ICC-ES Evaluation Report Reissued June 1, 2010 This report is subject to re-examination in one year.

Transcription

1 ICC-ES Evaluation Report ESR-409 Reissued June, 00 This report is subject to re-examination in one year. (800) (56) A Subsidiary of the International Code Council DIVISION: 05 METALS Section: 050 Steel Deck REPORT HOLDER: AEP, A DIVISION O ASC PROILES 0 ENTERPRISE BOULEVARD WEST SACRAMENTO, CALIORNIA 9569 (800) EVALUATION SUBJECT: AEP STEEL ROO DECK PANELS.0 EVALUATION SCOPE Compliance with the following codes: b 006 International Building Code (IBC) b 997 Uniform Building Code (UBC) Property evaluated: Structural.0 USES AEP Span Steel Roof Deck Panels are used as roof decks and horizontal diaphragms..0 DESCRIPTION. General: All steel deck panels include fluted sections and are cold-formed from steel sheets. Steel deck panel types include Mini-V-Beam, HR-6, Box Rib, X-Span, Alta Rib and U-Panel. See the Index to Tables and igures, following the text of this report, and igures,,, and 5, for the details of each steel deck panel type.. Mini-V-Beam, HR-6 and Box Rib Deck Panels: or No. 6 and 9 gage, steel deck panels are made from steel conforming to ASTM A 79, SS Grade 80 (Class or ) (minimum); or ASTM A 65, SS Grade 80 (Class or ) (minimum); or ASTM A 008, SS Grade 80 (minimum). or Nos. 8, 0,, and 4 gage, steel deck panels are made from steel conforming to ASTM A 79, SS Grade (minimum); or ASTM A 65, SS Grade (minimum); or ASTM A 008, SS Grade (Type or ) (minimum), with a minimum yield strength of 8,000 psi (6 MPa) and a minimum tensile strength of 5,000 psi (58 MPa). The steel deck panel finish is either Zincalume, minimum G90 galvanization coating per ASTM A 65 or a painted finish on both sides of the deck panel.. U-Panel, X-Span and Alta Rib Deck Panels: Deck panels are made from steel conforming to ASTM A 79, SS Grade 80 (minimum); or ASTM A 65, SS Grade 80 (minimum); or ASTM A 008, SS Grade 80 (minimum) for Nos. 0, 9, 6 and 4 gage. The deck panel finish is either Zincalume, minimum G90 galvanization coating per ASTM A 65 or a painted finish on both sides of the deck panel. 4.0 DESIGN AND INSTALLATION 4. Design: 4.. Diaphragm Shear and lexibility: A one-third stress increase (or 0.75 reduction of the resulting forces) must not be permitted for allowable stress design for load combinations containing wind or seismic forces for shear values in the diaphragm tables. 4.. Diaphragm Design Considerations: The diaphragm design must include the following considerations: a. Diaphragm classification (flexible or rigid) must comply with Section 60 of the IBC or Section 60.6 of the UBC; the diaphragm deflection (Δ) must be calculated using the equations noted in Table. b. Diaphragm flexibility limitations must comply with Table. c. Diaphragm deflection limits must comply with Section.. of ASCE 7 or Section 6..9 of the UBC. d. Horizontal shears must be distributed in accordance with Section.8.4,.9.5 or.4.8. of ASCE 7 or Sections 60.6 and 60.7 of the UBC, as applicable. 4. Installation: 4.. Mini-V-Beam, HR-6 and Box Rib Deck Panels: Mini-V-Beam panel section and strength properties are noted in Table. Mini-V-Beam allowable reactions based on web crippling are noted in Table. The allowable horizontal diaphragm shear capacities and flexibility factors for Mini-V-Beam are noted in Table 4. Mini-V-Beam panels are attached to diaphragm perimeter and intermediate structural steel supports with No.-4 ITW Buildex TEKS or ICH TRAXX fasteners as shown in igure. The spacing of screws to transfer shear forces to elements parallel to the panel flutes must be determined by equations in Note 5 of Table 4. Panel-topanel attachments must be done with No.-4 ITW Buildex TEKS or ICH TRAXX fasteners spaced according to the values listed in Table 4. TEKS or ICH TRAXX fasteners must penetrate beyond the steel supports or 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, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 00 Page of 4

2 ESR-409 Most Widely Accepted and Trusted Page of 4 bottom panel a minimum of three pitches of thread. HR- 6 and Box Rib panel section properties are noted in Table U-Panel, X-Span and Alta Rib Deck Panels: U-Panel panel section and strength properties are noted in Table 6. The U-Panel profile is shown in igure. The allowable horizontal diaphragm shear capacities and flexibility factors for Inverted U-Panel are noted in Table 7. X-Span and Alta Rib panel section properties are noted in Table 8. The allowable horizontal diaphragm shear capacities and flexibility factors for Inverted X-Span are noted in Table 9. Inverted U-Panel and Inverted X-Span panels are attached to diaphragm perimeter and intermediate structural steel supports with No. self-drilling self-tapping TEKS screws manufactured by ITW Buildex, as shown in igures 4 and 6. The spacing of screws to transfer shear to elements parallel to the panel flutes must be determined by equations shown in Note 5 of Tables 7 and 9. Panel-to-panel attachments must be with No. self-drilling self-tapping TEKS screws manufactured by ITW Buildex, spaced according to the values listed in Tables 7 and 9. All self-drilling self-tapping screws must penetrate beyond the steel supports or bottom panel a minimum of three pitches of thread. 4. Special Inspection Requirements for Installations Under the IBC: 4.. Periodic Special Inspection: Periodic special inspections in accordance with Section of the IBC are required where the steel deck systems are used as part of a seismic-force-resisting system in structures assigned to Seismic Design Category C, D, E or. Periodic special inspections apply to connections such as screws. Periodic special inspections also apply where noted in Tables 704. and of the IBC. 4.. Continuous Special Inspections: Continuous special inspections must be provided where noted in Tables 704. and of the IBC. 4.. Statement of Special Inspections: A statement of special inspections must be prepared by the registered design professional in responsible charge and submitted to the code official as set forth in IBC Section 705. The statement must include the special inspection duties noted in this section (Section 4.). 5.0 CONDITIONS O USE The AEP Span Steel Roof Deck Panels described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section.0 of this report, subject to the following conditions: 5. The deck panels are manufactured, identified and installed in accordance with this report and AEP Span s published installation instructions. If there is a conflict between the manufacturer s published installation instructions and this report, this report governs. 5. Where used as a diaphragm: 5.. A one-third stress increase (or 0.75 reduction of the resulting forces) must not be permitted for Allowable Stress Design for load combinations containing wind or seismic forces for shear values in the diaphragm tables. 5.. Allowable shear values must be limited to values set forth in the accompanying tables for the types of steel deck panel involved. 5.. Diaphragm deflections must not exceed the permitted relative deflections of walls between the diaphragm level and the floor below. See Table for diaphragm flexibility and deflection limitations. 5. Vertical load design of steel deck panels must be based on section properties and reaction loads set forth in this report. 5.4 Calculations and details demonstrating that the loads applied to the decks comply with this report must be submitted to the code official for approval. Calculations and drawings 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. 5.5 Use of AEP Span steel roof deck panels has not been evaluated for use without a roof covering. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Steel Deck Roof and loor Systems (AC4), dated ebruary 008 (Editorially revised April 008). 7.0 IDENTIICATION Each bundle of AEP Span steel roof deck panels is identified by labeling bearing the manufacturer s name (AEP Span); the steel deck panel profile name; the design thickness; the minimum specified yield strength; the manufacturing location (ontana, California, or Tacoma, Washington); the cover width of the panel; and the ICC-ES evaluation report number (ICC-ES ESR-409).

3 ESR-409 Most Widely Accepted and Trusted Page of 4 General Notes: The following notes apply to all of the tables in this report unless otherwise noted:. The base-metal thickness for all decks is indicated in Tables, 5, 6 and 8. or decks with specified yield strength of 80,000 psi (550 MPa), yield strength used for design must be 60,000 psi (40 MPa).. Where individual panels are cut, the partial panel must be fastened in a manner to fully transfer the shears at the point of the diaphragm to the adjacent full panels for the values specified in the tables. INDEX TO TABLES AND IGURES TABLE SUBJECT PAGE IGURE SUBJECT PAGE Diaphragm lexibility Limitations... 4 Deck Profiles... Mini-V-Beam Section Properties... 5 Mini-V-Beams Profile and Attachment Pattern... 5 Mini-V-Beam Allowable Reactions... 5 U-Panel Profile Mini-V-Beam Diaphragm Shears (with Screws) Inverted U-Panel Attachment Details HR-6 and Box Rib Section Properties X-Span and Alta Rib Profile... 6 U-Panel Section Properties Inverted X-Span Attachment Details... 7 U-Panel w/self Drilling asteners X-Span & Alta Rib Section Properties... 9 X-Span Diaphragm Sheers (with Screws)... 4 IGURE DECK PROILES

4 ESR-409 Most Widely Accepted and Trusted Page 4 of 4 MAXIMUM OR MASONRY OR CONCRETE WALLS (feet) TABLE DIAPHRAGM LEXIBILITY LIMITATION,,,4,5 Rotation Not Considered In Diaphragm Masonry or Concrete Walls -DEPTH LIMITATION lexible Walls 4 Rotation Considered In Diaphragm Masonry or Concrete Walls lexible Walls 4 More than 50 Not used Not used : Not used / : No limitation Less than No limitation : or as required for deflection / : or as required for deflection : or as required for deflection As required for deflection or SI: inch = 5.4 mm, plf = N/m, psi = 6894 Pa : Not used : 4: 5: No limitation As required for deflection As required for deflection As required for deflection Diaphragms must be investigated regarding their flexibility and recommended span-depth limitations. Refer to above table for determination of value of. Diaphragms supporting masonry or concrete walls must have their deflections limited to the following amount: H f c Üwall ã 0. 0Et where: H = Unsupported height of wall in feet. t = Thickness of wall in inches. 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. or concrete, f c = 0.45f c. or masonry, f c = b = 0.f m. / : : / : The total deflection Δ of the diaphragm may be computed from the equation: Δ = Δ f + Δ w Where: Δ f = lexural deflection of the diaphragm determined in the same manner as the deflection of beams. Δ w = The web deflection may be determined by the equation: Ü w q L ave ã 0 6 where: L = Distance in feet between vertical resisting element (such as shear wall) and the point to which the deflection is to be determined. q ave = Average shear in diaphragm in pounds per foot over length L. = lexibility factor: The average microinches a diaphragm web will deflect in a span of foot under a shear of pound per foot. 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 4...

5 ESR-409 Most Widely Accepted and Trusted Page 5 of 4 TABLE MINI-V-BEAM SECTION PROPERTIES,, DECK TYPE Mini-V-Beam BASE METAL THICKNESS (in.) I (in 4 ) POSITIVE S (in ) NEGATIVE S (in ) or SI: inch = 5.4 mm, psi = 6894 Pa. Tabulated values are based on a -foot wide section. Properties based on 8,000 psi yield strength, except where noted. (Tensile strength = 5,000 psi) All section properties are net values. 4 Properties based on 75 percent of 80,000 psi yield strength. (Tensile strength = 8,000 psi) TABLE MINI-V-BEAM ALLOWABLE REACTIONS DECK TYPE Mini-V-Beam or SI: inch = 5.4 mm, plf = N/m. MINIMUM BEARING LENGTH.5 inches.5 inches.5 inches.5 inches.5 inches End of Deck ALLOWABLE LOAD (plf) REACTION LOCATION Interior Properties based on 8,000 psi yield strength, except where noted. (Tensile strength = 5,000 psi) Properties based on 75 percent of 80,000 psi yield strength. (Tensile strength = 8,000 psi) IGURE MINI-V-BEAM DIAPHRAGM SHEAR WITH SCREWS

6 ESR-409 Most Widely Accepted and Trusted Page 6 of 4 TABLE 4 MINI-V-BEAM TM DIAPHRAGM SHEAR CAPACITY (q) (plf) and LEXIBILITY ACTOR () WITH ITW BUILDEX TEKS OR I.C.H. TRAXX SCREWS SIDELAP ATTACHMENT TRAXX " o.c. 8" o.c. 4" o.c. Mid-Span Third Points Quarter " o.c. 8" o.c. 4" o.c. Mid-Span Third Points Quarter " o.c. 8" o.c. 4" o.c. Mid-Span Third Points Quarter " o.c. 8" o.c. 4" o.c. Mid-Span Third Points Quarter 7 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 0'-0" q R.9 + 4R.9 + 5R. + 0R.5 +6R +4R R q R R R R.6 +6R +4R.4 + R q R R R R R R 4. + R q R. + 4R. + 5R. + 0R.4 +6R.4 +4R.5 + R q R R R R R R R q R R R R R R R q R R R R.5 +.9R + 9.R R q R R R R.6 +.9R + 9.R R q R R R R R R R q R R R R.8 +.9R + 9.R. + 6.R q R R R R R R R q R R R R R R R q R R R R R R R q R R.4 + 8R R 0 + 7R R R q R R. + 8R. + 96R.5 + 7R R R q R R R R R R 7 +7R q R. + 74R. + 8R. + 96R.4 + 7R.4 + 5R.5 +7R q R R.4 + 8R R.5 + 7R.5 + 5R.6 +7R q R R R R R R R q R. + 4.R R R 0 +.4R R R q R R R R.4 +.4R R R q R R R R R R R q R + 4.R R R. +.4R. + 9R R q R. + 4.R R R.4 +.4R.5 + 9R R

7 ESR-409 Most Widely Accepted and Trusted Page 7 of 4 TABLE 4 MINI-V-BEAM TM DIAPHRAGM SHEAR CAPACITY (q) (plf) AND LEXIBILITY ACTOR () WITH ITW BUILDEX TEKS OR I.C.H. TRAXX SCREWS -8 (Continued) 0 SIDELAPATTACHM ENT TRAXXPATT " o.c. 8" o.c. 4" o.c. Mid-Span Third Points Quarter Points " o.c. 8" o.c. 4" o.c. Mid-Span Third Points Quarter Points " o.c. 8" o.c. 4" o.c. Mid-Span Third Points Quarter Points " o.c. 8" o.c. 4" o.c. Mid-Span Third Quarter Points 7 7 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 0'-0" q R R R R R R R q R R R R R R R q R. + 06R + 7R R R R R q R R.7 + 7R R.9 + 9R 4 + 5R R q R + 06R + 7R. + 47R. + 9R. + 5R. + 0R q R R R R R R R q R R R R R R R q R R R R R R R q R R R R R R R q R R. +.5R R R R.8 +.9R q R R R R + 6.R. + 4.R. +.9R q R R R R R R R q R R R 6. + R R R R q R R R R R R R q R R R R R R R q R. + 55R. + 0R.4 + R R R R q R R R 9. + R R R R q R R R R R R R q R R R R R R R q R R R R R R R q R R R R R R R q R R R +.9R. +.R R R q R R R R 9. +.R R R q R R R R R R R

8 ESR-409 Most Widely Accepted and Trusted Page 8 of 4 8 SIDELAP ATTACHMENT TABLE 4 MINI-V-BEAM TM DIAPHRAGM SHEAR CAPACITY (q) (plf) AND LEXIBILITY ACTOR () WITH ITW BUILDEX TEKS OR I.C.H. TRAXX SCREWS -8 (Continued) TRAXX " o.c. 8" o.c. 4" o.c. Mid-Span Third Points QuarterPoints " o.c. 8" o.c. 4" o.c. Mid-Span Third Points QuarterPoints 7 or SI: inch = 5.4 mm, foot = 04.8 mm, plf = N/m. 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 0'-0" q R R R R R R R q R R R R R R R q R R R R R R R q R R R R R R R q R R R R R R R q R R R R R R R q R R R R R R R q R R R R R R R q R R R R R R R q R R R R R R R q R R R R R R R q R R R R R R R Table Notes: q = Allowable diaphragm shear in pounds per lineal foot. R = Ratio of vertical load span of the deck to length of each deck panel. = lexibility actor: The average micro-inches a diaphragm web will deflect in a span of foot under a shear of pound per foot. 4Patterns of TEKS & ICH TRAXX screw fastenings to supports members are shown in igure. 5The spacing of screws, ac in feet (m), fastening sheet to structural framing along a flute transferring shear to a chord, strut, or other element parallel to the flutes must be: ac = 5,000t.5 / q (.9t.5 /q) for No. 6 gauge decks and ac =,000t.5 / q (.6t.5 /q) for No. 4, No., No. 0 and No. 8 gauge decks. where: t = thickness of deck in inches q = required design shear (allowable stress design) at shear transfer, in plf 6No increase in stress is permitted for wind or seismic forces. 7TEKS & ICH TRAXX screws must be type #-4 for sheet to framing and #-4 for sheet to sheet. 8See Table for diaphragm flexibility limitations. DECK TYPE HR-6 TABLE 5 HR-6 AND BOX RIB SECTION PROPERTIES,, WEIGHT (psf) BASE METAL THICKNESS (in.) POSITIVE S (in. ) POSITIVE I (in. 4 ) NEGATIVE S (in. ) NEGATIVE I (in. 4 ) BOX RIB or SI: inch = 5.4 mm, psi = 6894 Pa, psf = Pa. Tabulated values are based on a -foot-wide section. Properties are based on 75 percent of 80,000 psi yield strength. (Tensile strength = 8,000 psi) All section properties are net values.

9 ESR-409 Most Widely Accepted and Trusted Page 9 of 4 DECK TYPE U-PANEL Gauge TABLE 6 U-PANEL SECTION PROPERTIES,, Weight (psf) Base Metal Thickness (in) Positive S (in ) Positive I (in 4 ) Negative S (in ) Negative I (in 4 ) or SI: inch = 5.4 mm, foot = 04.8 mm, psi = 6894 Pa, psf = Pa. Table Notes: Tabulated values are based on a -foot-wide section. Properties are based on 75 percent of 80,000 psi yield strength. (Tensile strength = 8,000psi) All section properties are net values. " 6" " 4 " " 6" IGURE U-PANEL PROILE SCREW ASTENER PATTERNS TO SUPPORT BEAMS 4 ASTENER PATTERN 7 ASTENER PATTERN SIDE LAP DETAIL SIDE LAP ASTENERS BETWEEN SUPPORTS SIDE LAP ASTENERS BETWEEN SUPPORTS IGURE 4 INVERTED U-PANEL ATTACHMENT DETAILS

10 ESR-409 Most Widely Accepted and Trusted Page 0 of 4 TABLE 7 ALLOWABLE DIAPHRAGM SHEAR CAPACITY (q) AND LEXIBILITY ACTOR () OR INVERTED U-PANEL WITH SEL DRILLING ASTENERS (- CONDITION),,,4,5,6,7,8 9 6 SIDELAP ATTACHMENT ASTENER PATTERN None 4"o.c 8"o.c "o.c 4 None 4"o.c 8"o.c "o.c 7 None 4"o.c 8"o.c "o.c 4 None 4"o.c 8"o.c "o.c 7 ' - 0" ' - 0" 4' - 0" 5' - 0" 6' - 0" 7' - 0" 8' - 0" q q q q q q q q q q q q q q q q

11 ESR-409 Most Widely Accepted and Trusted Page of 4 TABLE 7 ALLOWABLE DIAPHRAGM SHEAR CAPACITY (q) AND LEXIBILITY ACTOR () OR INVERTED U-PANEL WITH SEL DRILLING ASTENERS (- CONDITION),,,4,5,6,7,8 (Continued) 9 6 SIDELAP ATTACHMENT ASTENER PATTERN None 4"o.c 8"o.c "o.c 4 None 4"o.c 8"o.c "o.c 7 None 4"o.c 8"o.c "o.c 4 None 4"o.c 8"o.c "o.c 7 ' - 0" ' - 0" 4' - 0" 5' - 0" 6' - 0" 7' - 0" 8' - 0" q q q q q q q q q q q q q q q q

12 ESR-409 Most Widely Accepted and Trusted Page of 4 TABLE 7 ALLOWABLE DIAPHRAGM SHEAR CAPACITY (q) AND LEXIBILITY ACTOR () OR INVERTED U-PANEL WITH SEL DRILLING ASTENERS (4- CONDITION),,,4,5,6,7,8 (Continued) 9 6 SIDELAP ATTACHMENT ASTENER PATTERN None 4"o.c 8"o.c "o.c 4 None 4"o.c 8"o.c "o.c 7 None 4"o.c 8"o.c "o.c 4 None 4"o.c 8"o.c "o.c 7 ' - 0" ' - 0" 4' - 0" 5' - 0" 6' - 0" 7' - 0" 8' - 0" q q q q q q q q q q q q q q q q or SI: inch = 5.4 mm, foot = 04.8 mm, plf = N/m, psf = Pa. Table Notes: q = Allowable diaphragm shear in pounds per lineal foot. = lexibility actor: The average micro-inches a diaphragm web will deflect in a span of foot under a shear of pound per foot. Panels are attached with # self-drilling TEKS Screws manufactured by ITW Buildex with a minimum 0. inch diameter to intermediate and end supports as shown in igure 5. 4 # self-drilling TEKS Screws manufactured by ITW Buildex with a minimum 0. inch diameter to be used for panel sidelap attachments. 5 The spacing of screws, a c, in feet, fastening to diaphragm perimeter members parallel to the panel must be: a c = 7,500 t / q where: t = thickness of deck in inch q = required diaphragm shear (Allowable Stress Design) at shear transfer, in plf 6 or wind loading, values may be multiplied by a factor of.5. 7 Panels must be attached to structural framing with a minimum thickness of / 6 inch. 8 asteners have a minimum / diameter washer with a minimum 0.06 inch thickness.

13 ESR-409 Most Widely Accepted and Trusted Page of 4 TABLE 8 X- TM AND ALTA RIB TM SECTION PROPERTIES,, DECK TYPE WEIGHT (psf) BASE METAL THICKNESS (IN) POSITIVE S (IN ) POSITIVE I (IN 4 ) NEGATIVE S (IN ) NEGATIVE I (IN 4 ) X- TM ALTA RIB TM or SI: inch = 5.4 mm, foot = 04.8 mm, psi = 6894 Pa, psf = Pa. Table Notes: Tabulated values are based on a -foot-wide section. Properties are based on 75 percent of 80,000 psi yield strength. (Tensile strength = 8,000psi) All section properties are net values. 9"." " 0.7"." 6" IGURE 5 X- TM AND ALTA RIB TM PROILE SCREW ASTENER PATTERN TO SUPPORT BEAMS 5 ASTENER PATTERN SIDE LAP DETAIL SIDE LAP ASTENERS BETWEEN SUPPORTS SIDE LAP ASTENERS BETWEEN SUPPORTS IGURE 6 INVERTED X- TM ATTACHMENT DETAILS

14 ESR-409 Most Widely Accepted and Trusted Page 4 of 4 TABLE 9A ALLOWABLE DIAPHRAGM SHEAR CAPACITY (q) AND LEXIBILITY ACTOR () OR INVERTED X- WITH SEL DRILLING ASTENERS (- CONDITION),,,4,5,6,7,8 SIDELAP ATTACHMENT ASTENER PATTERN 6'-0" 7'-0" 8'-0" 9'-0" 0'-0" '-0" '-0" 9 6 None 5 None 5 q q q q q q q q TABLE 9B ALLOWABLE DIAPHRAGM SHEAR CAPACITY (q) AND LEXIBILITY ACTOR () OR INVERTED X- WITH SEL DRILLING ASTENERS (- CONDITION),,,4,5,6,7,8 SIDELAP ATTACHMENT ASTENER PATTERN None 5 None 5 or SI: inch = 5.4 mm, plf = N/m, psf = Pa. 6'-0" 7'-0" 8'-0" 9'-0" 0'-0" '-0" '-0" q q q q q q q q q = Allowable diaphragm shear in pounds per lineal foot. = lexibility actor: The average micro-inches a diaphragm web will deflect in a span of foot under a shear of pound per foot. Panels are attached with # self-drilling TEKS screws manufactured by ITW Buildex (ER-056) with a minimum 0. inch diameter to intermediate and end supports as shown in igure 6. 4 # self-drilling TEKS screws manufactured by ITW Buildex with a minimum 0. inch diameter to be used for panel sidelap attachments. 5 The spacing of screws, a c, in feet, fastening to diaphragm perimeter members parallel to the panel must be: a c = 7,500t/q where: t = thickness of deck in inches, q = required diaphragm shear (Allowable Stress Design) at shear transfer, in plf. 6 or wind loading, values in the table that are shaded may be multiplied by a factor of.5. 7 Panels must be attached to structural framing with a minimum thickness of / 6 inch. 8 asteners have a minimum / diameter washer with a minimum 0.06 inch thickness.