DIVISION: METALS SECTION: STEEL DECKING REPORT HOLDER: EPIC METALS CORPORATION 11 TALBOT AVENUE RANKIN, PENNSYLVANIA 15104

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1 0 ICC ES Report ICC ES (800) (562) es.org 000 Most Widely Accepted and Trusted ESR 2047 Reissued 07/205 This report is subject to renewal 07/207. DIVISION: METALS SECTION: STEEL DECKING REPORT HOLDER: EPIC METALS CORPORATION TALBOT AVENUE RANKIN, PENNSYLVANIA 504 EVALUATION SUBJECT: EPICORE, ER2R, ER2RA, ER3.5, AND ER3.5A STEEL DECK PANELS Look for the trusted marks of Conformity! 204 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 205

2 ICC-ES Evaluation Report (800) (562) ESR-2047 Reissued July 205 This report is subject to renewal July 207. A Subsidiary of the International Code Council DIVISION: METALS Section: Steel Decking REPORT HOLDER: EPIC METALS CORPORATION TALBOT AVENUE RANKIN, PENNSYLVANIA 504 (42) EVALUATION SUBJECT: EPICORE, ER2R, ER2RA, ER3.5, AND ER3.5A STEEL DECK PANELS.0 EVALUATION SCOPE Compliance with the following code: 202, 2009, and 2006 International Building Code (IBC) Property evaluated: Structural 2.0 USES The EPIC Metals steel deck panels are used in floor and roof decks, horizontal diaphragms, and composite floor and roof assemblies to support the code-required appropriate floor and roof loads. 3.0 DESCRIPTION Epicore, ER2R, ER2RA, ER3.5, and ER3.5A steel deck panels are cold-formed from steel conforming to ASTM A653 SS Grade 40, with a minimum G60 galvanization coating designation. The panels are made from No. 4, 6, 8, 9, 20 or 22 gage steel [base-metal thicknesses of , , , 0.048, or inch (.88,.52,.20,.06, 0.9 or 0.75 mm), respectively]. The panel profiles are as indicated in Figures and 2 of this report. Panel descriptions are as follows:. Epicore: 2-inch-deep (5 mm) floor deck panel with embossments in the top flange for use in composite floor applications. 2. ER2R: 2-inch-deep (5 mm) nonacoustic roof deck panel. 3. ER2RA: 2-inch-deep (5 mm) acoustic roof deck panel with perforations in the bottom flanges for acoustical purposes. 4. ER3.5: 3.5-inch-deep (89 mm) nonacoustic roof deck panel. 5. ER3.5A: 3.5-inch-deep (89 mm) acoustic roof deck panel with perforations in the bottom flanges for acoustical purposes. 4.0 DESIGN AND INSTALLATION 4. General: The section properties and allowable load tables for the panels in this report have been established using the design base-metal thicknesses of the panels noted in Table. Allowable gravity and wind uplift loads must be based on section properties shown in Table. Allowable reactions based on web crippling must not exceed values shown in Table 7. The minimum concentrated live loads of IBC Section 607 must be considered by the design professional based on the specific occupancy or use, as applicable. 4.2 Composite Decks with Vertical Load: Epicore deck panels maximum unshored spans and allowable superimposed uniform live loads for composite decks with various thicknesses of concrete are set forth in Tables 2, 3, 4, and 5, respectively. The concrete fill must comply with the applicable code, utilize normal weight and have a minimum compressive strength of 3000 psi (20.68 MPa). The decking must be clean and free of foreign materials prior to placement of concrete. 4.3 Bare (Non-Composite) Decks with Vertical Load: The ER2R, ER2RA, ER3.5, and ER3.5A panels allowable uniform loads (dead plus live) are shown in Table Diaphragm Design: 4.4. General: The one-third stress increase permitted for Allowable Stress Design, for load combinations in IBC Section including wind or seismic forces, must not be used for shear values in the diaphragm tables. The horizontal diaphragm ASD shear and flexibility factors for the ER2R ER2RA, ER3.5, and ER3.5A decks are shown in Tables 8a, 8b, 8c, and 8d. Typical steel deck diaphragm layouts are shown in Figures 7. End weld patterns for the various decks are shown in Figures 3 and 4. All welding must be accomplished with a minimum / 8 -inch-diameter (3.2 mm) E60XX or E70XX filler metal rod complying with the appropriate AWS standard. Other weld requirements must conform to AWS D.3. Arc seam welds or fillet welds of deck side laps must comply with requirements shown in Figures 5a and 5b. Arc spot (puddle) welds to supporting members must comply with requirements shown in Figure 6. 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 205 Page of

3 ESR-2047 Most Widely Accepted and Trusted Page 2 of Diaphragm Design Considerations: The diaphragm design must include the following considerations:. Diaphragm classification (flexible or rigid) must comply with Section 602 of the IBC; the diaphragm deflection ( ) must be calculated using the equation noted in Table 9 of this report. 2. Diaphragm flexibility limitations must comply with Table Diaphragm deflection limits must comply with Sections 2.0. or of ASCE Horizontal shears must be distributed in accordance with Section of ASCE Installation: The deck panels must be installed in accordance with this report and the EPIC Metals Corporation published installation instructions. If there is a conflict between this report and the published installation instructions, this report governs. 5.0 CONDITIONS OF USE The Epicore, ER2R, ER2RA, ER3.5, and ER3.5A steel deck panels described in this report comply with, or are suitable alternatives to what is specified in, the code indicated in Section.0 of this report, subject to the following conditions: 5. Concrete-filled composite deck panels must not be used for loads that are predominantly vibratory, such as for operation of heavy machinery, reciprocating motors and moving loads. 5.2 Vertical load design of deck panels without a concrete fill must be based on section properties and web crippling values set forth in this report. Vertical load capacity of concrete-filled, composite deck systems must be as set forth in the tables in this evaluation report. 5.3 Special inspections must be provided in accordance Chapter 7 of the IBC. 5.4 Where use is as a diaphragm: 5.4. The one-third stress increase permitted for Allowable Stress Design, for load combinations noted in IBC Section including wind or seismic forces, must not be applied to shear values in the diaphragm tables Allowable shear values must be limited to values set forth in the tables of this report for the types of deck panels involved Diaphragm deflections must not exceed the permitted relative deflections of walls between the diaphragm level and the floor below. See Table 9 for diaphragm flexibility and deflection limitations. 5.5 Calculations and details demonstrating that the loads applied to the deck panels comply with this report must be submitted to the code official for approval. Calculations must be prepared, signed, and sealed by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.6 The minimum base-metal thickness of the steel deck panels must be 95 percent of the base-metal thickness noted in this report. 5.7 When the steel deck panels are used in a roof assembly, the panels must be covered with a codecomplying roof covering. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Steel Deck Roof and Floor Systems (AC43), dated October 200 (editorially revised September 203). 7.0 IDENTIFICATION The deck panels bear a label with the Epic Metals Corporation name and address, the job number, the deck panel type, the minimum base-metal thickness and yield strength, and the ICC-ES evaluation report number (ESR-2047).

4 ESR-2047 Most Widely Accepted and Trusted Page 3 of 20 INDEX OF TABLES TABLE: PAGE. Epicore, ER2R, ER2RA, ER3.5, and ER3.5A Section Properties Epicore Maximum Clear Spans without Shoring Epicore Live Load Capacity for Simple Span Condition Epicore Live Load Capacity for End Spans of Continuous Span Condition Epicore Live Load Capacity for Interior Spans of Continuous Span Condition ER2R, ER2RA, ER3.5, and ER3.5A Allowable Uniform Total Loads (Dead and Live), psf Allowable Loads Based on Web Crippling Diaphragm Shear (q d ) and Flexibility Factor (F) Diaphragm Flexibility Limitations... 6 FIGURE: PAGE. Profile for Epicore, ER2R, and ER2RA Profile for ER3.5 and ER3.5A End Weld Patterns for Epicore, ER2R, and ER2RA End Weld Patterns for ER3.5 and ER3.5A Welds for Epicore, ER2R, ER2RA, ER3.5, and ER3.5A Typical Arc Spot Weld at Supporting Member Parallel to Flute for all Deck Panels Typical Steel Deck Diaphragm Layout for Epicore, ER2R, ER2RA, ER3.5, and ER3.5A... 2

5 ESR-2047 Most Widely Accepted and Trusted Page 4 of 20 TABLE EPICORE, ER2R, ER2RA, ER3.5, & ER3.5A SECTION PROPERTIES DECK TYPE BASE METAL THICKNESS (inch) WEIGHT (psf) AREA (inch 2 / foot) Moment of Inertia I (inch 4 / foot) Positive, I DP Negative, I DN Section Modulus S (inch 3 / foot) Positive, S P Negative, S N Epicore ER2R ER2RA Epicore ER2R ER2RA Epicore ER2R ER2RA Epicore ER2R ER2RA ER ER3.5A ER ER3.5A ER ER3.5A ER ER3.5A For SI: inch = 25.4 mm, psf = 4.88 kg/m 2, inch 2 per foot = 2.2 x 0-3 mm 2 /m, inch 3 per foot = 5.38 x 04 mm 3 /m, inch 4 per foot =.36 x 07 mm 4 /m, psi = 6.89 kpa. Values based on a steel yield strength of 40,000 psi. TABLE 2 EPICORE MAXIMUM UNSHORED CLEAR SPANS,2,3,4,5,6,7 SPAN OVERALL SLAB DEPTH (Inches) SLAB WEIGHT (psf) 4 4 / / / / Simple 2 3 or more DESIGNATION Epicore '-3" 6'-" 6'-7" 6'-5" 6'-2" 6'-0" 5'-0" 5'-8" 5'-6" Epicore '-4" 7'-" 7'-7" 7'-4" 7'-" 6'-0" 6'-8" 6'-5" 6'-3" Epicore - 8 0'-" 9'-8" 9'-3" 8'-0" 8'-7" 8'-3" 8'-0" 7'-9" 7'-7" Epicore - 6 '-3" 0'-0" 0'-5" 0'-" 9'-9" 9'-5" 9'-" 8'-0" 8'-7" Epicore '-" 7'-7" 7'-3" 7'-0" 6'-9" 6'-6" 6'-4" 6'-" 5'-" Epicore '-9" 8'-5" 8'-" 7'-9" 7'-6" 7'-3" 7'-0" 6'-0" 6'-7" Epicore - 8 0'-3" 9'-0" 9'-5" 9'-" 8'-9" 8'-6" 8'-3" 8'-0" 7'-9" Epicore - 6 '-9" '-3" 0'-0" 0'-5" 0'-" 9'-9" 9'-5" 9'-2" 8'-" Epicore '-2" 7'-0" 7'-6" 7'-3" 6'-" 6'-9" 6'-6" 6'-4" 6'-2" Epicore '-" 8'-8" 8'-4" 8'-0" 7'-9" 7'-6" 7'-3" 7'-0" 6'-0" Epicore - 8 0'-8" 0'-2" 9'-9" 9'-5" 9'-" 8'-9" 8'-6" 8'-3" 8'-0" Epicore - 6 2'-2" '-8" '-2" 0'-9" 0'-5" 0'-" 9'-9" 9'-6" 9'-3" For SI: inch = 25.4 mm, foot = mm, psf = 4.88 kg/m 2, psi = 6.89 kpa, pcf = 6.02 kg/m 3 Runways and planking must be used for all concrete placement. 2 Slab weights are approximate, +/- 2 psf, and include deck weight 3 Applies to normal-weight concrete (45 pcf) with a minimum compressive strength, f' c, of 3,000 psi. 4 Minimum bearing length must be 2 inches at end supports and 4 inches at interior supports. 5 Construction live loads: Uniform= 20 psf; Concentrated= 50 lbf per ft. width. 6 Values based on LRFD. 7 Overall slab depth refers to the nominal concrete depth measured from the top of the concrete to the bottom of the steel deck.

6 ESR-2047 Most Widely Accepted and Trusted Page 5 of 20 TABLE 3 EPICORE DESIGN UNFACTORED SUPERIMPOSED UNIFORM LIVE LOADS (psf),2,3,4 FOR SIMPLE SPAN CONDITION f y = 40 ksi, Normal Weight Concrete (45 pcf) f' c = 3 ksi OVERALL SLAB DEPTH 5 (inches) STEEL DECK (GAGE) DECK SPANS, CENTER TO CENTER OF SUPPORTS (ft) / / / / For SI: ksi = 6.89 MPa, pcf = 6.0 kg/m 3, psf = kn/m 2, inch = 25.4 mm, foot = mm, in 2 /foot = mm 2 /m The maximum unshored span for the panels is shown in Table 2. 2 All loads are assumed to be statically applied. 3 Deflection limit of the composite slab is / 360 of span under total load, which includes live load (as shown in Table), and dead load (weight of reinforced concrete and weight of the steel deck). 4 Longitudinal and transverse reinforcement bars having a yield strength of at least 60 ksi or welded wire fabric must be provided. Area of this reinforcement must be equal to times the area of concrete above the steel deck but not less than square inch per foot of width. 5 Overall slab depth refers to the nominal concrete depth measured from the top of the concrete to the bottom of the steel deck.

7 ESR-2047 Most Widely Accepted and Trusted Page 6 of 20 TABLE 4 EPICORE DESIGN UNFACTORED SUPERIMPOSED UNIFORM LIVE LOADS (psf),2,3,4,5 FOR END SPANS OF CONTINUOUS SPAN CONDITION f y = 40 ksi, Normal Weight Concrete (45 pcf) f' c = 3 ksi OVERALL SLAB DEPTH 6 (inches) STEEL DECK (GAGE) DECK SPANS, CENTER TO CENTER OF SUPPORTS (ft) / / / / For SI: ksi = 6.89 MPa, pcf = 6.0 kg/m 3, psf = kn/m 2, inch = 25.4 mm, foot = mm, in 2 /foot = mm 2 /m The maximum unshored span for the deck is shown in Table 2. 2 All loads are assumed to be statically applied. 3 Deflection limit of the composite slab is / 360 of span under total load, which includes live load (as shown in Table), and dead load (weight of reinforced concrete and weight of the steel deck). 4 Longitudinal and traverse reinforcement bars having a yield strength of at least 60 ksi or welded wire fabric shall be provided. Area of this reinforcement must be equal to times the area of concrete above the steel deck but not less than square inch per foot of width. 5 The use of reinforcing bars over interior supports is required and they must be designed and placed in accordance with Chapter 9 of the IBC. 6 Overall slab depth refers to the nominal concrete depth measured from the top of the concrete to the bottom of the steel deck.

8 ESR-2047 Most Widely Accepted and Trusted Page 7 of 20 TABLE 5 EPICORE DESIGN UNFACTORED SUPERIMPOSED UNIFORM LIVE LOADS (psf),2,3,4,5 FOR INTERIOR SPANS OF CONTINUOUS SPAN CONDITION fy = 40 ksi, Normal Weight Concrete (45 pcf) f'c = 3 ksi OVERALL SLAB DEPTH 6 (inches) 4 4 / / / / 2 8 STEEL DECK (GAGE) DECK SPANS, CENTER TO CENTER OF SUPPORTS (ft) For SI: ksi = 6.89 MPa, pcf = 6.0 kg/m 3, psf = kn/m 2, inch = 25.4 mm, foot = mm, in 2 /foot = mm 2 /m The maximum unshored span for the deck is shown in Table 2. 2 All loads are assumed to be statically applied. 3 Deflection limit of the composite slab is / 360 of span under total load, which includes live load (as shown in table), and dead load (weight of reinforced concrete and weight of the steel deck). 4 Longitudinal and traverse reinforcement bars having a yield strength of at least 60 ksi or welded wire fabric shall be provided. Area of this reinforcement must be equal to times the area of concrete above the steel deck but not less than square inch per foot of width. 5 The use of reinforcing bars over interior supports is required and they must be designed and placed in accordance with Chapter 9 of the IBC. 6 Overall slab depth refers to the nominal concrete depth measured from the top of the concrete to the bottom of the steel deck.

9 ESR-2047 Most Widely Accepted and Trusted Page 8 of 20 TABLE 6 ALLOWABLE UNIFORM TOTAL LOADS (DEAD PLUS LIVE), psf -5 ER2R Span Length Center to Center of Supports (ft.) No. Spans Gage Design Thick. (in) 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 0'-0" 0'-6" '-0" 2'-0" 3'-0" 4'-0" 5'-0" /6 02/9 88/73 77/59 68/49 60/4 53/34 48/ /43 29/2 /90 97/73 85/60 75/50 67/42 60/36 54/ /92 78/5 53/2 34/98 8/8 04/67 93/57 83/48 75/4 68/36 62/ / /89 93/5 68/23 48/0 3/84 7/7 05/6 94/52 86/45 78/39 66/ /278 95/29 82/75 7/42 63/7 55/98 49/82 44/70 40/60 36/52 33/45 28/ /344 7/27 0/27 88/76 78/45 69/2 6/02 55/87 50/74 45/64 4/56 34/43 29/ /46 63/363 40/290 22/236 08/95 95/62 85/37 76/6 69/00 62/86 57/75 48/58 4/45 35/36 3/ /500 26/455 86/364 62/296 43/244 26/203 3/7 0/46 9/25 83/08 75/94 63/72 54/57 47/46 4/ /28 8/7 02/37 89/ 78/92 69/77 62/64 55/55 50/47 45/4 4/35 35/ /269 47/22 27/70 0/38 97/4 86/95 77/80 69/68 62/58 56/50 5/44 43/34 37/ /36 204/284 76/227 53/85 34/52 9/27 06/07 95/9 86/78 78/67 7/59 60/45 5/35 44/ / / / /232 78/9 58/59 4/34 26/4 4/98 03/84 94/73 79/57 67/44 58/36 5/29 ER2RA No. Spans 2 3+ Gage Design Thick. (in) Span Length Center to Center of Supports (ft.) 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 0'-0" 0'-6" '-0" 2'-0" 3'-0" 4'-0" 5'-0" /09 98/86 85/69 74/56 65/46 58/38 5/32 46/ /34 25/05 08/84 94/68 83/56 73/47 65/40 59/34 53/ /79 74/4 50/3 3/92 5/76 02/63 9/53 82/45 74/39 67/33 6/ / /77 89/42 65/5 45/95 28/79 5/67 03/57 93/49 84/42 77/37 64/ /263 9/207 78/66 68/35 60/ 53/93 47/78 43/66 38/57 35/49 32/43 27/ /322 0/253 95/203 82/65 73/36 64/3 57/95 5/8 46/70 42/60 38/52 32/40 27/ /432 5/340 3/272 4/22 00/82 89/52 79/28 7/09 64/93 58/8 53/70 44/54 38/42 33/34 28/ / /426 76/34 54/277 35/228 20/90 07/60 96/36 86/7 78/0 7/88 60/68 5/53 44/43 38/ /206 4/62 98/30 85/06 75/87 66/73 59/6 53/52 48/45 44/38 40/ /252 37/98 8/59 03/29 9/06 80/89 72/75 64/63 58/54 53/47 48/4 40/ /338 89/266 63/23 42/73 25/43 /9 99/00 89/85 80/73 73/63 66/55 56/42 47/ / / /267 92/27 69/79 49/49 33/26 20/07 08/92 98/79 89/69 75/53 64/42 55/33 48/27 (continued)

10 ESR-2047 Most Widely Accepted and Trusted Page 9 of 20 TABLE 6 ALLOWABLE UNIFORM TOTAL LOADS (DEAD PLUS LIVE), psf -5 ER3.5 No. Spans 2 3+ Gage Design Thick. (in) Span Length Center to Center of Supports (ft.) 2'-0" 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 20'-0" 2'-0" 22'-0" 23'-0" 24'-0" 25'-0" /70 65/55 56/44 49/36 43/ /82 8/65 70/52 6/42 54/35 48/ /95 96/74 82/60 72/48 63/40 56/33 50/ /2 29/95 /76 97/62 85/5 75/42 67/36 60/30 54/ /67 77/32 66/05 58/86 5/7 45/59 40/50 36/42 32/36 29/ /99 9/56 78/25 68/02 60/84 53/70 47/59 43/50 38/43 35/35 32/ /228 04/79 90/43 78/7 69/96 6/80 54/67 49/57 44/49 40/40 36/34 33/ /29 33/229 5/83 00/49 88/23 78/02 70/86 62/73 56/63 5/52 47/43 43/36 39/30 36/ /3 96/03 83/83 72/67 63/ /55 4/22 98/98 85/80 75/ /78 30/40 2/2 98/9 86/ /228 67/79 44/43 25/7 0/96 ER3.5A No. Spans 2 3+ Gage Design Thick. (in) Span Length Center to Center of Supports (ft.) 2'-0" 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 20'-0" 2'-0" 22'-0" 23'-0" 24'-0" 25'-0" /65 64/5 56/4 48/33 43/ /78 80/6 69/49 60/40 53/33 47/ /89 94/70 8/56 70/46 62/38 55/3 49/ /4 26/89 09/72 95/58 83/48 74/40 66/34 59/29 53/ /57 72/24 62/99 54/8 48/66 42/55 38/47 34/40 30/34 28/ /87 85/47 73/8 64/96 56/79 50/66 44/55 40/47 36/40 33/33 30/ /24 98/68 84/35 73/0 64/90 57/75 5/63 46/54 4/46 37/38 34/32 3/ /274 26/25 09/72 95/40 83/5 74/96 66/8 59/69 53/59 48/49 44/40 40/34 37/28 34/ /23 90/97 78/78 68/63 59/ /46 07/5 92/92 80/75 70/ /68 22/32 05/05 92/86 80/ /24 57/68 36/35 8/0 04/90 Loads are based on ASD Design. 2Uniform load values listed on the left side of the box are governed by stress or web crippling and the values listed on the right side of the box are governed by deflection. 3The deflection criteria used for generating the tables above are L/240 or " maximum. 4Stress governed values assume a maximum allowable stress of 24 ksi. 5Minimum end and interior support bearing lengths are 2" and 4", respectively.

11 ESR-2047 Most Widely Accepted and Trusted Page 0 of 20 TABLE 7 EPICORE, ER2R, ER2RA, ER3.5, AND ER3.5A ASD LOADS BASED ON WEB CRIPPLING ALLOWABLE LOADS (plf) DECK TYPE BASE METAL THICKNESS End Bearing Length Interior Bearing Length (inch) / 2 inches 2 inches 3 inches 3 inches 4 inches 5 inches Epicore-22, ER2R-22, ER2RA Epicore-20, ER2R-20, ER2RA Epicore-8, ER2R-8, ER2RA Epicore-6, ER2R-6, ER2RA ER3.5-20, ER3.5A ER3.5-9, ER3.5A ER3.5-8, ER3.5A ER3.5-6, ER3.5A For SI: inch = 25.4 mm, plf = 4.6 N/m FOOTNOTES FOR TABLES 8a through 8d ALLOWABLE DIAPHRAGM SHEAR AND FLEXIBILITY NOTES F = Flexibility factor is the distance measured in average micro-inches a diaphragm web will deflect in a span of foot under a shear of pound per foot. q D = Allowable diaphragm shear, in pounds per linear foot. R = Ratio of vertical load span of the deck to length of each deck sheet. 2 Arc Seam or spot (puddle) weld end-weld patterns are shown in Figures 3 and 4. 3 The one-third stress increase must not be permitted for resistance to horizontal forces due to earthquake or wind. 4 See Table 9 for diaphragm flexibility limitations and the footnotes to Table 9 for guidance on diaphragm deflection computations. 5 Arc seam or spot (puddle) welds must have an effective fusion area to supporting members at least equivalent to a 3 / 8 " x " long (arc seam welds) or / 2 " diameter (spot-puddle weld), respectively. 7 Spacing of marginal welds to members parallel to flutes: a. Arc seam or spot (puddle welds to members such as chords and to collector elements such as struts or ties must have a spacing in feet equal to 32,000 (t) / v: where: t = Uncoated base-metal thickness of fluted deck, in inches. v = Actual diaphragm shear at marginal supports parallel to flutes or actual shear to be transferred to collector elements (at struts or ties), in pounds per foot b. The spacing of welds parallel to flutes must not exceed the deck span divided by three. 8 Attachments at interior lines of shear transfer perpendicular to deck corrugation: The shear transfer from a diaphragm to interior tie or strut lines perpendicular to deck corrugations must not exceed the shear values indicated in the tables. Two lines of puddle welds may be used to develop the actual shear transfer of these collector elements. 9 Where individual panels are cut, the partial panel must be fastened to ensure complete transfer of design shear forces at the point of the diaphragm to adjacent full panels to attain the values specified in the tables.

12 ESR-2047 Most Widely Accepted and Trusted Page of 20 TABLE 8a ALLOWABLE DIAPHRAGM SHEAR (qd) AND FLEXIBILITY FACTOR (F) PRODUCT: SUPPORT CONNECTIONS/LAYOUT: SIDE LAP CONNECTIONS: GAGE SIDE LAP CONN. SPACING (in) ER2R,2,3,4,5,6,7,8,9 /2" DIAMETER (EFFECTIVE) ARC SPOT WELDS, 24/4 PATTERN.5" LONG ARC SEAM WELDS OR 2.0" LONG FILLET WELDS LENGTH OF SPAN, CENTER-TO-CENTER DISTANCE BETWEEN SUPPORTS (ft) qd F qd F qd F qd F qd F qd F qd F qd F qd F R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R PRODUCT: SUPPORT CONNECTIONS/LAYOUT: SIDE LAP CONNECTIONS: GAGE SIDE LAP CONN. SPACING (in) ER2RA,2,3,4,5,6,7,8,9 /2" DIAMETER (EFFECTIVE) ARC SPOT WELDS, 24/4 PATTERN.5" LONG ARC SEAM WELDS OR 2.0" LONG FILLET WELDS LENGTH OF SPAN, CENTER-TO-CENTER DISTANCE BETWEEN SUPPORTS (ft) qd F qd F qd F qd F qd F qd F qd F qd F qd F R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R For SI: inch = 25.4 mm, foot = mm, lbf/ ft = 4.6 N/m

13 ESR-2047 Most Widely Accepted and Trusted Page 2 of 20 TABLE 8b ALLOWABLE DIAPHRAGM SHEAR (q D ) AND FLEXIBILITY FACTOR (F) PRODUCT: SUPPORT CONNECTIONS/LAYOUT: SIDE LAP CONNECTIONS: ER2R,2,3,4,5,6,7,8,9 /2" DIAMETER (EFFECTIVE) ARC SPOT WELDS, 24/8 PATTERN.5" LONG ARC SEAM WELDS OR 2.0" LONG FILLET WELDS GAGE SIDE LAP CONN. SPACING (in) LENGTH OF SPAN, CENTER-TO-CENTER DISTANCE BETWEEN SUPPORTS (ft) qd F qd F qd F qd F qd F qd F qd F qd F qd F R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R PRODUCT: SUPPORT CONNECTIONS/LAYOUT: SIDE LAP CONNECTIONS: ER2RA,2,3,4,5,6,7,8,9 /2" DIAMETER (EFFECTIVE) ARC SPOT WELDS, 24/8 PATTERN.5" LONG ARC SEAM WELDS OR 2.0" LONG FILLET WELDS GAGE SIDE LAP CONN. SPACING (in) LENGTH OF SPAN, CENTER-TO-CENTER DISTANCE BETWEEN SUPPORTS (ft) qd F qd F qd F qd F qd F qd F qd F qd F qd F R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R For SI: inch = 25.4 mm, foot = mm, lbf / ft = 4.6 N/m

14 ESR-2047 Most Widely Accepted and Trusted Page 3 of 20 PRODUCT: SUPPORT CONNECTIONS/LAYOUT: SIDE LAP CONNECTIONS: TABLE 8c ALLOWABLE DIAPHRAGM SHEAR (q D ) AND FLEXIBILITY FACTOR (F) ER3.5,2,3,4,5,6,7,8,9 /2" DIAMETER (EFFECTIVE) ARC SPOT WELDS, 24/3 PATTERN.5" LONG ARC SEAM WELDS OR 2.0" LONG FILLET WELDS GAGE SIDE LAP CONN. SPACING (in) LENGTH OF SPAN, CENTER-TO-CENTER DISTANCE BETWEEN SUPPORTS (ft) qd F qd F qd F qd F qd F qd F qd F qd F qd F R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R PRODUCT: SUPPORT CONNECTIONS/LAYOUT: SIDE LAP CONNECTIONS: ER3.5A,2,3,4,5,6,7,8,9 /2" DIAMETER (EFFECTIVE) ARC SPOT WELDS, 24/3 PATTERN.5" LONG ARC SEAM WELDS OR 2.0" LONG FILLET WELDS GAGE SIDE LAP CONN. SPACING (in) LENGTH OF SPAN, CENTER-TO-CENTER DISTANCE BETWEEN SUPPORTS (ft) qd F qd F qd F qd F qd F qd F qd F qd F qd F R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R For SI: inch = 25.4 mm, foot = mm, lbf/ ft = 4.6 N/m

15 ESR-2047 Most Widely Accepted and Trusted Page 4 of 20 TABLE 8d ALLOWABLE DIAPHRAGM SHEAR (q D ) AND FLEXIBILITY FACTOR (F) PRODUCT: SUPPORT CONNECTIONS/LAYOUT: SIDE LAP CONNECTIONS: ER3.5,2,3,4,5,6,7,8,9 /2" DIAMETER (EFFECTIVE) ARC SPOT WELDS, 24/6 PATTERN.5" LONG ARC SEAM WELDS OR 2.0" LONG FILLET WELDS GAGE SIDE LAP CONN. SPACING (in) LENGTH OF SPAN, CENTER-TO-CENTER DISTANCE BETWEEN SUPPORTS (ft) qd F qd F qd F qd F qd F qd F qd F qd F qd F R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R PRODUCT: SUPPORT CONNECTIONS/LAYOUT: SIDE LAP CONNECTIONS: ER3.5A,2,3,4,5,6,7,8,9 /2" DIAMETER (EFFECTIVE) ARC SPOT WELDS, 24/6 PATTERN.5" LONG ARC SEAM WELDS OR 2.0" LONG FILLET WELDS GAGE SIDE LAP CONN. SPACING (in) LENGTH OF SPAN, CENTER-TO-CENTER DISTANCE BETWEEN SUPPORTS (ft) qd F qd F qd F qd F qd F qd F qd F qd F qd F R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R For SI: inch = 25.4 mm, foot = mm, lbf / ft = 4.6 N/m

16 ESR-2047 Most Widely Accepted and Trusted Page 5 of 20 TABLE 9 DIAPHRAGM FLEXIBILITY LIMITATIONS,2,3,4,5 FLEXIBILITY FACTOR, F 3 MAXIMUM SPAN FOR MASONRY OR CONCRETE WALLS (feet) Rotation Not Considered in Diaphragm Masonry or Concrete Walls SPAN / DEPTH LIMITATION Flexible Walls 4 Rotation Considered in Diaphragm Masonry or Concrete Walls Flexible Walls 4 Over 50 Not used Not used 2 : Not used / 2 : No limitation Less than No limitation 2:, or as required for deflection 2 / 2 :, or as required for deflection 3:, or as required for deflection As required for deflection 3 : Not used 2 : As required 4 : 2 / 2 : for deflection As required 5 : for deflection 3 : As required No limitation 3 / 2 : for deflection For SI: inch = 25.4 mm, foot = mm, psi = 6.89 kpa, psf = 4.88 kg/m 2, plf = 4.6 N/m Diaphragms are to be investigated regarding their flexibility and recommended span-depth limitations. Refer to Table 8 for determination of the value F. 2 Diaphragms supporting masonry or concrete walls are to have their deflections limited to the following amount: wall = (H 2 / 0.0E t ) f c where: E = Modulus of elasticity of wall material for deflection determination, in pounds per square inch. f c = Allowable compressive strength of wall material in flexure, in pounds per square inch. For concrete, fc = 0.45 f'c For masonry, fc = Fb = 0.33 f'm H = Unsupported height of wall, in feet. t = Thickness of wall, in inches. 3 The total deflection,, of the diaphragm may be computed from the equation: = f + w where: f = Flexural deflection of the diaphragm determined in the same manner as the deflection of beams. w = Web deflection determined by the equation: w = (q avg L F) / 0 6 where: F = Flexibility factor (the average micro-inches a diaphragm web will deflect in a span of foot under a shear of pound per foot). L = Distance between vertical resisting element (such as shear wall) and the point to which the deflection is to be determined, in feet. q avg = Average shear in diaphragm., in pounds per square foot, over length L. 4 When applying these limitations to cantilevered diaphragms, the allowable span-depth ratio will be half that shown. 5 Diaphragm classification (flexible or rigid) and deflection limits must comply with Section of the report.

17 ESR-2047 Most Widely Accepted and Trusted Page 6 of 20 (a) PROFILE DIMENSIONS FOR EPICORE, ER2R AND ER2RA (b) PERFORATION PATTERN FOR ER2RA FIGURE PROFILE FOR EPICORE, ER2R, AND ER2RA

18 ESR-2047 Most Widely Accepted and Trusted Page 7 of 20 (a) PROFILE DIMENSIONS FOR ER3.5 AND ER3.5A (b) PERFORATION PATTERN FOR ER3.5A FIGURE 2 PROFILE FOR ER3.5 AND ER3.5A