Nu Number: 161

1 Nu Number: 161 Originally Issued: 06/24/2010 Revised: 06/29/2018 Valid Through: 06/30/2019 The product described in this Uniform Evaluation Service (UES) Report has been evaluated as an alternative material, design or method of construction in order to satisfy and comply with the intent of the provision of the code, as noted in this report, and for at least equivalence to that prescribed in the code in quality, strength, effectiveness, fire resistance, durability and safely, as applicable, in accordance with IBC Section This document shall only be reproduced in its entirety. Copyright 2018 by International Association of Plumbing and Mechanical Officials. All rights reserved.

2 Printed in the United States. Ph: 1-877-4 IESRPT Fax: web: 4755 East Philadelphia Street, Ontario, California 91761-2816 USA Page 1 of 221 ASC STEEL DECK STEEL ROOF DECK CSI Section: 05 30 00 Metal Decking 05 31 00 Steel Decking 05 31 23 Steel Roof Decking RECOGNITION The ASC Profiles Steel Roof Decks recognized in this report have been evaluated for use as horizontal or sloped roof decks. The structural properties of the ASC Profiles Steel Roof Decks were evaluated for compliance with the following codes: 2015, 2012, 2009 and 2006 International Building Code (IBC) 2016 and 2013 California Building Code (CBC) Attached supplement LIMITATIONS Use of the ASC Profiles Steel Roof Decks recognized in this report is subject to the following limitations: Special Inspections are required in accordance with 2015 and 2012 IBC Section or 2009 and 2006 IBC Section , Steel Construction.

3 Under the 2015 IBC, special inspections and qualification of welding special inspectors shall be in accordance with the quality assurance inspection requirements of SDI QA/QC. Structural Observation is required in accordance with 2015 IBC Section , 2012 IBC Section , or 2009 and 2006 IBC Section 1710. Fatigue loads, fire-resistance ratings, and acoustical performance are beyond the scope of this report. The steel decks shall not be used in conditions subject to loads that are predominately cyclic in nature unless a registered design professional submits substantiating calculations to the Building Official for approval in accordance with AISI S100 Chapter G. Out-of-Plane loads: Uniform out-of-plane load capacities and reactions at supports may be selected from the tables in this report.

4 For out-of-plane loads exceeding the scope of the tables such as point loads, line loads, distributed concentrated loads, and skip loading conditions the following shall be considered. Out-of-plane load capacities that fall outside the uniform load tables described in Section of this report shall be determined by a registered design professional and submitted to the Building Official for approval. The calculations shall be based on principles of engineering mechanics, section properties for the steel deck panel, and applicable load or load combinations. Reactions at supports and at concentrated loads resulting in load conditions that fall outside the scope of the uniform reactions tables in Section of this report, shall be determined by a registered design professional and submitted to the Building Official for approval.

5 The calculations shall be based on principles of engineering mechanics, web crippling capacities for multi-web steel decks in accordance with the AISI S100, the panel geometry presented in the reactions tables in this report, and applicable load combinations. Load distribution devices such as plates or bars may be required to distribute concentrated loads across the webs of the steel deck to support concentrated loads on the steel deck or hanging from the steel deck. All attachments to the underside of riveted cellular deck and Acustadeck for the support of suspended items shall be made at low flute locations only. The design professional is responsible for verifying that the connection to the low flute material has sufficient capacity to resist the suspended load.

6 The use of the Steel Decks for vertical diaphragms (shear walls) is beyond the scope of this report. Acustadek Options: Distributed loads for spans and deflection limits exceeding the Acustadek load tables shall be permitted based on section properties presented in the tables of this report and where calculations based on equations of engineering mechanics are submitted by the registered design professional and approved by the Building Official. Total Perforation Acustadek : The diaphragm shear for total perforated profile, designated AT , has a reduced shear capacity compared to the non-perforated version of the deck profile. Diaphragm allowable shear, qa, and factored shear, qf, for the non-perforated version of the profile shall be reduced by 15 percent ( and ) for the AT profile.

7 The diaphragm flexibility is the same as the non-perforated profile. Web Perforated Acustadek : The web perforated profile, designated by AW , has the same shear and flexibility as the non-perforated version of the deck profile. Number: 161 Originally Issued: 06/24/2010 Revised: 06/29/2018 Valid Through: 06/30/2019 Page 2 of 221 Cellular Acustadek : The diaphragm and shear flexibility for the flat sheet cellular profile designated A , are the same as the non-perforated version of the deck profile. Non-cellular and Acustadek decks are produced in Fontana California and West Sacramento, California. Cellular decks are assembled in West Sacramento, California.

8 PRODUCT USE General: The ASC Profiles Steel Decks are steel deck panels for use as horizontal or sloped roof decks. The decks comply with requirements in IBC Section and Supporting structural members shall be steel materials complying with AISC 360 or AISI S100. Out-of-Plane Loads: Steel decks may resist out-of-plane loads and in-plane loads as specified in Tables 7, 13, 15, 19, 22, 24, 26, 28, 31, 34, 36, 40, 42, 45, 47, 50, 52, 57, 59, 63, and 65 of this report. Out-of-plane loads include vertical seismic effects, inward loads due to gravity and wind, and outward loads such as wind. In-plane loads include diaphragm shear and axial compression parallel to the flutes.

9 In accordance with ANSI/SDI RD, Standard for Steel Roof Deck, Steel Roof Decks shall be anchored to resist the required net uplift forces, but not less than the following Allowable Stress Design values: a. 45 pounds per square foot ( kPa) for eave overhang. b. 30 pounds per square foot ( kPa) for all other roof areas. Deflections resulting from out-of-plane load shall comply with Section of the IBC. In addition to the loads specified in IBC Chapter 16, deck shall be evaluated for strength under the following minimum construction and maintenance load combinations: a. Allowable Strength Design wdd + Plc (Eq. 1) Where: wdd = weight of steel deck, psf (kPa) Plc = concentrated construction and maintenance live load per unit width of deck section; minimum pounds on a 1-foot width ( kN on a 1-meter width) b.

10 Load and Resistance Factor Design wdd + Plc (Eq. 2) In addition to the service loads specified in IBC Chapter 16, cantilever spans shall be evaluated for strength under the following minimum construction and maintenance load combinations: a. Allowable Strength Design wdd + wlcc + Plc (Eq. 3) Where: wdd = weight of steel deck, psf (kPa) wlcc = uniform construction live load applied to cantilever span and adjacent span, minimum 10 psf ( kPa) Plc = concentrated construction and maintenance live load per unit width of deck section; minimum 200 pounds on a 1-foot width ( kN on a 1-meter width), applied at the end of the cantilever b. Load and Resistance Factor Design wdd + wlcc + Plc (Eq.)