ER-5409 - NCI Building Systems, L.P

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ER-5409P

LEGACY REPORT ICC Evaluation Service, Inc.

Reissued March 1, 2005

Business/Regional Office # 5360 Workman Mill Road, Whittier, California 90601 # (562) 699-0543 Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599-9800 Regional Office # 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 # (708) 799-2305

www.icc-es.org

Legacy report on the 1997 Uniform Building Code™ DIVISION: 05—METALS Section: 05310—Steel Deck Section: 05400—Cold-Formed Metal Framing Section: 05410—Load-Bearing Metal Studs STEEL ROOF, WALL AND FLOOR PANELS, AND COLDFORMED STEEL STRUCTURAL SECTIONS NCI BUILDING SYSTEMS, L.P. 14031 WEST HARDY HOUSTON, TEXAS 77060

2.1.1 Design:

A&S OLD HIGHWAY 25 WEST CARYVILLE, TENNESSEE 37714 MBCI, L.P. 14031 WEST HARDY HOUSTON, TEXAS 77060 MESCO HIGHWAY 114 WEST & 400 NORTH KIMBALL SOUTH LAKE, TEXAS 76092 METALLIC/MIDWEST 7301 FAIRVIEW HOUSTON, TEXAS 77240 1.0 SUBJECT Steel Roof, Wall and Floor Panels, and Cold-formed Steel Structural Sections. 2.0 DESCRIPTION 2.1

Steel sections are formed from steel having a minimum 50,000 psi (345 MPa) yield strength, complying with ASTM A 653 designation SS Grade 50 Class 1, ASTM A 570 Grade 50 or ASTM A 607-92 Grade 55 for all steel thicknesses. The steel has a G 90 galvanized or red oxide coating. The C, Z and Eave Strut section designations and configurations, and section, torsional and bending and axial properties, are set forth in the specific tables and pages of the handbook noted in Section 2.1.1.5 of this report.

C, Z and Eave Struts:

The C, Z and Eave Struts are prepunched cold-formed steel stud and joist sections conforming to Chapter 22, Division VII, of the 1997 Uniform Building Code™. The C, Z and Eave Struts are roll-formed in various depths and configurations, with the following minimum base-steel thicknesses used in design: THICKNESS (gage)

(inch)

DESIGN THICKNESS (mm)

16 15 14 13 12

0.059 0.065 0.070 0.085 0.105

1.50 1.65 1.78 2.16 2.67

2.1.1.1 Load-bearing Stud Walls: Allowable axial loads are based on the compression flange being braced at the specified lateral support distance. Allowable loads also assume the use of plates or clips at supports; the plates or clips effectively transfer loads directly to the centroid of the member. Axial load values are noted starting on pages II-G-1, II-H-1, III-G-1, III-H-1, V-G-1, VI-G-1 and VII-G-1 of the handbook noted in Section 2.1.1.5. Combined shear and bending, or axial and bending loads, are as noted in the tables of the handbook noted in Section 2.1.1.5. 2.1.1.2 Joists: The allowable loads for C- and Z-sections for various spans are listed in the simple span tables on pages II-I-1 through II-I-10 and III-I-1 through III-I-7 of the handbook noted in Section 2.1.1.5. The values are valid only if both flanges are continuously supported laterally with decking or a positive bracing system. Sections must be checked for web crippling when members are bearing directly onto the supports. See web crippling tables on pages II-F-1, III-F-1, VF-1, VI-F-1 and VII-F-1 of the handbook noted in Section 2.1.1.5. 2.1.1.3 Roof Purlins and Wall Girts: Multiple span load tables for Z-sections are listed on pages III-J-1 through III-0135 of the handbook noted in Section 2.1.1.5. These values are valid only if both flanges are continuously supported laterally with decking or a positive bracing system. Sections must be checked for web crippling when members are bearing directly onto the supports. See web crippling tables on page III-G-1 of the handbook noted in Section 2.1.1.5. 2.1.1.4 Eave Struts: The allowable loads for Eave Struts for various spans are listed in the simple span tables on pages V-H-1, VI-H-1 and VII-H-1 of the handbook noted in Section 2.1.1.5. The values are valid only if the compression flange is continuously supported laterally with decking or a positive bracing system. Sections must be checked for web crippling when members are bearing directly onto the supports. See web crippling tables V-F-1, VI-F-1 and VII-G-1 of the handbook noted in Section 2.1.1.5.

ICC-ES legacy 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, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report.

Copyright © 2005

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ER-5409P

2.1.1.5 Tables and Notes: Specific tables and notes in the handbook entitled “Light Gage Structural Steel Framing System Design Handbook,” dated October 15, 1998, published by the Light Gage Structural Institute (LGSI), are part of this report and must be available to the building official at the jobsite. The handbook is available directly from NCI Building Systems, Inc. Only the following tables and general notes are considered as part of this report: ITEM

PAGE NUMBERS

Table of Contents

—

Part I, General Information and Definitions

I-A-1 through I-A-2

Part I, Lateral Stability

I-B-1 through I-B-4

Part II, C-Section Properties and Capacities

II-A-1 through II-1-10

Part III, Z-Section Properties and Capacities

III-A-1 through III-0-135

Part V, Universal Eave Strut Properties and Capacities

V-A-1 through V-H-3

Part VI, Single Slope Eave Strut Properties and Capacities

VI-A-1 through VI-H-8

Part VII, Double Slope Eave Strut Properties and Capacities

VII-A-1 through VII-H-8

Note: Refer to General Notes for C, Z and Eave Strut Tables. General Notes for C, Z and Eave Struts: 1. General: a. Computations are based on the Specifications for Design of Cold-formed Steel Structural Members, 1996 edition, published by the American Iron and Steel Institute (AISI), using allowable stress design (ASD) provisions. b. Structural properties for effective moments of inertia (Ie) are determined by using Procedure I for deflection determination at the allowable moment (Ma), in accordance with Section C3.1.1 of the 1996 edition of the AISI specifications. c. When determining the gross section properties, and bending and axial properties of the C sections and Z sections, the through-fastened provisions noted on page1-B-1 of the LGSI handbook have been considered. Refer to Section C3.1.3 of the 1996 edition of the AISI Specification. d. Appropriate factors of safety in accordance with the 1996 edition of the AISI specifications, ASD provisions, or page I-C-2 of the LGSI Handbook have been applied to the specific load conditions. e. Capacities were computed assuming the use of plates or clips at supports, which will effectively transfer loads directly to the web of the member. If sections are to bear directly on the supports, the sections must be checked for web crippling. 2. Torsional: a. Torsional properties are used to compute laterally braced strength of sections. Refer to Section C3.1.2 of the 1996 edition of the AISI specifications. 3. Bending and Axial Properties: a. The effective section modulus, Se, noted in the bending and axial properties, noted on the “C” section pages of the LGSI Handbook noted in Section 2.1.1.5 of this report, is computed using effective widths of elements based on sections. Refer to Sections B2, B3 and B4 of the 1996 edition of the AISI specifications. b. The compressive axial strength for through-fastened Ptf noted in the bending and axial properties noted on the “C” section page is the compressive axial strength

for sections having one flange attached to a qualifying deck or sheathing with qualifying fasteners. Ptf is computed assuming the fasteners are centered on the flange. Refer to Section C4.4 of the 1996 edition of the AISI specifications. 4. Combined Shear and Bending: a. Combined shear and bending capacities are for combined shear and bending in the absence of axial load. b. Values in the combined shear and bending and combined axial and bending tables are for sections supported laterally at both flanges, for their full length. c. The applied shear and bending forces for each section must each be less than the paired values of shear, V, and moment, M, noted in the combined shear and bending tables. 5. Combined Axial and Bending: a. The applied combined axial and bending forces for each section must each be less than the paired values of axial load, P, and moment, M, noted in the combined axial and bending tables. b. The distance between major-axis supports for the section must not exceed the buckling length, KLX, noted on page I-B-6 of the LGSI Handbook. 6. Web Crippling: a. Web-crippling loads are in accordance with Section C3.4 of the 1996 AISI specification. b. Web-crippling end values are applicable when the location of the load or reaction is at a distance of at least 1.5 times the section depth (1.5h) from the end of the bearing support. c. Capacities assume the opposing loads are separated by a distance greater than 1.5 times the section depth. 7. Axial Capacities: a. Axial capacities are allowable concentric loads in the absence of bending moment. b. Axial capacities are for sections supported laterally at the distances specified in the table. c. Distance between major axis supports must not exceed the buckling length, KLX, on page 1-B-6 of the LGSI Handbook. 8. Simple Span Capacities: a. Simple-span capacities are based on total (dead and live) loads uniformly distributed and in the absence of axial load. The weight of the section has not been subtracted from these values. b. Transverse load span capacities are based on sections being supported laterally at both flanges, for their full length. c. In simple-span conditions, the deflection values are the amount of deflection that occurs when the full allowable transverse load is applied. For applications with special deflection requirements, it may be necessary to adjust the allowable capacities. 9. Continuously Braced Capacities: a. Continuously braced capacities are total (dead and live) loads that can be supported by the section in the absence of axial load. The weight of the section has not been subtracted from these values.

Page 3 of 28 b. Transverse load span capacities are based on sections being supported laterally at both flanges, for their full length. c. The values for continuously braced capacities are computed assuming the sections are continuous over the designated number of spans, with lap conditions as specified at all interior supports in the continuously braced capacities table. d. The lap conditions and rotation for the C, Z and Eave Struts are shown on pages I-C-1 and I-C-2 of the handbook noted in Section 2.1.1.5 of this report. e. In multiple-span conditions, the deflection values are the amount of deflection that occurs when the full allowable load is applied. For applications with special deflection requirements, it may be necessary to adjust the allowable capacities. 10. Laterally Braced Capacities: a. Laterally braced capacities are total (dead and live) loads that can be supported by the section in the absence of axial load. b. Laterally braced capacities are based on sections being supported laterally at both flanges at a distance no greater than Ly. c. The values for laterally braced capacities are computed assuming the sections are continuous over the designated number of spans, with lap conditions as specified at all interior supports in the laterally braced capacities table. d. In the region between the interior support and the inflection point, the bending strength is computed using a lateral brace distance equal to the smaller of Ly and the distance from the support to the inflection point. Refer to pages I-B-5 and I-B-6 of the LGSI Handbook. e. In multiple-span conditions, the deflection values are the amount of deflection that occurs when the full allowable load is applied. For applications with special deflection requirements, it may be necessary to adjust the allowable capacities. Parts IV, VIII, IX and A-1 are not part of this evaluation report. 2.2

“R” and “U” Roof Panels:

The “R” and “U” panels are cold-formed from steel conforming to the product specifications and thicknesses noted in Table 1. The steel is AZ50 aluminum-zinc-alloy coated (galvalume). The sheet steel is available in its bare galvalume state, or coated with a primer followed by a silicone polyester or a premium fluorocarbon finish on both sides. The panels are manufactured in cut-to-order lengths and a 36-inch (914 mm) width. They are available in various colors. Standard or custom trim components for eaves, ridges, and valleys are available. See Figure 1 for “R” panel profile and Figure 2 for “U” panel profile. 2.2.1 Design: 2.2.1.1 General: The panels’ section properties are noted in Table 3 of this report. The allowable reactions based on web crippling are noted in Table 4 of this report. The allowable uniform loads for the “R” panel and the “U” panel are noted in Tables 5 and 6, respectively. 2.2.1.2 Diaphragm: The diaphragm shear strength and shear stiffness factors for the “R” and “U” panels are shown in Tables 7 through 16. Panel end and interior support fastener patterns are shown in Figure 3. Shear diaphragm

ER-5409P deflection is computed in accordance with the equation in Table 17. See Table 18 for diaphragm stiffness limitations. 2.2.2 Installation: The “R” and “U” panels are attached to end structural supports and intermediate steel supporting members using minimum No. 12 by 14 by 3/4-inch-long (19.1 mm) hex washerhead (HWH), self-drilling, self-tapping, corrosion-resistant steel screws. The screws are supplied by NCI, LP. The screw fasteners have a 0.092-inch (4.9 mm) shank diameter and a 3/8-inch-diameter (9.5 mm) hex washerhead. The fasteners are installed at end and intermediate supports, using the corresponding number of fasteners and the fastener pattern shown in Figure 3. Panels installed perpendicular to structural members, as shown in Figure 4, are attached at the side laps, using minimum 1/4-14 by 7/8-inch-long (22 mm), TEK corrosion-resistant screws or minimum No. 12-14 by 3/4-inch-long (19.1 mm), TEK corrosion-resistant steel screws for the “R” panel or the “U” panel, respectively. The panel side lap fasteners are spaced at the maximum spacing of 12 inches (305 mm) or 20 inches (508 mm) on center as noted in Tables 7 through 16. See Figure 4 for typical installation details. 2.3

BattenLok Roof and Wall Panels:

The BattenLok panels are cold-formed from steel conforming to the product specifications and thicknesses noted in Table 1. The steel is AZ50 aluminum-zinc-alloy coated (galvalume). The sheet steel is used in its bare galvalume state, or coated with a primer followed by a silicone polyester or a premium fluorocarbon finish on both sides. The panels have 3/4-inchwide (19 mm) ribs and are manufactured in cut-to-order lengths and 12- and 16-inch nominal widths. They are available in various colors. Standard or custom trim components for eaves, ridges, and valleys are available. See Figures 5 and 6 for panel profiles. Panel section properties are noted in Tables 19A and 20A, and allowable uniform loads are noted in Tables 19B and 20B. Roof panel flashing and trim are installed in accordance with the booklet entitled “MBCI BattenLok Design/Installation Manual,” dated April 26, 1999. BattenLok panels are installed at a minimum 1/2:12 slope. BattenLok panels used as wall panels are installed over solid substrate or open framing. 2.4

SuperLok Roof Panels:

The SuperLok roof panels are cold-formed from steel conforming to the product specifications and thicknesses noted in Table 1. The steel is AZ50 aluminum-zinc-alloy coated (galvalume). The sheet steel is used in its bare galvalume state, or coated with a primer followed by a silicone polyester or a premium fluorocarbon finish on both sides. The panels have 7/16-inch-wide (11.1 mm) ribs and are manufactured in cut-to-order lengths and 12- and 16-inch nominal widths. They are available in various colors. Standard or custom trim components for eaves, ridges, and valleys are available. See Figures 7 and 8 for panel profiles. Panel section properties are noted in Tables 21A and 22A, and allowable uniform loads are noted in Tables 21B and 22B. Roof panel flashing and trim are installed in accordance with the booklet entitled “MBCI SuperLok Design/Installation Information Manual,” dated March 8, 1999. SuperLok panels are installed at a minimum 1/2:12 slope. 2.5

Ultra-Dek 124 Roof Panels:

The Ultra-Dek roof panels are cold-formed from steel conforming to the product specifications and thicknesses noted in Table 1. The steel is AZ50 aluminum-zinc-alloy coated (galvalume). The sheet steel is used in its bare galvalume state, or coated with a primer followed by a silicone polyester or a premium fluorocarbon finish on both sides. The panels are manufactured in cut-to-order lengths and 12-, 18-

Page 4 of 28 and 24-inch nominal widths. They are available in various colors. Standard or custom trim components for eaves, ridges, and valleys are available. See Table 23 for panel profiles. Panel section properties are noted in Table 23, and allowable uniform loads are noted in Tables 24, 25 and 26. Roof panel flashing and trim are installed in accordance with the booklet entitled “MBCI Ultra-Dek Technical/Erection Information,” dated July 1, 1999. Ultra-Dek roof panels are installed at a minimum 1/4:12 slope. 2.6

ER-5409P 4.2

The allowable loads and spans for the C, Z and Eave strut members are as set forth in the tables in the referenced “Light Gage Structural Steel Framing System Design Handbook,” cited in Section 2.1.1.5 of this report. The architect or engineer of record submits to the building official, for approval, calculations demonstrating that the applied loads comply with this report.

4.3

The handbook entitled “Light Gage Structural Steel Framing System Design Handbook,” dated October 15, 1998, published by the Light Gage Structural Institute, is to be used in conjunction with this report. The handbook must be available to the building official upon request. The handbook is available directly from NCI Building Systems, Inc.

4.4

Panel and cold-formed-steel structural section reactions resulting from allowable heights and spans noted in the tables must be checked for web crippling as noted in the tables of this report and in accordance with Section C3.4 of the document entitled “Specifications for Design of Cold-formed Steel Structural Members,” 1996 edition, published by the American Iron and Steel Institute (AISI), and the 1986 edition (with December 1989 Addendum) as referenced in Chapter 22, Division VII, of the UBC.

4.5

Uncoated minimum steel thickness of members is at least 95 percent of the thickness used in design.

4.6

Where “R” and “U” panels are used as diaphragms:

Double-Lok124 Roof Panels:

The Double-Lok roof panels are cold-formed from steel conforming to the product specifications and thicknesses noted in Table 1. The steel is AZ50 aluminum-zinc-alloy coated (galvalume). The sheet steel is used in its bare galvalume state, or coated with a primer followed by a silicone polyester or a premium fluorocarbon finish on both sides. The panels are manufactured in cut-to-order lengths and 12-, 18and 24-inch nominal widths. They are available in various colors. Standard or custom trim components for eaves, ridges, and valleys are available. See Table 27 for panel profiles. Panel section properties are noted in Table 27, and allowable uniform loads are noted in Tables 28, 29 and 30. Roof panel flashing and trim are installed in accordance with the booklet entitled “MBCI Double-Lok Technical/Erection Information,” dated July 1, 1999. Double-Lok roof panels are installed at a minimum 1/4:12 slope. 2.7

Identification:

Each stud is identified with the manufacturer’s logo, stud type, minimum bare-metal (uncoated thickness) and the ICBO ES evaluation report number (ICBO ES ER-5409P). Each bundle of panels bears an identification label with the manufacturer’s name (see list in Table 2), the panel type, the panel minimum bare-steel (uncoated) thickness, and the ICBO ES evaluation report number (ICBO ES ER-5409P), in accordance with Section 2203.3 of the UBC.

4.6.1 The one-third increase in stress (or 0.75 reduction of required forces) permitted for Allowable Stress Design, for load combinations containing wind or seismic forces, shall not be used for shear values in the diaphragm tables.

3.0 EVIDENCE SUBMITTED

4.6.2 Allowable diaphragm shear values are set forth in Tables 7 through 16.

Descriptive details; engineering calculations; computer printouts; data in accordance with the ICBO ES Acceptance Criteria for Steel Studs, Joists and Tracks (AC46), dated January 2001, and applicable portions of the ICBO ES Acceptance Criteria for Steel Decks (AC43), dated July 1996; and a quality control manual covering each of the manufacturing locations. 4.0 FINDINGS That the Steel Roof, Wall and Floor Panels, and Coldformed Steel Structural Sections described in this report comply with the 1997 Uniform Building Code™ (UBC), subject to the following conditions: 4.1

Studs and panels are installed in accordance with this report and the manufacturers’ instruction booklets.

4.6.3 Diaphragm deflections do not exceed the permitted relative deflections for walls between the diaphragm level and the floor below. See Tables 17 and 18 for diaphragm deflection and stiffness limitations. 4.7

The panels and sections are manufactured at the facilities noted in Table 2.

This report is subject to re-examination in two years.\

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ER-5409P TABLE 1—PRODUCT SPECIFICATIONS

PRODUCT

STEEL STANDARD

Grade E “R” and “U” Roof Panels

ASTM A 792-83

AZ50 Grade D

BattenLok Roof and Wall Panel

ASTM A 792-83

AZ50

Grade D

SuperLok Roof System

ASTM A 792-83

AZ50

Grade D

Ultra-Dek124 Roof Panel

ASTM A 792-83

AZ50

Grade D

Double-Loc124 Roof Panel

ASTM A 792-83

AZ50

Grade D

DESIGN STEEL THICKNESSES (inch - gage) 0.0133 - 29 GA 0.0176 - 26 GA 0.0223 - 24 GA 0.0286 - 22 GA 0.0240 - 24 GA 0.0290 - 22 GA 0.0185 - 26 GA 0.0240 - 24 GA 0.0290 - 22 GA 0.0185 - 26 GA 0.0240 - 24 GA 0.0290 - 22 GA 0.0185 - 26 GA 0.0240 - 24 GA 0.0290 - 22 GA

MINIMUM YIELD STRENGTH (ksi) 60 50 50 50

50

50

For SI: 1 inch = 25.4 mm, 1 ksi = 6.8948 MPa.

TABLE 2—MANUFACTURING FACILITIES A&S Old Highway 25 West Caryville, Tennessee 37714 Mesco Highway 114 West & 400 North Kimball South Lake, Texas 76092 Metal Building Components, Inc. 660 South 91st Street Tolleson, Arizona 85353 Metal Building Components, Inc. 550 Industry Way Atwater, California 95301 Metal Building Components, Inc. 1600 Rogers Road Adel, Georgia 31620 Metal Building Components, Inc. 2280 Monier Avenue Lithia Springs, Georgia 30057 Metal Building Components, Inc. 300 Highway 51 North Hernando, Mississippi 38632 Metal Building Components, Inc. 1011 Ellison Avenue Omaha, Nebraska 68110 Metal Building Components, Inc. 6168 State Route 233 Rome, New York 13440

Metal Building Components, Inc. 7000 South Eastern Avenue Oklahoma City, Oklahoma 73149 Metal Building Components, Inc. 8677 I-10 East Converse, Texas 78109 Metal Building Components, Inc. 1804 Jack McKay Boulevard Ennis, Texas 75119 Metal Building Components, Inc. 14031 West Hardy Houston, Texas 77060 Metal Building Components, Inc. FM-40 (2 Miles East Loop 289) Lubbock, Texas 79401 Metal Building Components, Inc. 1155 West 2300 North Salt Lake City, Utah 84116 Metallic/Midwest 7301 Fairview Houston, Texas 77240 Metal Building Components, Inc. 801 South Avenue Colonial Heights, Virginia 23834 —

TABLE 3—“R” AND “U” PANEL SECTION AND STRENGTH PROPERTIES1,2,3 PANEL TYPE

“R” Panel

“U” Panel

METAL THICKNESS Gage Inch 29 26 24 22 29 26 24 22

0.0133 0.0176 0.0223 0.0286 0.0133 0.0176 0.0223 0.0286

DECK TOP IN COMPRESSION Ixe Ma (inch4/foot) (inch-k/foot) 0.0215 0.679 0.0341 1.108 0.0498 1.467 0.0653 1.978 0.0151 0.827 0.0223 1.319 0.0307 1.547 0.0403 2.111

Va (k/foot) 0.266 0.618 1.069 1.718 0.403 0.729 0.886 1.133

DECK BOTTOM IN COMPRESSION Ixe Ma Va (inch4/foot) (inch-k/foot) (k/foot) 0.0212 0.976 0.266 0.0324 1.355 0.618 0.0465 1.487 1.069 0.0414 1.696 1.718 0.0106 0.822 0.403 0.0152 1.222 0.729 0.0217 1.452 0.886 0.0309 1.916 1.133

For SI: 1 inch = 25.4 mm, 1 inch4/ foot = 136.6 mm4/mm, 1 k/foot = 1.46 × 102 kN/mm, 1 inch-kip = 0.113 N-m, 1 kip = 4.45 kN, 1 k-inch/foot = 0.371 k/N/mm, 1 ksi = 6.89 MPa. 1 Combined stresses are to be considered in accordance with the following interaction formulas: 1.2 (P/Pa) + (M/Maxo) # 1 where: P = Pa = M = Ma =

Actual concentrated load or reaction (kip). Allowable concentrated load or reaction based on Table 4 (kip). Actual bending moment at or immediately adjacent to the point of application of the concentraction load reaction (inch-kip). Allowable bending moment based on Table 3 (inch-kip).

(V/Va)2 + (M/Maxo)2 # 1.0 where: V = Actual shear force (kip). Va = Allowable shear force based on Table 3 (kip). M = Actual bending moment (inch-kip). Maxo = Allowable bending moment based on Table 3 (inch-kip). 2 Structural properties must be based on Fy = 50 ksi, minimum, for 24/22 ga., and Fy = 60 ksi, minimum, for 29/26 ga. 3 The effective moment of inertia (Ixe) is based on Procedure I of Section C3.1.1 of the AISI Specification for deflection determination at the allowable moment (Ma).

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ER-5409P TABLE 4—“R” AND “U” PANEL ALLOWABLE REACTIONS BASED ON WEB CRIPPLING1 BASE STEEL THICKNESS

PANEL TYPE

“R” Panel

“U” Panel

Gage

29 26 24 22 29 26 24 22

ALLOWABLE LOAD (pounds/feet) Inch

MINIMUM BEARING LENGTH (inches)

End Reaction or Load (Pa )

Intermediate Reaction or Load (Pa )

0.0133 0.0176 0.0223 0.0286 0.0133 0.0176 0.0223 0.0286

21/2 21/2 21/2 21/2 21/2 21/2 21/2 21/2

75 119 165 247 82 125 170 253

145 275 401 642 150 284 409 650

For SI: 1 inch = 25.4 mm, 1 pound/foot = 14.6 N/m. 4Tabulated values are in accordance with web crippling requirements of the Specification for Design of Cold-formed Steel Structural Members, 1996 edition or 1986 edition (with December 1989 Addendum), published by AISI, and referenced in Division VII, Chapter 22, of the Uniform Building Code for locations of a concentrated load, or for a reaction acting either on top or bottom flange when the clear distance between the bearing edges of the concentrated load and adjacent, opposite concentrated loads or reactions is greater than 1.5 times the deck depth.

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ER-5409P TABLE 17—DEFLECTION OF SHEAR DIAPHRAGMS LOADING CONDITION

BENDING DEFLECTION, Db

SHEAR DEFLECTION, Db

Simple beam (at center)

Uniform load

5wL4(12) 3 384EI

wL 2 8GȀb

Simple beam (at center)

Load P applied at center

PL3(12) 3 48EI

PL 4GȀb

Simple beam (at center)

Load P applied 1/3 points of span

23PL3(12) 3 648EI

PL 3GȀb

Cantilever beam (at free end)

Uniform load

wa 4(12) 3 8EI

wa 2 2GȀb

TYPE OF DIAPHRAGM

Pa 3(12) 3 3EI For SI: 1 inch = 25.4 mm, 1 ksi = 6.89 MPa, 1 kip/in. = 175 kN/m, 1 foot = 304.8 mm, 1 kip = 4.448 kN, 1 kip/foot = 14.59 kN/m. where: a = Span length of cantilever beam (feet). b = Depth of analogous beam (feet). E = Modulus of elasticity of steel, 29,500 ksi. G′ = Shear stiffness of the diaphragm obtained from Tables 7 through 16 (k/inch). I = Moment of inertia of flange perimeter members about the centroidal axis of the diaphragm (inch4). L = Span length of a simple beam (feet). P = Concentrated load (kip). w = Uniform load (kip/feet). NOTE: The total deflection of shear diaphragms consists of both the bending and shear deflection: Dtotal + D b ) D s Cantilever beam (at free end)

Load P applied at free end

Pa GȀb

where: Dtotal = Total deflection of shear diaphragm (inch). Db = Bending deflection (inch). Ds = Shear deflection including the deflection due to seam slip and profile distortion (inch). TABLE 18—DIAPHRAGM STIFFNESS LIMITATIONS

STIFFNESS CATEGORY

SHEAR STIFFNESS G′ (kip/inch)

MAXIMUM SPAN IN FEET FOR MASONRY OR CONCRETE WALLS

SPAN DEPTH LIMITATION Rotation Not Considered in Diaphragm Design Masonry or Concrete Walls

Flexible Walls1

Very flexible >7 Not used Not used 2:1 Flexible 7 - 14 200 2:1 or as required for deflection 3:1 Semi-flexible 14 - 100 400 21/2:1 or as required for deflection 4:1 Semi-stiff 100 - 1,000 No limitation 3:1 or as required for deflection 5:1 Stiff > 1,000 No limitation As required for deflection No limitation For SI: 1 foot = 304.8 mm, 1 kip/inch = 175 kN/m. 1When applying these limitations to cantilever diaphragms, the span depth-ratio will be one-half that shown.

FIGURE 1—“R” PANEL PROFILE

FIGURE 2—“U” PANEL PROFILE

Rotation Considered in Diaphragm Design Masonry or Concrete Walls

Flexible Walls1

Not used Not used As required for deflection As required for deflection As required for deflection

11/2:1 2:1 21/2:1 3:1 31/2:1

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FIGURE 3—END SUPPORT AND INTERIOR SUPPORT FASTENER PATTERNS

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FIGURE 4

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FIGURE 5

TABLE 19A1,2,3,4,5

Se is for bending.

TABLE 19B—ALLOWABLE UNIFORM LIVE LOADS (psf)1,2,3,4,5,6

Allowable loads are based on equal span lengths and Fy of 50 ksi.

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ER-5409P FIGURE 6

TABLE 20A1,2,3,4,5

Se is for bending.

TABLE 20B—ALLOWABLE UNIFORM LIVE LOADS (psf)1,2,3,4,5,6

Allowable loads are based on equal span lengths and Fy of 50 ksi.

Page 19 of 28

ER-5409P FIGURE 7

TABLE 21A1,2,3,4,5

Se is for bending.

TABLE 21B—ALLOWABLE UNIFORM LIVE LOADS (psf)1,2,3,4,5,6

Allowable loads are based on equal span lengths and Fy of 50 ksi.

Page 20 of 28

ER-5409P

FIGURE 8

TABLE 22A1,2,3,4,5

Se is for bending.

TABLE 22B—ALLOWABLE UNIFORM LIVE LOADS (psf)1,2,3,4,5,6

Allowable loads are based on equal span lengths and Fy of 50 ksi.

Page 21 of 28

ER-5409P

TABLE 23—ULTRA-DEK 1241,2,3,4,5

SXE

Sxe is for bending.

SXE

SXE

SXE

SXE

SXE

Page 22 of 28

ER-5409P

TABLE 24—ULTRA-DEK 1241,2,3,4,5,6

TABLE 24—ALLOWABLE UNIFORM LIVE LOADS (psf)1,2,3,4,5,6

Allowable loads are based on equal span lengths and Fy of 50 ksi.

Page 23 of 28

ER-5409P

TABLE 25—ULTRA-DEK 1241,2,3,4,5,6

TABLE 25—ALLOWABLE UNIFORM LIVE LOADS (psf)1,2,3,4,5,6

Allowable loads are based on equal span lengths and Fy of 50 ksi.

Page 24 of 28

ER-5409P

TABLE 26—ULTRA-DEK 1241,2,3,4,5,6

TABLE 26—ALLOWABLE UNIFORM LIVE LOADS (psf)1,2,3,4,5,6

Allowable loads are based on equal span lengths and Fy of 50 ksi.

Page 25 of 28

ER-5409P

TABLE 27—DOUBLE-LOK 1241,2,3,4,5,6

SXE

SXE

SXE

Sxe is for bending.

SXE

SXE

SXE

Page 26 of 28

ER-5409P

TABLE 28—DOUBLE-LOK 1241,2,3,4,5,6

TABLE 28—ALLOWABLE UNIFORM LIVE LOADS (psf)1,2,3,4,5,6

Allowable loads are based on equal span lengths and Fy of 50 ksi.

Page 27 of 28

ER-5409P

TABLE 29—DOUBLE-LOK 1241,2,3,4,5,6

TABLE 29—ALLOWABLE UNIFORM LIVE LOADS (psf)1,2,3,4,5,6

Allowable loads are based on equal span lengths and Fy of 50 ksi.

Page 28 of 28

ER-5409P

TABLE 30—DOUBLE-LOK 1241,2,3,4,5,6

TABLE 30—ALLOWABLE UNIFORM LIVE LOADS (psf)1,2,3,4,5,6

Allowable loads are based on equal span lengths and Fy of 50 ksi.