserts are used to support nonstructural elements. 5.16 Special inspection must be provided in accordance with Section 4.4. 5.17 Specialty inserts are manufactured under an approved quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Headed Cast-in Specialty Inserts in Concrete (AC446), including the strength and reliability of anchors in concrete with embedment depths of less than 1.5 inch, dated February 2015 (editorially revised January 2016). 6.2 Geometrical documentation and mechanical properties for the CDI and CDI-B headed bolts. 6.3 Quality control documentation. 7.0 IDENTIFICATION The inserts are identified by packaging labeled with the manufacturer s name (Mason West, Inc.) and contact information, insert name, insert size, and evaluation report number (ICC-ES ESR-3443), The inserts have the letters MW-PAL-A-CS, MW-PAL-A-MD, MW-PAL-B-MD, MW-CDI or MW-CDI-B and the specific part number embossed atop the head of the anchor stud or mounting plate and these are visible for verification. 2 ¾ (MIN) FIGURE 1 MW-PAL-A-CS CAST-IN-PLACE INSERTS, FORM POUR CONCRETE
ESR-3443 Most Widely Accepted and Trusted Page 7 of 20 FIGURE 2 MW-PAL-A-MD (TOP) AND MW-PAL-B-MD (BOTTOM) CAST-IN-PLACE INSERTS, CONCRETE OVER METAL DECKS FIGURE 3 MW-CDI AND MW-CDI-B CAST-IN PLACE INSERTS, CONCRETE OVER METAL DECKS
ESR-3443 Most Widely Accepted and Trusted Page 8 of 20 FIGURE 4 MW-PAL-A-CS INSERTS INSTALLED IN SOFFIT OF FORM POUR CONCRETE FLOOR OR ROOF ASSEMBLIES FIGURE 5 MW-PAL-A-MD AND MW-PAL-B-MD INSERTS INSTALLED IN SOFFIT OF CONCRETE OVER METAL DECK FLOOR OR ROOF ASSEMBLIES 1,2,3,4 FIGURE 6A MW-CDI INSERT INSTALLED IN SOFFIT OF CONCRETE OVER METAL DECK FLOOR OR ROOF ASSEMBLIES WITH MINIMUM 3-1/4 CONCRETE COVER 1,2,3,4
ESR-3443 Most Widely Accepted and Trusted Page 9 of 20 FIGURE 6B MW-CDI-B INSERT INSTALLED IN SOFFIT OF CONCRETE OVER METAL DECK FLOOR OR ROOF ASSEMBLIES WITH MINIMUM 2-1/2 CONCRETE COVER 1,2,3,4 FIGURE 7 MW-CDI-B INSERT INSTALLED IN SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES 1,2,3,4 (The following footnotes apply to Figures 5, 6A, 6B and 7) 1 Deck inserts may be placed in the upper flute or lower flute of the steel deck assembly. Upper flute installations require a minimum 3 / 8 concrete cover above the head of the insert. Inserts in the lower flute may be installed with minimum edge distance as indicated. Inserts in upper flute may be installed anywhere across upper flute. Inserts installed in the slanted portion of the deck profile between upper in lower flutes are limited to tension loads only. 2 Axial spacing along the flute length shall be minimum 3h ef. 3 MW-CDI, MW-CDI-B, MW-PAL-A-MD and MW-PAL-B-MD inserts placed in the upper flute are not subject to metal pan deck dimension limitations or minimum gauge (tension only) limitations. 4 Lower flute installations in flute widths less than indicated are allowed if the following three conditions are met: 1) the application is limited to tension only; 2) insert meets cover requirements in ACI 318-11 D.8 or ACI 318-14, Section 17.7; and 3) applicable edge effects (Ψ ed,n ) are considered. FIGURE 8 IDEALIZATION OF CONCRETE ON DECK FOR DETERMINATION OF CONCRETE BREAKOUT STRENGTH IN ACCORDANCE WITH ACI 318
ESR-3443 Most Widely Accepted and Trusted Page 10 of 20 TABLE 1 MW-PAL-A-CS INSERT DESIGN INFORMATION 1,2,3,4,5,6 DESIGN INFORMATION Symbol Units 3 / 8 ø Threaded Rod ½ ø Threaded Rod 5 / 8 ø Threaded Rod Insert O.D. d a (d o ) 7 in. 7/8 7/8 7/8 (mm) (22.2) (22.2) (22.2) Effective embedment depth h ef in. 2 ¾ 2 ¾ 2 ¾ (mm) (69.9) (69.9) (69.9) Effectiveness factor for concrete breakout k c - 24 24 24 Insert steel characterization - - Brittle Brittle Brittle Modification factor for insert tension strength in uncracked concrete Ψ C,N - 1.25 1.25 1.25 Nominal tension strength of single insert in tension as governed by insert steel strength Nominal seismic tension strength of single insert in tension as governed by insert steel strength N sa,insert N sa,insert,eq lb 6,640 6,640 6,640 (kn) (29.5) (29.5) (29.5) lb 6,640 6,640 6,640 (kn) (29.5) (29.5) (29.5) Nominal steel shear strength of single insert V sa,insert lb (kn) Not Available Not Available 4,610 6 (20.5) Nominal seismic steel shear strength of single insert V sa,insert,eq lb (kn) Not Available Not Available 4,610 6 (20.5) For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 0.006895 MPa. For pound-inch unit: 1 mm = 0.03937 inches. 1 Concrete compressive strength, f' c = 2,500 psi minimum normal weight. Installation must comply with Section 4.3, and Figures 4 and 9A of this report. d o for ACI 318-05. 2 Design of headed cast-in specialty inserts shall be in accordance with the provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable, for cast-in headed anchors. Values are for the insert only. The capacity of the threaded rod must also be determined. See Table 3 for common threaded rod strength information. Concrete breakout strength must be in accordance with Figure 4. 3 Strength reduction factors shall be taken from ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for cast-in headed anchors. 4 Strength reduction factors for load combinations in accordance with ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, governed by steel strength shall taken as 0.65 for tension and 0.60 for shear, corresponding to brittle steel elements. 5 Strengths shown in the table are for the insert in tension or shear only. The design professional is responsible for checking strengths, including rod strength, in tension, shear, bending, and combined tension and shear, as applicable. 6 Largest diameter threaded rod must be used in insert for shear loading. 7 Notation in parenthesis is for the 2006 IBC (ACI 318-05).
ESR-3443 Most Widely Accepted and Trusted Page 11 of 20 TABLE 2 MW-PAL-A-MD AND MW-PAL-B-MD INSERT DESIGN INFORMATION 1,2,3,4,5,6,7,8,9 DESIGN INFORMATION Symbol Units 3 / 8 ø Threaded Rod ½ ø Threaded Rod 5 / 8 ø Threaded Rod 11 10 in. 7/8 7/8 7/8 Insert O.D. d a (d o ) (mm) (22.2) (22.2) (22.2) Effective embedment depth h ef in. 2 2 2 (mm) (50.8) (50.8) (50.8) Effectiveness factor for concrete breakout k c - 24 24 24 Insert steel characterization - - Brittle Brittle Brittle Modification factor for insert tension strength in uncracked concrete Ψ C,N - 1.25 1.25 1.25 Nominal tension strength of single insert in tension as governed by insert steel strength Nominal seismic tension strength of single insert in tension as governed by insert steel strength Nominal steel shear strength of single insert in the soffit of concrete on metal deck, lower flute 5,7,8 N sa,insert N sa,insert,eq V sa,deck,lower lb 6,640 6,640 6,640 (kn) (29.5) (29.5) (29.5) lb 6,640 6,640 6,640 (kn) (29.5) (29.5) (29.5) lb 2,980 Not Available Not Available (kn) (13.3) Nominal steel shear strength of single insert in the soffit of concrete on metal deck, upper flute 7.9 Nominal seismic steel shear strength of single insert in the soffit of concrete on metal deck, lower flute 5,7,8 Nominal seismic steel shear strength of single insert in the soffit of concrete on metal deck, upper flute 7,9 V sa,deck,upper V sa,deck,lower,eq V sa,deck,upper,eq lb 6,340 Not Available Not Available (kn) (28.2) lb Not Available Not Available 2,980 (kn) (13.3) lb 6,340 Not Available Not Available (kn) (28.2) For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 0.006895 MPa. For pound-inch unit: 1 mm = 0.03937 inches. 1 Concrete compressive strength, f' c = 3000 psi minimum sand-lightweight. Installation must comply with Section 4.3, and Figures 5, 9B and 9C of this report. d o for ACI 318-05. 2 Design of headed cast-in specialty inserts shall be in accordance with the provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable, for cast-in headed anchors. Values are for the insert only. The capacity of the threaded rod must also be determined. See Table 3 for common threaded rod strength information. Concrete breakout strength must be in accordance with Figures 5 and 8. 3 Strength reduction factors shall be taken from ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for cast-in headed anchors. 4 Strength reduction factors for load combinations in accordance with ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, governed by steel strength shall taken as 0.65 for tension and 0.60 for shear, corresponding to brittle steel elements. 5 Strength reduction factors for V sa,deck,lower for load combinations in accordance with ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are governed by concrete breakout strength and shall taken as 0.70 for shear, corresponding to concrete breakout. 6 Strengths shown in the table are for the insert in tension or shear only. The design professional is responsible for checking strengths, including rod strength, in tension, shear, bending, and combined tension and shear, as applicable. 7 Largest diameter threaded rod must be used in insert for shear loading. 8 For the MW-PAL-A-MD and MW-PAL-B-MD, V sa,deck,lower and V sa,deck,lower,eq is 3,965 pounds (17.6 KN) for shear through the outer 7 / 8 -inch diameter nozzle (outside diameter), directly above the concrete. 9 For the MW-PAL-A-MD and MW-PAL-B-MD, V sa,deck,upper and V sa,deck,upper,eq is 8,800 pounds (39.2 KN) for shear through the outer 7 / 8 -inch diameter nozzle (outside diameter), directly above the concrete. 10 Notation in parenthesis is for the 2006 IBC (ACI 318-05). 11 Applicable to the MW-PAL-A-MD inserts only.
ESR-3443 Most Widely Accepted and Trusted Page 12 of 20 TABLE 3 STEEL DESIGN INFORMATION FOR COMMON THREADED ROD ELEMENTS USED WITH MW-PAL-A-CS, MW-PAL-A-MD AND MW-PAL-B-MD CONCRETE INSERTS 1,2,3,4 DESIGN INFORMATION SYMBOL UNITS 3 / 8 -inch 1 / 2 -inch 5 / 8 -inch 5 Threaded rod nominal outside diameter d rod in. (mm) 0.375 (9.5) 0.500 (12.7) 0.625 (15.9) in 2 Threaded rod effective cross-sectional area A se (mm 2 ) 0.078 (50) 0.142 (92) 0.226 (146) Nominal tension strength of threaded rod in tension as governed by steel strength for static or seismic loading ASTM A36 N sa,rod,a36 or N sa,rod,eq,a36 lb (kn) 4,525 (20.0) 8,235 (36.6) 13,110 (58.3) Nominal shear strength of threaded rod in shear as governed by steel strength for static loading Nominal shear strength of threaded rod in shear as governed by steel strength for seismic loading ASTM A36 V sa,rod,a36 V sa,rod,eq,a36 lb (kn) lb (kn) N/A 6 N/A 6 7,860 (35.0) N/A 6 N/A 6 5,505 (24.5) For SI: 1 inch = 25.4 mm, 1 pound = 0.00445 kn, 1 in 2 = 645.2 mm 2. For pound-inch unit: 1 mm = 0.03937 inches. 1 Values provided for steel element material types, or equivalent, based on minimum specified strength; N sa,rod and V sa,rod calculated in accordance with ACI 318-14 Eq. (17.4.1.2) and Eq. (17.5.1.2b) or ACI 318-11 Eq. (D-2) and Eq. (D-29), as applicable, respectively. V sa,rod,eq must be taken as 0.7V sa,rod. Materials of other strengths may be used and calculated in similar manner. 2 ϕn sa shall be the lower of the ϕn sa,rod or ϕn sa,insert for static steel strength in tension; for seismic loading ϕn sa,eq shall be the lower of the ϕn sa,rod,eq or ϕn sa,insert,eq. 3 ϕv sa shall be the lower of the ϕv sa,rod or ϕv sa,insert for static steel strength in tension; for seismic loading ϕv sa,eq shall be the lower of the ϕv sa,rod,eq or ϕv sa,insert,eq. 4 Strength reduction factors shall be taken from ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for steel elements. Strength reduction factors for load combinations in accordance with ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, governed by steel strength of ductile steel elements shall be taken as 0.75 for tension and 0.65 for shear. The value of ϕ applies when the load combinations of Section 1605.2 of the IBC or ACI 318 Section 9.2 are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of ϕ must be determined in accordance with ACI 318-11 D.4.4. 5 Applicable to the MW-PAL-A-MD and MW-PAL-A-CS inserts only. 6 N/A = not applicable for use with inserts. TABLE 4 EXAMPLE ASD ALLOWABLE TENSION DESIGN VALUE (lbs) FOR MW-PAL-A-CS, MW-PAL-A-MD AND MW-PAL-B-MD FOR ILLUSTRATIVE PURPOSES 1,2,3,4,5,6,7,8,9 INSERT TYPE 3 / 8 Threaded Rod ½ Threaded Rod 5 / 8 Threaded Rod MW-PAL-A-CS 2,295 3,235 3,235 MW-PAL-A-MD (at Lower Flute) MW-PAL-B-MD (at Lower Flute) MW-PAL-A-MD (at Upper Flute) MW-PAL-B-MD (at Upper Flute) 965 965 965 965 965 Not Available 1,865 1,865 1,865 1,865 1,865 Not Available For SI: 1 pound = 4.45 N, 1 psi = 0.00689 MPa, 1 psi = 0.00689 MPa. For pound-inch unit: 1 inch = 25.4 mm. 1 Concrete f' c = 2,500 psi normal weight concrete for MW-PAL-A-CS insert; f' c = 3,000 psi sand light-weight or normal concrete for MW-PAL-A- MD and MW-PAL-B-MD inserts at lower flute. Threaded rod strength ASTM A36 or higher provided. Installation must comply with Section 4.3 in accordance to Figures 4 and 9A for MW-PAL-A-CS inserts, and Figure 5 and 9B for MW-PAL-A-MD and MW-PAL-B-MD inserts. 2 Single anchors with static tension load. 2 Concrete determined to remain uncracked for the life of the anchorage. 3 Load combinations from ACI 318-14 5.3 or ACI 318-11 Section 9.2, as applicable, (no seismic loading). 4 30% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. 5 Calculation of the weighted average for α = 0.3*1.2 + 0.7*1.6 = 1.48. 6 Assuming no edge distance influence with Ψ ed,n = 1.0 and no side-face blowout in tension for MW-PAL-A-CS and upper flute MW-PAL-A-MD and MW-PAL-B-MD. 7 Edge distance Ψ ed,n = 0.7+0.3c a,min /1.5h ef = 0.8 for lower flute MW-PAL-A-MD and MW-PAL-B-MD inserts, see Figure 5 with 3 7 / 8 -inch lower flute width. 8 h h min according to ACI 318-14 17.7 and ACI 318-11 Section D.8. 9 Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3 is not provided.
ESR-3443 Most Widely Accepted and Trusted Page 13 of 20 TABLE 5 EXAMPLE ASD ALLOWABLE SHEAR DESIGN VALUE (lbs) FOR MW-PAL-A-CS, MW-PAL-A-MD AND MW-PAL-B-MD FOR ILLUSTRATIVE PURPOSES 1,2,3,4,5,6,7,8,9 INSERT TYPE 3 / 8 Threaded Rod ½ Threaded Rod 5 / 8 Threaded Rod Insert Nozzle ( 7 / 8 -inch Outside Diameter) MW-PAL-A-CS Not Available Not Available 2025 Not Available MW-PAL-A-MD (at Lower Flute) MW-PAL-B-MD (at Lower Flute) MW-PAL-A-MD (at Upper Flute) MW-PAL-B-MD (at Upper Flute) Not Available Not Available 1410 1,875 Not Available Not Available Not Available 1,875 Not Available Not Available 2,570 3,565 Not Available Not Available Not Available 3,565 For SI: 1 pound = 4.45 N, 1 psi = 0.00689 MPa, 1 psi = 0.00689 MPa. For pound-inch unit: 1 inch = 25.4 mm. 1 Concrete f' c = 2,500 psi normal weight concrete for MW-PAL-A-CS insert; f' c = 3,000 psi sand light-weight or normal concrete for MW-PAL-A-MD and MW-PAL-B-MD inserts in metal deck. Threaded rod strength ASTM A36 or higher provided. Installation must comply with Section 4.3 in accordance to Figures 4 and 9A for MW-PAL-A-CS inserts, and Figure 5 and 9B for MW-PAL-A-MD and MW-PAL-B-MD inserts. 2 Single anchors with static shear load. 2 Concrete determined to remain uncracked for the life of the anchorage. 3 Load combinations from ACI 318-14 5.3 or ACI 318-11 Section 9.2, as applicable, (no seismic loading). 4 30% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. 5 Calculation of the weighted average for α = 0.3*1.2 + 0.7*1.6 = 1.48. 6 Assuming no need for checking concrete breakout in shear calculation for the MW-PAL-A-CS with edge distance c a1 large enough so V b does not control. 7 h h min according to ACI 318-14 17.7 and ACI 318 Section D.8. 8 Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3 is not provided. 9 The influence of bending on tensile stress when loaded in shear with eccentricity for 5 / 8 ø threaded rods must be considered; see Section 4.1.10. TABLE 6 MW-CDI INSERT DESIGN INFORMATION 1,2,3,4,5,6 DESIGN INFORMATION Symbol Units CDI-38 CDI-50 CDI-63 CDI-75 Insert O.D. d a (d o ) 7 in. 3/8 1/2 5/8 3/4 (mm) (9.52) (12.7) (15.9) (19.1) Effective embedment depth h ef in. 2.0 2.0 2.0 2.0 (mm) (50.8) (50.8) (50.8) (50.8) Insert steel characterization - - Ductile Ductile Ductile Ductile Modification factor for insert tension strength in uncracked concrete Nominal pullout strength in tension, cracked concrete Nominal seismic pullout strength in tension, cracked concrete Nominal tension strength of single insert in tension as governed by steel strength Nominal seismic tension strength of single insert in tension as governed by steel strength Nominal steel shear strength of single insert in the soffit of concrete on metal deck, lower flute 6 Ψ C,N - 1.25 1.25 1.25 1.25 N p,deck,cr N p,deck,eq N sa,insert N sa,insert,eq V sa,deck,lower lb 2,950 5,240 N/A N/A (kn) (13.1) (23.3) N/A N/A lb 2,950 5,240 N/A N/A (kn) (13.1) (23.3) N/A N/A lb 5,335 9,200 14,175 22,610 (kn) (23.7) (40.9) (63.1) (100.6) lb 5,335 9,200 14,175 22,610 (kn) (23.7) (40.9) (63.1) (100.6) lb 3,040 4,955 6,015 6,015 (kn) (13.5) (22.0) (26.8) (26.8) Nominal steel shear strength of single insert in the soffit of concrete on metal deck, for seismic loading, lower flute 6 V sa,deck,lower,eq lb 3,040 4,955 6,015 6,015 (kn) (13.5) (22.0) (26.8) (26.8) For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 0.006895 MPa. For pound-inch unit: 1 mm = 0.03937 inches. 1 Concrete compressive strength, f' c = 3000 psi minimum sand-lightweight. Installation must comply with Section 4.3, and Figures 6A and 9D of this report. d o for ACI 318-05. 2 Design of headed cast-in specialty inserts shall be in accordance with the provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable, for cast-in headed anchors. Values are for the insert only. The capacity of the threaded rod must also be determined. See Table 3 for common threaded rod strength information. Concrete breakout strength must be in accordance with Figures 6A and 8. 3 Strength reduction factors shall be taken from ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for cast-in headed anchors. 4 Strength reduction factors for load combinations in accordance with ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, governed by steel strength shall taken as 0.75 for tension and 0.65 for shear, corresponding to ductile steel elements. 5 Strengths shown in the table are for the insert in tension or shear only. The design professional is responsible for checking strengths, including rod strength, in tension, shear, bending, and combined tension and shear, as applicable. 6 The characteristic pullout capacity for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f c /3,000) 1/2 psi or f c /20.7) 1/2 MPa. 7 Notation in parenthesis is for the 2006 IBC (ACI 318-05).