Steel Deck. A division of Canam Group

Transcription

1 Steel Deck A division of Canam Group

2 TABLE OF CONTENTS PAGE OUR SERVICES... 4 NOTES ABOUT LOAD TABLES... 5 P-3615 & P-3606 DIMENSIONS & PHYSICAL PROPERTIES... 6 FACTORED AND SERVICE LOADS... 7 P-2436 & P-2404 DIMENSIONS & PHYSICAL PROPERTIES... 8 FACTORED AND SERVICE LOADS... 9 P-3615 & P-3606 COMPOSITE DIMENSIONS & PHYSICAL PROPERTIES FACTORED RESISTANCE OF COMPOSITE SLAB WITH LIGHTWEIGHT CONCRETE P-3623 COMPOSITE DIMENSIONS & PHYSICAL PROPERTIES FACTORED RESISTANCE OF COMPOSITE SLAB WITH LIGHTWEIGHT CONCRETE P-2432 COMPOSITE DIMENSIONS & PHYSICAL PROPERTIES FACTORED RESISTANCE OF COMPOSITE SLAB WITH LIGHTWEIGHT CONCRETE P-3012 FORM DECK DESIGN AIDS ACCESSORIES DECK FEATURES PAGE DIMENSIONS & PHYSICAL PROPERTIES MAXIMUM CONCRETE SLAB THICKNESS TABLE FACTORED RESISTANCE OF CONCRETE SLAB WITH WIRE MESH WEB CRIPPLING ROOF CANTILEVER FLOOR CANTILEVER POUR STOP CLOSURE STRIP PLATES & SUMP PAN NEOPRENE & METAL CLOSURES VENTED DECK ACOUSTICAL DECK CANAM DECK CERTIFICATION FACTORY MUTUAL (FM) UNDERWRITERS LABORATORIES OF CANADA (ULC) DIAPHRAGM BUSINESS UNITS & INTERNET ADDRESSES CANAM ADDRESSES Utility / Product P-3615 P-3606 P-2436 P-2404 P-3623 P-2432 P-3012 Roof Deck Floor Deck (Composite) Form Deck (Non Composite) Deck Features Vented Deck Acoustical Deck Technical Data Diaphragm Depth 38 mm (1 1 /2 ) 38 mm (1 1 /2 ) 76 mm (3 ) 76 mm (3 ) 51 mm (2 ) 76 mm (3 ) 14 mm ( 9 /16 ) Coverage 914 mm (36 ) 914 mm (36 ) 610 mm (24 ) 610 mm (24 ) 914 mm (36 ) 610 mm (24 ) 762 mm (30 ) Request for technical information about our cold-formed products can be sent to: [email protected] 3

3 OUR SERVICES For project design, bid preparation or component manufacturing, our sales representatives, engineers, technicians and draftsmen are at your service. Our team can suggest efficient and economical solutions. DRAWINGS Canam produces its own shop drawings for the fabrication of your steel joists, trusses, steel deck and girts. FABRICATION Our production equipment has always been at the leading edge of technology. We have continued to invest significantly to acquire the best available equipment in the industry, including computer-aided manufacturing and numerically-controlled machinery. Canam has an automated roll former for girts as well as several steel deck roll formers. DELIVERY Canam s advantage has always been our ability to deliver just on time, regardless of where or when you need our products. We know that your on-site erection crews can not afford to wait. For this reason, our trucks and semitrailers travel the continent, around the clock, to satisfy the requirements of your construction schedules. 4

4 NOTES ABOUT LOAD TABLES STANDARDS This Canam steel deck catalog presents load tables based on the recent edition of the standard CAN/CSA-S North American Specification for the Design of Cold-Formed Steel Structural Members. In Canada, design shall be made under Limit States Design principles. For this reason, the uniform loads shown in the tables are the maximum factored loads that the deck can support. The Canadian Sheet Steel Building Institute (CSSBI) specifies rules for steel deck practices. As a member of this organization, Canam applied those rules in the calculations for this catalog. The designer has the responsibility to follow practices published by the CSSBI for Canadian projects. WARNING Although every effort was made to ensure that all data in this catalog is factual and that the numerical values are accurate to a degree consistent with cold-formed design standards, Canam does not assume responsibility for errors or oversights that may result from the use of the information contained herein. Anyone making use of the contents of this catalog assumes all liability arising from such use. All suggestions for improvements to this publication will receive full consideration for future printings. GRADE AND RESISTANCE The latest version of the ASTM A 653M standard recognizes 7 different structural quality steels with their chemical composition and mechanical properties. The sheet steels normally used to form Canam steel deck profiles correspond to ASTM A 653M SS Grade 230. They have a yield strength of 230 MPa (33 ksi) and a tensile strength of 310 MPa (45 ksi). Steel with higher yield strength or different ASTM designation can be used to meet specific needs. THICKNESS CAN/CSA-S standard for the design of cold-formed steel structural members indicates that the thickness supplied shall not be less than 95% of the design thickness used. The generally accepted thickness of the zinc coating of a Z275 (G90) finish is approximately mm ( in.). STAINLESS STEEL Upon request, we can provide stainless steel or steel protected by an aluminium-zinc coating. However, costs, availability and delivery schedules must be discussed with our sales department. Most of the stainless steel types have a yield strength of 205 MPa (30 ksi). The resistance values of stainless steel deck are considered to be 90% of those shown in the tables. COATING Canam steel deck profiles are available with Z275 (G90) or ZF75 (A25) zinc protection according to the standard ASTM A 653M. Upon request, Canam can also provide finish paint from the 8000 color series with an underlying zinc protection of Z275 (G90), or other types of material, given sufficient notice. EMBOSSMENTS AND PERFORATIONS The P-3615, P-3606, P-3623 and P-2432 deck profiles are available with embossments to act in composite action with a concrete slab. Tables for these composite sections show loads and unshored spans for normal weight concrete and light weight concrete on separate pages. The P-3615, P-3606, P-2436 and P-2404 deck profiles are available with perforated web elements that reduce noise reverberation when fiberglass insulation strips are installed according to the assembly instructions for acoustical deck (refer to page 33). The resistance values of acoustical deck are considered to be 95% of those shown in the tables. SHORTER LENGTHS Upon special request made to our sales department, sheets are available in lengths of less than mm (6 feet). CONCENTRATED LOADS The loads indicated in the tables are uniformly distributed and must not be used as the equivalent of point loads or linear loads. Proper analysis should be done by an engineer to verify the effects of those concentrated loads on the deck or composite deck-slab. For example: The wheel load of rolling equipment on the steel deck during roofing material installation. The large spacing between attachments of roofing material to steel deck under uplift conditions. The footprint of a concentrated load on a slab. Concentrated loads shall be analyzed to ensure they do not overstress the steel deck or the composite deck-slab locally. 5

5 P-3615 & P-3606 Canam s steel deck profiles P-3615 and P-3606 are roll formed to cover 914 mm (36 in.). The deck is available with a galvanized coating according to the standard ASTM A 653M with zinc thickness corresponding to Z275 (G90) or ZF75 (A25). Upon agreement with our sales department, it is also possible to obtain steel deck with aluminium-zinc coating according to designation AZM150 (AZ50) of the standard ASTM A 792M. Nominal thicknesses range from 0.76 mm (0.030 in.) to 1.52 mm (0.060 in.). The flutes are 38 mm (1.5 in.) deep and are spaced at 152 mm (6 in.) center to center. The deck can be rolled to lengths from mm (6 ft.) to mm (40 ft.). DIMENSIONS 914 mm (36 ) P mm (2 1 /2 ) 89 mm (3 1 /2 ) 152 mm (6 ) 38 mm (1 1 /2 ) 114 mm (4 1 /2 ) 38 mm (1 1 /2 ) 914 mm (36 ) P mm (2 1 /2 ) 89 mm (3 1 /2 ) 152 mm (6 ) 38 mm (1 1 /2 ) 114 mm (4 1 /2 ) 38 mm (1 1 /2 ) PHYSICAL PROPERTIES Type Nominal Design Overall Section Modulus Moment of Inertia Weight Thickness Thickness Depth M + M for Deflection mm mm mm kg/m 2 mm 3 mm 3 mm 4 (in.) (in.) (in.) (lb/ft 2 ) (in 3 ) (in 3 ) (in 4 ) (0.030) (0.0300) (1.47) (1.74) (0.1772) (0.1875) (0.1481) (0.036) (0.0358) (1.48) (2.06) (0.2150) (0.2233) (0.1865) (0.048) (0.0479) (1.49) (2.72) (0.2941) (0.2975) (0.2662) (0.060) (0.0595) (1.50) (3.35) (0.3680) (0.3680) (0.3313) Effective properties are based on a unit width of mm (S.I. units) or 12 in. (imperial units). Material according to ASTM A 653M SS Grade 230, yield strength of 230 MPa (33 ksi). Tables are calculated according to CAN/CSA-S standard. 6

6 P-3615 & P-3606 FACTORED AND SERVICE LOADS TABLE (kpa) FACTORED AND SERVICE LOADS TABLE (psf) Type Nominal SPAN (ft.-in.) Thickness (in.) SINGLE SPAN F D F D F D DOUBLE SPAN F D F D F D F D TRIPLE SPAN F D F D F D F D F D Loads in rows marked F are the maximum factored loads controlled by the bending capacity, and those in rows marked D are the uniform service loads that produce a deflection of L/240. Loads in rows marked F should be compared to factored loads according to CAN/CSA-S16-01 Limit States Design of Steel Structure. The live loads producing deflection equal to the span/180 or span/360 can be calculated by multiplying the loads in the D rows by 1.33 or 0.66 respectively. METRIC Type Nominal SPAN (mm) Thickness (mm) SINGLE SPAN F D F D F D DOUBLE SPAN F D F D F D F D TRIPLE SPAN F D F (13.60) D F D F D F D IMPERIAL Web crippling controls loads in brackets calculated with the end bearing length equal to 40 mm (1.6 in.) and the interior bearing length equal to 102 mm (4 in.). Refer to page 24 for web crippling tables and examples. The span is the shortest of the following dimensions: dimension c/c of the supports, or the clear dimension between the supports plus the depth of the deck at each end. Refer to page 34 for maximum spans approved by Factory Mutual (FM). 7

7 P-2436 & P-2404 Canam s steel deck profiles P-2436 and P-2404 are roll formed to cover 610 mm (24 in.). The deck is available with a galvanized coating according to the standard ASTM A 653M with zinc thickness corresponding to Z275 (G90) or ZF75 (A25). Upon agreement with our sales department, it is also possible to obtain steel deck with aluminium-zinc coating according to designation AZM150 (AZ50) of the standard ASTM A 792M. Nominal thicknesses range from 0.76 mm (0.030 in.) to 1.52 mm (0.060 in.). The flutes are 76 mm (3 in.) deep and are spaced at 152 mm (6 in.) center to center. The deck can be rolled to lengths from mm (6 ft.) to mm (40 ft.). DIMENSIONS 610 mm (24 ) P mm (1 1 /2 ) 152 mm (6 ) 114 mm (4 1 /2 ) 89 mm (3 1 /2 ) 64 mm (2 1 /2 ) 76 mm (3 ) 610 mm (24 ) P mm (1 1 /2 ) 152 mm (6 ) 114 mm (4 1 /2 ) 89 mm (3 1 /2 ) 64 mm (2 1 /2 ) 76 mm (3 ) PHYSICAL PROPERTIES Type Nominal Design Overall Section Modulus Moment of Inertia Weight Thickness Thickness Depth M + M for Deflexion mm mm mm kg/m 2 mm 3 mm 3 mm 4 (in.) (in.) (in.) (lb/ft 2 ) (in 3 ) (in 3 ) (in 4 ) (0.030) (0.0300) (3.00) (2.43) (0.4489) (0.4778) (0.7369) (0.036) (0.0358) (3.01) (2.88) (0.5470) (0.5797) (0.9245) (0.048) (0.0479) (3.02) (3.75) (0.7558) (0.7748) (1.3322) (0.060) (0.0595) (3.03) (4.65) (0.9574) (0.9613) (1.6805) Effective properties are based on a unit width of mm (S.I. units) or 12 in. (imperial units). Material according to ASTM A 653M SS Grade 230, yield strength of 230 MPa (33 ksi). Tables are calculated according to CAN/CSA-S standard. 8

8 FACTORED AND SERVICE LOADS TABLE (kpa) Loads in rows marked F are the maximum factored loads controlled by the bending capacity, and those in rows marked D are the uniform service loads that produce a deflection of L/240. Loads in rows marked F should be compared to factored loads according to CAN/CSA-S16-01 Limit States Design of Steel Structure. The live loads producing deflection equal to the span/180 or span/360 can be calculated by multiplying the loads in the D rows by 1.33 or 0.66 respectively. P-2436 & P-2404 Type Nominal SPAN (mm) Thickness (mm) SINGLE SPAN F D F D F D DOUBLE SPAN F D F D F D F D TRIPLE SPAN F D F (11.11) (10.18) D F D F D F D FACTORED AND SERVICE LOADS TABLE (psf) METRIC IMPERIAL Type Nominal SPAN (ft.-in.) Thickness (in.) SINGLE SPAN F D F D F D DOUBLE SPAN F D F D F D F D TRIPLE SPAN F D F (236) D F D F D F D Web crippling controls loads in brackets calculated with the end bearing length equal to 76 mm (3 in.) and the interior bearing length equal to 152 mm (6 in.). Refer to page 24 for web crippling tables and examples. The span is the shortest of the following dimensions: dimension c/c of the supports, or the clear dimension between the supports plus the depth of the deck at each end. 9

9 P-3615 & P-3606 COMPOSITE DIMENSIONS Canam s composite P-3615 and P-3606 steel deck profiles are roll formed to cover 914 mm (36 in.). The deck is available with a galvanized coating according to the standard ASTM A 653M with zinc thickness corresponding to Z275 (G90). Other types of steel sheet finishes may affect the bond properties between deck and concrete. Contact our sales department for more information. Nominal thicknesses are 0.76 mm (0.030 in.), 0.91 mm (0.036 in.) and 1.21 mm (0.048 in.). The flutes are 38 mm (1.5 in.) deep and are spaced at 152 mm (6 in.) center to center. The deck can be rolled to lengths from mm (6 ft.) to mm (40 ft.). The narrow flutes provide enough space to weld headed studs through the deck to the top of beams or joists that will act in composite action with the concrete slab. Standard steel grade conforms to ASTM A 653M SS Grade 230 with a yield strength of 230 MPa (33 ksi). Steel grades up to 350 MPa (50 ksi) and a material thickness of 1.07 mm (0.042 in.) are available given sufficient delivery time. 914 mm (36 ) P-3615 COMPOSITE 64 mm (2 1 /2 ) 89 mm (3 1 /2 ) 152 mm (6 ) 38 mm (1 1 /2 ) 114 mm (4 1 /2 ) 38 mm (1 1 /2 ) 914 mm (36 ) P-3606 COMPOSITE 64 mm (2 1 /2 ) 89 mm (3 1 /2 ) 152 mm (6 ) 38 mm (1 1 /2 ) 114 mm (4 1 /2 ) 38 mm (1 1 /2 ) PHYSICAL PROPERTIES Type Nominal Design Overall Section Modulus Moment Steel Center of Weight Thickness Thickness Depth M + M of Inertia Area Gravity mm mm mm kg/m 2 mm 3 mm 3 mm 4 mm 2 mm (in.) (in.) (in.) (lb/ft 2 ) (in 3 ) (in 3 ) (in 4 ) (in 2 ) (in.) (0.030) (0.0300) (1.47) (1.74) (0.1772) (0.1875) (0.1481) (0.480) (0.89) (0.036) (0.0358) (1.48) (2.06) (0.2150) (0.2233) (0.1865) (0.573) (0.89) (0.048) (0.0479) (1.49) (2.72) (0.2941) (0.2975) (0.2662) (0.766) (0.89) Effective properties are based on a unit width of mm (S.I. units) or 12 in. (imperial units). Material according to ASTM A 653M SS Grade 230, yield strength of 230 MPa (33 ksi). Tables are calculated according to CAN/CSA-S standard. 10

10 P-3615 & P-3606 COMPOSITE FACTORED RESISTANCE TABLE OF COMPOSITE SLAB (kpa) METRIC Slab Deck Maximum Unshored Span Self Comp. Mom. SPAN (mm) Thick. Thick. Single Double Triple Weight of Inertia (mm) (mm) (mm) (mm) (mm) (kpa) (10 6 mm 4 ) The table is based on concrete density of kg/m3 and minimum compressive resistance (f c ) equal to 20 MPa at 28 days. During construction, the steel deck must support itself, the concrete and a construction uniform load of 1 kpa or a transverse load of 2 kn/m, as specified by the Canadian Sheet Steel Building Institute. The maximum unshored spans shown in the table are established for bending under the slab self-weight and the construction loads, for web crippling and for the deflection under wet concrete to be less than the span over 180 (L/180). The web crippling resistance is calculated assuming the end bearing length equal to 40 mm and the interior bearing length equal to 102 mm. If the bearing length is shorter, the design engineer must verify the web crippling factored resistance with the reaction produced by wet concrete and construction factored loads (refer to page 24 for web crippling tables and examples). Contact Canam sales personnel when the total uniform load exceeds 20 kpa, as this is an indication that significant concentrated loads will be used. The composite slab and its reinforcing should be verified for the effect of concentrated loads (see notes on page 5). Shaded values indicate that the deck should be shored at mid-span during the pour and the curing of concrete for those spans and concrete thickness conditions. Shaded values correspond to the maximum unshored span values shown at the left of the table. The design engineer is responsible for specifying size and location of the wire mesh in the concrete slab in order to respect current concrete practices. EXAMPLE Triple span of mm, total slab thickness of 100 mm with 62 mm of concrete cover on top of 38 mm deck profile. Once the concrete is cured, the composite slab will have to support these loads: Dead load = 1.50 kpa Service live load = 4.80 kpa According to the table of maximum unshored span above, we need to use a deck with a nominal thickness of 0.76 mm for a triple span condition. Deck and concrete weights are 1.85 kpa (shown in the table). Total factored load w f = 1.25 x ( ) x 4.80 = kpa Factored resistance w r = kpa for a span of mm, with a 100 mm slab and a 0.76 mm thick deck. w r > w f OK Service load w = 4.80 kpa Composite moment of inertia is x 10 6 mm 4 (from the table). Deflection = 5 w L 4 5 x 4.80 x = 384 E s I comp 384 x x = 0.6 mm < = 5.0 mm OK

11 P-3615 & P-3606 COMPOSITE FACTORED RESISTANCE TABLE OF COMPOSITE SLAB (psf) IMPERIAL Slab Deck Maximum Unshored Span Self Comp. Mom. SPAN (ft.-in.) Thick. Thick. Single Double Triple Weight of Inertia (in.) (in.) (ft.-in.) (ft.-in.) (ft.-in.) (psf) (in 4 ) The table is based on concrete density of 150 lb/ft3 and minimum compressive resistance (f c ) equal to psi at 28 days. During construction, the steel deck must support itself, the concrete and a construction uniform load of 21 psf or a transverse load of 137 plf as specified by the Canadian Sheet Steel Building Institute. The maximum unshored spans shown in the table are established for bending under the slab self-weight and the construction loads, for web crippling and for the deflection under wet concrete to be less than the span over 180 (L/180). The web crippling resistance is calculated assuming the end bearing length equal to 1.5 in. and the interior bearing length equal to 4 in. If the bearing length is shorter, the design engineer must verify the web crippling factored resistance with the reaction produced by wet concrete and construction factored loads (refer to page 24 for web crippling tables and examples). Contact Canam sales personnel when the total uniform load exceeds 420 psf, as this is an indication that significant concentrated loads will be used. The composite slab and its reinforcing should be verified for the effect of concentrated loads (see notes on page 5). Shaded values indicate that the deck should be shored at mid-span during the pour and the curing of concrete for those spans and concrete thickness conditions. Shaded values correspond to the maximum unshored span values shown at the left of the table. The design engineer is responsible for specifying size and location of the wire mesh in the concrete slab in order to respect current concrete practices. EXAMPLE Triple span of 6-0, total slab thickness of 4 with 2 1 / 2 of concrete cover on top of 1 1 / 2 deck profile. Once the concrete is cured, the composite slab will have to support these loads: Dead load = 30 psf Service live load = 100 psf According to the table of maximum unshored span above, we need to use a deck with a nominal thickness of for a triple span condition. Deck and concrete weights are 39.5 psf (shown in the table). Total factored load w f = 1.25 x ( ) x 100 = 237 psf Factored resistance w r = 420 psf for a span of 6-0, with a 4 slab and a thick deck. w r > w f OK Service load w = 100 psf Composite moment of inertia is in 4 (from the table). 5 w L 4 5 x 100 x 6 4 x Deflection = = 384 E s I comp 384 x x x = 0.02 < 72 = 0.20 OK

12 P-3615 & P-3606 COMPOSITE FACTORED RESISTANCE TABLE OF COMPOSITE SLAB (kpa) LIGHTWEIGHT CONCRETE - METRIC Slab Deck Maximum Unshored Span Self Comp. Mom. SPAN (mm) Thick. Thick. Single Double Triple Weight of Inertia (mm) (mm) (mm) (mm) (mm) (kpa) (10 6 mm 4 ) The table is based on concrete density of kg/m3 and minimum compressive resistance (f c ) equal to 25 MPa at 28 days. Refer to page 11 for other notes. FACTORED RESISTANCE TABLE OF COMPOSITE SLAB (psf) LIGHTWEIGHT CONCRETE - IMPERIAL Slab Deck Maximum Unshored Span Self Comp. Mom. SPAN (ft.-in.) Thick. Thick. Single Double Triple Weight of Inertia (in.) (in.) (ft.-in.) (ft.-in.) (ft.-in.) (psf) (in 4 ) The table is based on concrete density of 115 lb/ft3 and minimum compressive resistance (f c ) equal to psi at 28 days. Refer to page 12 for other notes. 13

13 P-3623 COMPOSITE DIMENSIONS Canam s composite P-3623 is a steel deck roll formed to cover 914 mm (36 in.). The deck is available with a galvanized coating according to the standard ASTM A 653M with zinc thickness corresponding to Z275 (G90). Other types of steel sheet finishes may affect the bond properties between deck and concrete. Venting slots can be added to the bottom of the flutes. Contact our sales department for more information. Nominal thickness are 0.76 mm (0.030 in.), 0.91 mm (0.036 in.) and 1.21 mm (0.048 in.). The flutes are 51 mm (2 in.) deep and are spaced at 305 mm (12 in.) center to center. The deck can be rolled to lengths from mm (6 ft.) to mm (40 ft.). The wide flutes provide enough space to weld headed studs through the deck to the top of beams or joists that will act in composite action with the concrete slab. Standard steel grade conforms to ASTM A 653M SS Grade 230 with a yield strength of 230 MPa (33 ksi). Steel grades up to 350 MPa (50 ksi) and material thickness of 1.07 mm (0.042 in.) are available given sufficient delivery time. 914 mm (36 ) P-3623 COMPOSITE 140 mm (5 1 /2 ) 165 mm (6 1 /2 ) 305 mm (12 ) 140 mm (5 1 /2 ) 51 mm (2 ) PHYSICAL PROPERTIES Type Nominal Design Overall Section Modulus Moment Steel Center of Weight Thickness Thickness Depth M + M of Inertia Area Gravity mm mm mm kg/m 2 mm 3 mm 3 mm 4 mm 2 mm (in.) (in.) (in.) (lb/ft 2 ) (in 3 ) (in 3 ) (in 4 ) (in 2 ) (in.) (0.030) (0.0300) (2.00) (1.74) (0.2855) (0.2855) (0.3156) (0.480) (1.00) (0.036) (0.0358) (2.01) (2.06) (0.3622) (0.3622) (0.3898) (0.573) (1.00) (0.048) (0.0479) (2.02) (2.72) (0.5207) (0.5207) (0.5255) (0.766) (1.01) Effective properties are based on a unit width of mm (S.I. units) or 12 in. (imperial units). Material according to ASTM A 653M SS Grade 230, yield strength of 230 MPa (33 ksi). Tables are calculated according to CAN/CSA-S standard. 14

14 P-3623 COMPOSITE FACTORED RESISTANCE TABLE OF COMPOSITE SLAB (kpa) METRIC Slab Deck Maximum Unshored Span Self Comp. Mom. SPAN (mm) Thick. Thick. Single Double Triple Weight of Inertia (mm) (mm) (mm) (mm) (mm) (kpa) (10 6 mm 4 ) The table is based on concrete density of kg/m3 and minimum compressive resistance (f c ) equal to 20 MPa at 28 days. During construction, the steel deck must support itself, the concrete and a construction uniform load of 1 kpa or a transverse load of 2 kn/m as specified by the Canadian Sheet Steel Building Institute. The maximum unshored spans shown in the table are established for bending under the slab self-weight and the construction loads, for web crippling and for the deflection under wet concrete to be less than the span over 180 (L/180). The web crippling resistance is calculated assuming the end bearing length equal to 51 mm and the interior bearing length equal to 127 mm. If the bearing length is shorter, the design engineer must verify the web crippling factored resistance with the reaction produced by wet concrete and construction factored loads (refer to page 24 for web crippling tables and examples). Contact Canam sales personnel when the total uniform load exceeds 20 kpa, as this is an indication that significant concentrated loads will be used. The composite slab and its reinforcing should be verified for the effect of concentrated loads (see notes on page 5). Shaded values indicate that the deck should be shored at mid-span during the pour and the curing of concrete for those spans and concrete thickness conditions. Shaded values correspond to the maximum unshored span values shown at the left of the table. The design engineer is responsible for specifying size and location of the wire mesh in the concrete slab in order to respect current concrete practices. EXAMPLE Triple span of mm, total slab thickness of 125 mm with 74 mm of concrete cover on top of 51 mm deck profile. Once the concrete is cured, the composite slab will have to support these loads: Dead load = 1.50 kpa Service live load = 4.80 kpa According to the table of maximum unshored span above, we need to use a deck with a nominal thickness of 0.91 mm for a triple span condition. Deck and concrete weight is 2.44 kpa (shown in the table). Total factored load w f = 1.25 x ( ) x 4.80 = kpa Factored resistance w r = kpa for a span of mm, with a 125 mm slab and a 0.91 mm thick deck. w r > w f OK Service load w = 4.80 kpa Composite moment of inertia is x 10 6 mm 4 (from the table). 5 w L 4 5 x 4.80 x Deflection = = 384 E s I comp 384 x x = 0.9 mm < = 6.7 mm OK

15 P-3623 COMPOSITE FACTORED RESISTANCE TABLE OF COMPOSITE SLAB (psf) IMPERIAL Slab Deck Maximum Unshored Span Self Comp. Mom. SPAN (ft.-in.) Thick. Thick. Single Double Triple Weight of Inertia (in.) (in.) (ft.-in.) (ft.-in.) (ft.-in.) (psf) (in 4 ) The table is based on concrete density of 150 lb/ft3 and minimum compressive resistance (f c ) equal to psi at 28 days. During construction, the steel deck must support itself, the concrete and a construction uniform load of 21 psf or a transverse load of 137 plf as specified by the Canadian Sheet Steel Building Institute. The maximum unshored spans shown in the table are established for bending under the slab self-weight and the construction loads, for web crippling and for the deflection under wet concrete to be less than the span over 180 (L/180). The web crippling resistance is calculated assuming the end bearing length equal to 2 in. and the interior bearing length equal to 5 in. If the bearing length is shorter, the design engineer must verify the web crippling factored resistance with the reaction produced by wet concrete and construction factored loads (refer to page 24 for web crippling tables and examples). Contact Canam sales personnel when the total uniform load exceeds 420 psf, as this is an indication that significant concentrated loads will be used. The composite slab and its reinforcing should be verified for the effect of concentrated loads (see notes on page 5). Shaded values indicate that the deck should be shored at mid-span during the pour and the curing of concrete for those spans and concrete thickness conditions. Shaded values correspond to the maximum unshored span values shown at the left of the table. The design engineer is responsible for specifying size and location of the wire mesh in the concrete slab in order to respect current concrete practices. EXAMPLE Triple span of 8-0, total slab thickness of 5 with 3 of concrete cover on top of 2 deck profile. Once the concrete is cured, the composite slab will have to support these loads: Dead load = 30 psf Service live load = 100 psf According to the table of maximum unshored span above, we need to use a deck with a nominal thickness of for a triple span condition. Deck and concrete weight is 52.0 psf (shown in the table). Total factored load w f = 1.25 x ( ) x 100 = 253 psf Factored resistance w r = 333 psf for a span of 8-0, with a 5 slab and a thick deck. w r > w f OK Service load w = 100 psf Composite moment of inertia is in 4 (from the table). 5 w L 4 5 x 100 x x Deflection = = 384 E s I comp 384 x x x = 0.04 < 96 = 0.27 OK

16 P-3623 COMPOSITE FACTORED RESISTANCE TABLE OF COMPOSITE SLAB (kpa) LIGHTWEIGHT CONCRETE - METRIC Slab Deck Maximum Unshored Span Self Comp. Mom. SPAN (mm) Thick. Thick. Single Double Triple Weight of Inertia (mm) (mm) (mm) (mm) (mm) (kpa) (10 6 mm 4 ) The table is based on concrete density of kg/m3 and minimum compressive resistance (f c ) equal to 25 MPa at 28 days. Refer to page 15 for other notes. FACTORED RESISTANCE TABLE OF COMPOSITE SLAB (psf) LIGHTWEIGHT CONCRETE - IMPERIAL Slab Deck Maximum Unshored Span Self Comp. Mom. SPAN (ft.-in.) Thick. Thick. Single Double Triple Weight of Inertia (in.) (in.) (ft.-in.) (ft.-in.) (ft.-in.) (psf) (in 4 ) The table is based on concrete density of 115 lb/ft3 and minimum compressive resistance (f c ) equal to psi at 28 days. Refer to page 16 for other notes. 17

17 P-2432 COMPOSITE Canam s composite P-2432 is a steel deck roll formed to cover 610 mm (24 in.). The deck is available with a galvanized coating according to the standard ASTM A 653M with zinc thickness corresponding to Z275 (G90). Other types of steel sheet finishes may affect the bond properties between deck and concrete. Venting slots can be added to the bottom of the flutes. Contact our sales department for more information. Nominal thicknesses are 0.76 mm (0.030 in.), 0.91 mm (0.036 in.) and 1.21 mm (0.048 in.). The flutes are 76 mm (3 in.) deep and are spaced at 305 mm (12 in.) center to center. The deck can be rolled to lengths from mm (6 ft.) to mm (40 ft.). The wide flutes provide enough space to weld headed studs through the deck to the top of beams or joists that will act in composite action with the concrete slab. Standard steel grade conforms to ASTM A 653M SS Grade 230 with a yield strength of 230 MPa (33 ksi). Steel grades up to 350 MPa (50 ksi) and material thickness of 1.07 mm (0.042 in.) are available given sufficient delivery time. DIMENSIONS 610 mm (24 ) P-2432 COMPOSITE 135 mm (5 5 /16 ) 164 mm (6 7 /16 ) 305 mm (12 ) 141 mm (5 9 /16 ) 76 mm (3 ) PHYSICAL PROPERTIES Type Nominal Design Overall Section Modulus Moment Steel Center of Weight Thickness Thickness Depth M + M of Inertia Area Gravity mm mm mm kg/m 2 mm 3 mm 3 mm 4 mm 2 mm (in.) (in.) (in.) (lb/ft 2 ) (in 3 ) (in 3 ) (in 4 ) (in 2 ) (in.) (0.030) (0.0300) (3.00) (1.94) (0.4556) (0.4562) (0.7801) (0.534) (1.48) (0.036) (0.0358) (3.01) (2.30) (0.5795) (0.5817) (0.9667) (0.638) (1.48) (0.048) (0.0479) (3.02) (3.01) (0.8541) (0.8614) (1.3283) (0.850) (1.49) Effective properties are based on a unit width of mm (S.I. units) or 12 in. (imperial units). Material according to ASTM A 653M SS Grade 230, yield strength of 230 MPa (33 ksi). Tables are calculated according to CAN/CSA-S standard. 18

18 P-2432 COMPOSITE FACTORED RESISTANCE TABLE OF COMPOSITE SLAB (kpa) METRIC Slab Deck Maximum Unshored Span Self Comp. Mom. SPAN (mm) Thick. Thick. Single Double Triple Weight of Inertia (mm) (mm) (mm) (mm) (mm) (kpa) (10 6 mm 4 ) The table is based on concrete density of kg/m3 and minimum compressive resistance (f c ) equal to 20 MPa at 28 days. During construction, the steel deck must support itself, the concrete and a construction uniform load of 1 kpa or a transverse load of 2 kn/m as specified by the Canadian Sheet Steel Building Institute. The maximum unshored spans shown in the table are established for bending under the slab self-weight and the construction loads, for web crippling and for the deflection under wet concrete to be less than the span over 180 (L/180). The web crippling resistance is calculated assuming the end bearing length equal to 76 mm and the interior bearing length equal to 152 mm. If the bearing length is shorter, the design engineer must verify the web crippling factored resistance with the reaction produced by wet concrete and construction factored loads (refer to page 24 for web crippling tables and examples). Contact Canam sales personnel when the total uniform load exceeds 20 kpa, as this is an indication that significant concentrated loads will be used.the composite slab and its reinforcing should be verified for the effect of concentrated loads (see notes on page 5). Shaded values indicate that the deck should be shored at mid-span during the pour and the curing of concrete for those spans and concrete thickness conditions. Shaded values correspond to the maximum unshored span values shown at the left of the table. The design engineer is responsible for specifying size and location of the wire mesh in the concrete slab in order to respect current concrete practices. EXAMPLE Triple span of mm, total slab thickness of 140 mm with 65 mm of concrete cover on top of 76 mm deck profile. Once the concrete is cured, the composite slab will have to support these loads: Dead load = 1.50 kpa Service live load = 4.80 kpa According to the table of maximum unshored span above, we need to use a deck with a nominal thickness of 0.91 mm for a triple span condition. Deck and concrete weight is 2.51 kpa (shown in the table). Total factored load w f = 1.25 x ( ) x 4.80 = kpa Factored resistance w r = kpa for a span of mm, with a 140 mm slab and a 0.91 mm thick deck. w r > w f OK Service load w = 4.80 kpa Composite moment of inertia is x10 6 mm 4 (from the table). 5 w L 4 5 x 4.80 x Deflection = = 384 E s I comp 384 x x = 1.3 mm < = 7.9 mm OK

19 P-2432 COMPOSITE FACTORED RESISTANCE TABLE OF COMPOSITE SLAB (psf) IMPERIAL Slab Deck Maximum Unshored Span Self Comp. Mom. SPAN (ft.-in.) Thick. Thick. Single Double Triple Weight of Inertia (in.) (in.) (ft.-in.) (ft.-in.) (ft.-in.) (psf) (in 4 ) The table is based on concrete density of 150 lb/ft3 and minimum compressive resistance (f c ) equal to psi at 28 days. During construction, the steel deck must support itself, the concrete and a construction uniform load of 21 psf or a transverse load of 137 plf as specified by the Canadian Sheet Steel Building Institute. The maximum unshored spans shown in the table are established for bending under the slab self-weight and the construction loads, for web crippling and for the deflection under wet concrete to be less than the span over 180 (L/180). The web crippling resistance is calculated assuming the end bearing length equal to 3 in. and the interior bearing length equal to 6 in. If the bearing length is shorter, the design engineer must verify the web crippling factored resistance with the reaction produced by wet concrete and construction factored loads (refer to page 24 for web crippling tables and examples). Contact Canam sales personnel when the total uniform load exceeds 420 psf, as this is an indication that significant concentrated loads will be used. The composite slab and its reinforcing should be verified for the effect of concentrated loads (see notes on page 5). Shaded values indicate that the deck should be shored at mid-span during the pour and the curing of concrete for those spans and concrete thickness conditions. Shaded values correspond to the maximum unshored span values shown at the left of the table. The design engineer is responsible for specifying size and location of the wire mesh in the concrete slab in order to respect current concrete practices. EXAMPLE Triple span of 9-6, total slab thickness of 5 1 / 2 with 2 1 / 2 of concrete cover on top of 3 deck profile. Once the concrete is cured, the composite slab will have to support these loads: Dead load = 30 psf Service live load = 100 psf According to the table of maximum unshored span above, we need to use a deck with a nominal thickness of for a triple span condition. Deck and concrete weight is 52.3 psf (shown in the table). Total factored load w f = 1.25 x ( ) x 100 = 253 psf Factored resistance w r = 272 psf for a span of 9-6, with a 5 1 / 2 slab and a thick deck. w r > w f OK Service load w = 100 psf Composite moment of inertia is in 4 (from the table). Deflection = 5 w L 4 5 x 100 x x = 384 E s I comp 384 x x x = 0.05 < 114 = 0.32 OK

20 P-2432 COMPOSITE FACTORED RESISTANCE TABLE OF COMPOSITE SLAB (kpa) LIGHTWEIGHT CONCRETE - METRIC Slab Deck Maximum Unshored Span Self Comp. Mom. SPAN (mm) Thick. Thick. Single Double Triple Weight of Inertia (mm) (mm) (mm) (mm) (mm) (kpa) (10 6 mm 4 ) The table is based on concrete density of kg/m3 and minimum compressive resistance (f c ) equal to 25 MPa at 28 days. Refer to page 19 for other notes. FACTORED RESISTANCE TABLE OF COMPOSITE SLAB (psf) LIGHTWEIGHT CONCRETE - IMPERIAL Slab Deck Maximum Unshored Span Self Comp. Mom. SPAN (ft.-in.) Thick. Thick. Single Double Triple Weight of Inertia (in.) (in.) (ft.-in.) (ft.-in.) (ft.-in.) (psf) (in 4 ) The table is based on concrete density of 115 lb/ft3 and minimum compressive resistance (f c ) equal to psi at 28 days. Refer to page 20 for other notes. 21

21 P-3012 FORM DECK Canam s P-3012 is a steel deck roll formed to cover 762 mm (30 in.). The deck is available with a galvanized coating according to the standard ASTM A 653M with zinc thickness corresponding to Z275 (G90) or with uncoated steel. Contact our sales department for more information. Standard thicknesses are 0.38 mm (0.015 in.), 0.46 mm (0.018 in.) and 0.61 mm (0.024 in.). The flutes are 14 mm (9/16 in.) deep and are spaced at 64 mm (2.5 in.) center to center. The deck can be rolled to lengths as per your request or stocked in mm (20 ft. 4 in.) length to cover multiple spans. Steel grade conforms to ASTM A 653M with a minimum yield strength of 410 MPa (60 ksi). DIMENSIONS PHYSICAL PROPERTIES Type Nominal Design Overall Section Moment Weight Thickness Thickness Depth Modulus of Inertia mm mm mm kg/m 2 mm 3 mm 4 (in.) (in.) (in.) (lb/ft 2 ) (in 3 ) (in 4 ) (0.015) (0.0149) (0.56) (0.90) (0.0341) (0.0112) (0.018) (0.0179) (0.56) (1.06) (0.0444) (0.0141) (0.024) (0.0239) (0.57) (1.37) (0.0663) (0.0201) Effective properties are based on a unit width of mm (S.I. units) or 12 in. (imperial units). Material according to ASTM A 653M, minimum yield strength of 410 MPa (60 ksi). Tables are calculated according to CAN/CSA-S standard. 22

22 Wire fabric steel: F y = 450 MPa (65 ksi). The tables are based on concrete density of kg/m3 (150 lb/ft 3 ) and minimum compressive resistance f c = 20 MPa (3.00 ksi) at 28 days. Maximum spans of P-3012 form deck are calculated for different slab thicknesses taking into account: - The weight of wet concrete; - A construction load of 1 kpa (21 psf) uniformly distributed or a transverse load of 2 kn/m (137 plf) as specified by the Canadian Sheet Steel Building Institute; - A triple span condition; - A maximum deflection of the span over 240 (L/240) under the wet concrete; - The height of the steel form deck included in the slab thickness. The resistance of the slab is computed considering that welded wire mesh is held at mid-height of the concrete thickness above the deck. The reinforced slab must resist to a negative moment computed as w f L 2 over the support and to a positive moment computed as w f L 2 at mid-span. Maximum shear is computed as w f L. Steel form deck does not supply resistance under service load. P-3012 FORM DECK MAXIMUM CONCRETE SLAB THICKNESS TABLE (mm) Type Nominal SPAN (mm) Thickness (mm) FACTORED RESISTANCE TABLE OF CONCRETE SLAB WITH WIRE MESH (kpa) Slab Thick. Self Weight Welded Wire Fabric Wire Diam. Wire Area SPAN (mm) (mm) (kpa) Designation (mm) (mm 2 /m) x 152 MW 13.3 x MW * x 152 MW 18.7 x MW x 152 MW 25.8 x MW x 152 MW 13.3 x MW * x 152 MW 18.7 x MW * x 152 MW 25.8 x MW x 152 MW 18.7 x MW * x 152 MW 25.8 x MW x 152 MW 18.7 x MW * x 152 MW 25.8 x MW * MAXIMUM CONCRETE SLAB THICKNESS TABLE (in.) Type Nominal SPAN (ft.-in.) Thickness (mm) FACTORED RESISTANCE TABLE OF CONCRETE SLAB WITH WIRE MESH (psf) Slab Thick. Self Weight Welded Wire Fabric Wire Diam. Wire Area SPAN (ft.-in.) (in.) (psf) Designation (in.) (in 2 /ft.) x 6 W2.1 x W * x 6 W2.9 x W x 6 W4.0 x W x 6 W2.1 x W * x 6 W2.9 x W * x 6 W4.0 x W x 6 W2.9 x W * x 6 W4.0 x W x 6 W2.9 x W * x 6 W4.0 x W * Welded wire mesh area marked with an asterisk (*) means it does not satisfy the clause of the CAN/CSA-A standard regarding minimum reinforcement. A total uniform load that exceeds 20 kpa (420 psf) is an indication that significant concentrated loads will be applied on that floor. In that case, the composite slab and its reinforcing should be verified for the effect of concentrated loads (see notes on page 5). EXAMPLE Slab thickness = 65 mm Dead load = 1.50 kpa Service live load = 2.40 kpa Deck and concrete weight is 1.47 kpa (from the table). Total factored load = 1.25 x ( ) x 2.40 = 7.31 kpa METRIC METRIC IMPERIAL IMPERIAL METRIC We can select a P-3012 form deck 0.38 mm thick with multiple spans of 850 mm on center for 65 mm slab with a welded wire fabric 152 x 152 x MW13.3 x MW13.3 maintained at mid-depth of the concrete thickness above the deck. Once cured, the concrete slab can safely support 8.03 kpa which is greater than the total factored load. 23

23 DESIGN AIDS - WEB CRIPPLING* WEB CRIPPLING FACTORED RESISTANCE TABLE (kn/m of width) Nominal Reaction BEARING LENGTH (mm) Profile Type Thickness (mm) Type End Interior End P-3615 Interior P-3606 End Interior End Interior End Interior End P-2436 Interior P-2404 End Interior End Interior End Interior P End Interior End Interior End Interior End Interior P End Interior End Interior End Interior WEB CRIPPLING FACTORED RESISTANCE TABLE (kip/ft. of width) METRIC IMPERIAL Profile Type Nominal Reaction BEARING LENGTH (in.) Thickness (in.) Type 1 1/ / / / End Interior End P-3615 Interior P-3606 End Interior End Interior End Interior End P-2436 Interior P-2404 End Interior End Interior End Interior P End Interior End Interior End Interior End Interior P End Interior End Interior End Interior * Web crippling is the failure of the vertical element of the deck flute due to high point load or excessive reaction. 24

24 DESIGN AIDS - WEB CRIPPLING TYPICAL MOMENTS AND REACTIONS FOR ROOF SINGLE SPAN R end = wl M+ = wl 2 R end = wl w : Uniformly distributed load on one span L : Length of one span R end = wl DOUBLE SPAN M- = wl 2 M+ = wl 2 M+ = wl 2 R int = wl R end = wl Note: Unbalanced concrete loads have to be considered for floor. Refer to the Standard for Composite Steel Deck from the CSSBI for more details. TRIPLE SPAN M- = wl 2 M- = wl 2 R end = wl M+ = wl 2 M+ = wl 2 M+ = wl 2 R int = wl R int = wl R end = wl ROOF EXAMPLE METRIC ROOF EXAMPLE IMPERIAL Roof deck P-3615, 0.76 mm thick, span mm. Dead load of 1.5 kpa and service load of 2.4 kpa. Exterior bearing width of 50 mm and interior bearing width of 100 mm. Total factored load = 1.25 x x 2.4 = 5.48 kpa Single span End reaction = 0.5 x 5.48 x / = 4.52 kn/m < kn/m OK (from the table) Double span End reaction = x 5.48 x / = 3.39 kn/m < kn/m OK (from the table) Interior reaction = 1.25 x 5.48 x / = kn/m < kn/m OK (from the table) Triple span End reaction = 0.4 x 5.48 x / = 3.61 kn/m < kn/m OK (from the table) Interior reaction = 1.1 x 5.48 x / = 9.94 kn/m < kn/m OK (from the table) Roof deck P-3615, thick, span 5-6. Dead load of 30 psf and service load of 50 psf. Exterior bearing width of 2 and interior bearing width of 4. Total factored load = 1.25 x x 50 = psf Single span End reaction = 0.5 x x 5.5 / = kip/ft. < 0.82 kip/ft. OK (from the table) Double span End reaction = x x 5.5 / = kip/ft. < 0.82 kip/ft. OK (from the table) Interior reaction = 1.25 x x 5.5 / = kip/ft. < 1.31 kip/ft. OK (from the table) Triple span End reaction = 0.4 x x 5.5 / = kip/ft. < 0.82 kip/ft. OK (from the table) Interior reaction = 1.1 x x 5.5 / = kip/ft. < 1.31 kip/ft. OK (from the table) FLOOR EXAMPLE METRIC FLOOR EXAMPLE IMPERIAL Composite deck P-3623, 0.91 mm thick, triple span of mm. Slab thickness of 125 mm, 75 mm of concrete over 50 mm deck profile. Exterior bearing width of 50 mm and interior bearing width of 100 mm. During the construction, the steel deck must support itself, the concrete and a construction uniform load of 1 kpa or a transverse load of 2 kn/m specified by the Canadian Sheet Steel Building Institute. Deck and concrete weight = 2.44 kpa (from page 15) Factored interior reaction: P f = maximum of (1.25 x x 1) x 1.2 x 2.25 = kn/m or 1.25 x 2.44 x 1.2 x x 2 x = 9.96 kn/m = kn/m < kn/m OK (from the table) Factored end reaction: P f = maximum of (1.25 x x 1) x x 2.25 = 4.61 kn/m or 1.25 x 2.44 x x x 2 x = 4.29 kn/m = 4.61 kn/m < 8.16 kn/m OK (from the table) Composite deck P-3623, thick, triple span of 7-6. Slab thickness of 5, 3 of concrete over 2 deck profile. Exterior bearing width of 2 and interior bearing width of 4. During the construction, the steel deck must support itself, the concrete and a construction uniform load of 21 psf or a transverse load of 137 plf specified by the Canadian Sheet Steel Building Institute. Deck and concrete weight = 52.0 psf (from page 16) Factored interior reaction: P f = maximum of (1.25 x x 21) x 1.2 x 7.5 = kip/ft. or 1.25 x 52.0 x 1.2 x x 137 x = kip/ft. = kip/ft. < 1.01 kip/ft. OK (from the table) Factored end reaction: P f = maximum of (1.25 x x 21) x x 7.5 = kip/ft. or 1.25 x 52.0 x x x 137 x = kip/ft. = kip/ft. < 0.56 kip/ft. OK (from the table) 25

25 DESIGN AIDS - ROOF CANTILEVER MAXIMUM ROOF CANTILEVER TABLE (mm) Profile Type FACTORED LOAD (kpa) Nominal SERVICE LOAD (kpa) Thickness (mm) P P P P METRIC Bearing Width (mm) MAXIMUM ROOF CANTILEVER TABLE (ft.-in.) Profile Type FACTORED LOAD (psf) Nominal SERVICE LOAD (psf) Thickness (in.) P P P P IMPERIAL Bearing Width (in.) 4 6 The maximum roof cantilevers shown in the tables are checked for bending under the factored uniform load, for web crippling with the specified bearing length, and for the deflection to be less than the span over 120 (L/120) or 19 mm ( 3 /4 in.). Also, the maximum roof cantilevers are verified to support a transverse load of 2 kn/m (137 plf). The sidelaps must be attached at the end of the cantilever and at a maximum of 300 mm (12 in.) on center from the end. The deck must be completely attached to the supports and at the sidelaps before any load is applied to the cantilever. A structural engineer must be consulted if the cantilever span exceeds one third ( 1 /3) of the adjacent span. Uniform Factored Load Adjacent Span Bearing Width Cantilever Span 26

26 DESIGN AIDS - FLOOR CANTILEVER MAXIMUM CANTILEVER SPAN FOR CONCRETE POUR TABLE (mm) METRIC Nominal SLAB THICKNESS (mm) Bearing Profile Type Thickness Width (mm) (mm) P P P N/A N/A P N/A N/A N/A N/A MAXIMUM CANTILEVER SPAN FOR CONCRETE POUR TABLE (ft.-in.) IMPERIAL Nominal SLAB THICKNESS (in.) Bearing Profile Type Thickness Width (in.) / / /2 7 1 /2 8 (in.) P P P N/A N/A P N/A N/A N/A N/A N/A Not applicable The tables are based on a concrete weight of kg/m3 (150 lb/ft 3 ). The maximum floor cantilevers shown in the table are checked for bending under the self weight and the construction loads, for web crippling with the specified bearing length, and for the deflection under wet concrete to be less than the span over 120 (L/120) or 19 mm ( 3 /4 ). During the construction, the steel deck must support itself, the wet concrete and a construction uniform load of 1 kpa (21 psf) or a transverse load of 2 kn/m (137 plf) as specified by the Canadian Sheet Steel Building Institute. The sidelaps must be attached at the end of the cantilever and at a maximum of 300 mm (12 in.) on center from the end. The deck must be completely attached to the supports and at the sidelaps before any load is applied to the cantilever. A structural engineer must be consulted if the cantilever span exceeds one third ( 1 /3) of the adjacent span. The designer is responsible to add steel reinforcement for negative bending under service loads in order to respect the standard CAN/CSA A Steel reinforcing (by others) required for negative bending under service loads Adjacent Span Bearing Width Cantilever Span Deck Height Slab Thickness 27

27 DESIGN AIDS - POUR STOP POUR STOP SELECTION TABLE Slab Depth OVERHANG (mm) (mm) POUR STOP SELECTION TABLE METRIC TYPES DESIGN THICKNESS (mm) (in.) IMPERIAL Slab Depth OVERHANG (in.) (in.) / / / / / / / / The tables are based on a concrete weight of kg/m3 (150 lb/ft 3 ). The concrete dead load is temporarily increased by one-third for the construction load. The pour stop is calculated to support the concrete weight and the construction load assumed as a uniform load of 1 kpa (21 psf) or a transverse load of 2 kn/m (137 plf). Horizontal and vertical deflections are limited to 6.3 mm (0.25 in.). The pour stop selection table does not consider the effect of the performance, deflection, or rotation of the pour stop support, which may include both the supporting composite deck and/or the frame. Vertical leg return lip is recommended for all types. The designer is responsible to add steel reinforcement for slab under service loads in order to respect the standard CAN/CSA-A These selection tables are not meant to replace the judgment of experienced structural engineers and should be considered as a reference only. 25 mm (1 in.) Fillet 305 mm (12 in.) o.c. 51 mm (2 in.) min. Overhang 13 mm ( 1 /2 in.) min. Slab Depth 28

28 DESIGN AIDS - CLOSURE STRIP CLOSURE STRIP SELECTION TABLE METRIC Slab Depth SPAN (mm) (mm) CLOSURE STRIP SELECTION TABLE IMPERIAL Slab Depth SPAN (in.) (in.) / / The tables are based on a concrete density of kg/m3 (150 lb/ft 3 ). The closure strip is calculated to support the concrete weight and the construction load assumed as a uniform load of 1 kpa (21 psf) or a transverse load of 2 kn/m (137 plf). The deflection is limited to 6.3 mm (0.25 in.). The closure strip selection table does not consider the effect of the performance, deflection, or rotation of the closure strip supports, which may include both the steel deck and the frame. These selection tables are not meant to replace the judgment of experienced structural engineers and shall be considered as a reference only. TYPES DESIGN THICKNESS (mm) (in.) Tack 610 mm (24 in.) o.c. maximum Span 25 mm (1 in.) 29

29 ACCESSORIES C EDGE STRIP Z EDGE STRIP 38 mm (1 1 /2 ) 25 mm (1 ) 240 mm (9 1 /2 ) 76 mm (3 ) 200 mm (8 ) 38 mm (1 1 /2 ) 38 mm (1 1 /2 ) 230 mm (9 ) 76 mm (3 ) 190 mm (7 1 /2 ) 25 mm (1 ) Note: Pieces are mm (10 feet) long. POUR STOP 38 mm (1 1 /2 ) CELL CLOSURE Pour stop can be selected using the table on page 28 and obtained by contacting our sales office. Note: Pieces are mm (10 feet) long. SUMP PAN 838 mm (33 ) COVER PLATE 737 mm (29 ) 76 mm (3 ) 200 mm (8 ) Note: Thickness of 1.90 mm (0.075 in.). Note: Pieces are mm (10 feet) long. 30

30 ACCESSORIES NEOPRENE AND METAL CLOSURES METAL CLOSURES Nominal thickness: 0.76 mm (0.030 in.) NEOPRENE CLOSURES Thickness: 25 mm (1 in.) Large cell closure AVAILABILITY Deck Profile Neoprene Metal Small Large Small Large P-3615 & P-3606 Yes Yes Yes Yes P-2436 & P-2404 Yes Yes Yes Yes P-3623 Yes Yes P-2432 Yes Yes P-3012 No No Small cell closure Note: Please specify whether you need metal closures or L-shaped cell closures. Z CLOSURE CLOSURE STRIP Closure strip can be selected using the table on page 29 and obtained by contacting our sales office. Note: Pieces are mm (10 feet) long. 31

31 DECK FEATURES VENTED DECK When cementitious insulation fills are used, the deck sheet shall have an appropriate galvanized finish and the deck profile must be adequately vented. On request, Canam can produce vent slits like the one shown below. The small slits are made upwards in each bottom flute at a frequency that gives openings equal to 0.5% of the deck covered surface. The vents allow the water contained in the cementitious insulation fills to evaporate even after the top of the insulation fill is sealed by a roof membrane. Note: Available only with P-3623 and P INTEGRAL HANGER TAB 32

32 DECK FEATURES ACOUSTICAL DECK Acoustic roof deck provides a ceiling that can reduce noise reverberation while maintaining an adequate vertical and horizontal load resistance. The perforations of Canam s acoustical roof deck profiles are limited in quantity and size and are located only in the web elements in order to maintain vertical load resistance equal to 95% of the standard deck resistance. The reduction in reverberation is mainly achieved when the sound passes through the staggered perforations made in the web elements of the deck and dampens by losing energy through the small holes and in the insulation pads placed in the upper cavities of the deck. The amount of reduction, known as the noise reduction coefficient (NRC), depends upon the size, number and spacing of the holes, as well as the configuration of the deck and the acoustical material used. All of Canam s acoustical deck profiles are supplied with fiberglass insulation (AF-110) strips which assist in absorbing sound. The insulation strips are generally put in place by the same contractor who installs the roofing materials in order to avoid exposure to bad weather and loss of acoustical properties. The noise reduction coefficient affects only the room below the deck because of the reduction in reverberation. This must not be mistaken with the sound transmission coefficient (STC), which measures the difference in noise from one side of a partition to the other. The STC value of Canam s acoustical deck assemblies has not been measured. An experienced acoustical consultant can use the NRC acoustic properties of Canam s steel deck profiles to evaluate the effect of the acoustical deck surface for noise reduction and speech audition in a building. Tests were made in the laboratories of The National Research Council of Canada in Ottawa, in accordance with the requirements of ASTM C423, in order to determine the sound absorption coefficients of our standard acoustical deck profiles. The coefficient of noise reduction represents the average coefficient of acoustical absorption of an assembly composed of perforated steel deck, fiberglass insulation pads (AF-110), and wood fiber panels used as roofing material for sound waves of 250, 500, and Hz. NOISE REDUCTION COEFFICIENTS FREQUENCY P-3615 P-2436 P-3606 P Hz Hz Hz Hz NRC Roofing material by others Acoustical insulation material (AF-110) supplied in bundles by Canam is generally put in place by the contractor who installs the roofing material Perforations in web elements of steel deck to decrease sound reverberation 33

33 CANAM DECK CERTIFICATION FACTORY MUTUAL (FM) Canam has Factory Mutual (FM) Research Corporation s approval of steel deck profiles P-3606 and P-3615 according to FM s standard This approval is based on a maximum deflection produced by a worker moving on the roof. This is to ensure that the roofing membranes will not be damaged and will remain waterproof. Thus, there will be a maximum span for each deck thickness and the deck will be used at least in double span. P-3615 & P-3606 FM MAXIMUM SPANS Type NOMINAL THICKNESS SPAN* (mm) (in.) (mm) (ft.-in.) * At least double span condition. UNDERWRITERS LABORATORIES OF CANADA (ULC) Canam s galvanized steel deck profiles P-3615, P-3606, P-2436, P-2404, P-3623 and P-2432 are generically approved by Underwriters Laboratories of Canada (ULC). The following table is presented only as information to summarize Canam steel deck certification. It shows the possible time ratings assigned to the specified design assemblies in hours. Refer to the most recent ULC Fire Resistance Directory for fire ratings with necessary construction assembly details. ROOF AND FLOOR DECK FIRE RESISTANCE RATINGS Concrete Thickness Hourly Ratings Deck U.L.C. Spray-on Above Steel Deck* for Restrained Profile Design No. Fire-proofing (mm) (in.) Assembly F701 Yes /2 2 F808 Yes /2 3 F809 Yes /2 2 F811 Yes /2 2 F817 Yes N/A N/A 1 1/2, 2, 3 F818 Yes N/A N/A /2 3/4, 1 Non /2 3/4, 1 Composite F904** No / /2 2 P /4 1 & /2 F906 No P / / /4 1 F910 No / /2 2 F817 Yes N/A N/A 1 1/2, 2, 3 F818 Yes N/A N/A /4 1 Composite /2 F906 No / /2 3 34

34 CANAM DECK CERTIFICATION ROOF AND FLOOR DECK FIRE RESISTANCE RATINGS (CONTINUED) Concrete Thickness Hourly Ratings Deck U.L.C. Spray-on Above Steel Deck* for Restrained Profile Design No. Fire-proofing (mm) (in.) Assembly P-2436 F701 Yes /2 2 Non & F817 Yes N/A N/A 1 1/2, 2, 3 Composite P-2404 F818 Yes N/A N/A 1 F817 Yes N/A N/A 1 1/2, 2, 3 F818 Yes N/A N/A /2 3/4, /2 3/4, 1 F904** No P-3623 Composite / / /4 1 F906 No / / /2 3 F817 Yes N/A N/A 1 1/2, 2, 3 F818 Yes N/A N/A / /2 Non F906 No /2 2 Composite / /4 1 P-2432 F910 No / /2 2 F701 Yes /2 2 F817 Yes N/A N/A 1 1/2, 2, 3 F818 Yes N/A N/A 1 Composite /2 3/4, 1 F904** No /2 3/4, / /2 2 * Normal weight concrete. ** Allowable loading is to be calculated on the basis of non-composite design. N/A Not applicable 35

35 DIAPHRAGM The steel deck sheets used for roofs and floors provide support for gravity loads between the joists or beams. Once installed, these sheets can also be used as a horizontal brace and therefore the steel deck works as a diaphragm. The fluted deck is the equivalent of a beam web with the flanges usually formed by the perimeter structural members. The secondary elements are used to strengthen the web consisting of fluted deck. As in standard beams, the web elements must be attached to the perimeter members to assure transfer of the shear forces and the perimeter members must be attached, to each other to form a continuous flange, and to the vertical bracing system. In October 1991, the Canadian Sheet Steel Building Institute published a brochure entitled Design of Steel Deck Diaphragms (CSSBI B13-91). It includes tables of diaphragm shear capacity for metal deck similar to Canam s P-3615, and P-2436 profiles, for different thicknesses, spacings, patterns and types of structural attachments. In the United States, the Steel Deck Institute compiled results from a series of tests carried out in the laboratories at the University of West Virginia. The results of these tests were compiled to provide a theory on steel deck diaphragm leading to the publication titled Diaphragm Design Manual. The Steel Deck Institute published the 3rd edition of this manual at the end of The manual contains shear diaphragm capacity tables for different attachments to the structure such as welds, screws, and nails; with welds or screws as side-lap attachments. These tables cover roof deck and floor deck with and without a concrete cover. The values shown in those tables are the nominal shear strength of the diaphragm and must be multiplied by a performance factor (φ) to be compared with applied forces calculated according to a limit state code. In the case of forces calculated according to CAN/CSA-S and CAN/CSA-S16-01, the performance factor for strength of steel deck diaphragm to be applied to the values shown in the SDI 3 rd edition of the Diaphragm Design Manual is equal to 0.5 which is different than what is shown in the header of tables published by the SDI. The performance factor shown for panel buckling at the bottom of the SDI table pages is 0.80 while the one to be used in Canada is In summary, when using the tables of the 3 rd edition of the Diaphragm Design Manual published by the SDI, the minimum of two values, 0.50 times the Nominal Shear Strength and 0.75 times the Nominal Shear due to Panel Buckling, is the controlling limit state for shear capacity of steel deck diaphragm calculated according to the Canadian Building Code of The resistance and rigidity of this bracing method depends upon the geometry as well as the frequency and type of attachment used on the structural elements and side lap joints of the steel deck sheets. This information must be clearly specified on the consultants drawings so that the cost, material and installation reflect the project engineer s design. 36

36 BUSINESS UNITS & INTERNET ADDRESSES PUBLICATIONS» JOIST CATALOG» STEEL DECK» PURLINS AND GIRTS» SPECIFICATION GUIDE - JOIST GIRDERS TECHNICAL QUESTIONS JOIST: [email protected] STEEL DECK: [email protected] GIRTS: [email protected] GIRDERS: [email protected] CANADIAN BUREAU WELDING APP R O VAL Factory Mutual System Canadian Sheet Steel Building Institute Steel Deck Institute International Conference of Building Officials Canadian Welding Bureau Canadian Institute of Steel Construction Association de la construction du Qu bec Underwriters Laboratories of Canada Underwriters Laboratories Inc. American Institute of Steel Construction inc. Steel Joist Institute Steel Plus Network

37 Canada Management, Sales Offices and Plants Quebec, Head Office 11505, 1 re Avenue, bureau 500 Ville de Saint-Georges, Beauce (Québec) G5Y 7X3 Telephone: (418) Toll-free: Fax: (418) Head Office, Plant and Sales Office ISO 9001:2000, SJI, AISC, CWB (1) 115, boulevard Canam Nord Saint-Gédéon, Beauce (Québec) G0M 1T0 Telephone: (418) Toll-free: Fax: (418) Plant - ISO 9001:2000, CWB (1) 200, boulevard Industriel Boucherville (Québec) J4B 2X4 Telephone: (450) Toll-free: Fax: (450) Plant and Sales Office ISO 9001:2000, AISC, CWB, CISC (1) 807, rue Marshall Laval (Québec) H7S 1J9 Telephone: (514) Toll-free: Fax: (450) Plant 125, rue du Parc St-Joseph-de-Beauce (Québec) G0S 2V0 Telephone: (418) Fax: (418) Alberta Plant and Sales Office - SJI, CWB (1) rd Avenue S.E. Calgary, Alberta T2H 0N2 Telephone: (403) Toll-free: Fax: (403) Ontario Plant and Sales Office - SJI, CWB (1) 1739 Drew Road Mississauga, Ontario L5S 1J5 Telephone: (905) Toll-free: Fax: (905) Sales Offices British Columbia 95 Schooner Street Coquitlam, British Columbia V3K 7A8 Toll-free: Fax: (604) New Brunswick 95 Foundry Street Heritage Court, Suite 417 Moncton, New Brunswick E1C 5H7 Telephone: (506) Fax: (506) Quebec 200, boulevard Industriel Boucherville (Québec) J4B 2X4 Telephone: (450) Toll-free: Fax: (450) Engineering and Credit Office, Corporate 270, chemin Du Tremblay Boucherville (Québec) J4B 5X9 Telephone: (450) Toll-free: Fax: (450) United States Plants Maryland Head Office and Plant - SJI, AISC (1) 4010 Clay Street, P.O. Box C-285 Point of Rocks, Maryland Telephone: (301) Toll-free: Fax: (301) Florida Plant and Sales Office - SJI, AISC (1) 140 South Ellis Road Jacksonville, Florida Telephone: (904) Toll-free: Fax: (904) Missouri Plant and Sales Office - SJI, AISC (1) 2000 West Main Street Washington, Missouri Telephone: (636) Fax: (636) Washington Plant and Sales Office - SJI, IAS (1) 2002 Morgan Road Sunnyside, Washington Telephone: (509) Toll-free: Fax: (509) Sales Offices California 388 La Purisma Way Oceanside, California Telephone: (760) Fax: (760) Florida 553 Waterside Drive Hypoluxo, Florida Telephone: (561) Fax (561) Illinois 613 Sheffield Lane Bolingbrook, Illinois Telephone: (630) Fax: (630) Truman Street Bolingbrook, Illinois Telephone: (630) Fax: (630) Indiana 5605 Hidden Valley Road Russiaville, Indiana Telephone: (765) Fax: (765) Canyon Creek Dr. Lafayette, Indiana Telephone: (765) Fax: (765) Kansas West 86 th Terrace Lenexa, Kansas Telephone: (913) Fax: (913) Maryland P.O. Box 296 Phoenix, Maryland Telephone: (410) Fax: (410) Massachusetts 50 Eastman Street Easton, Massachusetts Telephone: (508) Fax: (508) Minnesota Fairway Drive Eden Prairie, Minnesota Telephone: (952) Fax: (952) New York 139 Hawthorne Way Chittenango, New York Telephone: (315) Fax: (315) Ohio 30 Hill Road South Pickerington, Ohio Telephone: (614) Fax: (614) Oregon 2081 Holcomb Springs Road Gold Hill, Oregon Telephone: (541) Fax: (541) Pennsylvania 3280 St. Andrews Drive Chambersburg, Pennsylvania Telephone: (717) Fax: (717) Hampstead Road Wynnewood, Pennsylvania Telephone: (610) Fax: (610) Plant and Sales Office, Canada ISO 9001:2000, AISC, CWB (1) 1445, rue du Grand Tronc Québec (Québec) G1N 4G1 Telephone: (418) Toll-free: Fax: (418) Business Offices Quebec, Canada 270, chemin Du Tremblay Boucherville (Québec) J4B 5X9 Telephone: (450) Toll-free: Fax: (450) Texas 210 Silentbluff Drive San Antonio, Texas Telephone: (210) Fax: (210) Virginia Blake Lane Bealeton, Virginia Telephone: (540) Fax: (540) Washington 240 N.W. Gilman Blvd., Suite G Issaquah, Washington Telephone: (425) Fax: (425) (1) Certification: AISC = American Institute of Steel Construction CISC = Canadian Institute of Steel Construction CWB = Canadian Welding Bureau IAS = International Accreditation Service ISO = International Organization for Standardization SJI = Steel Joist Institute Sales Office, United States Maryland 4010 Clay Street, P.O. Box C-285 Point of Rocks, Maryland Telephone: (301) Toll-free: Fax: (301) Brasov, Romania Ionescu Crum Street No 9 Brasov , Romania Telephone: (40 268) Fax: (40 268) Kolkata, India GN 37/B, Sector V Salt Lake, Kolkata India Telephone: (91 33) Fax: (91 33)

38 Better Building Solutions Saint-Gédéon 115, boulevard Canam Nord Saint-Gédéon, Beauce (Québec) Canada G0M 1T0 Telephone: (418) Toll-free: Fax: (418) Printed in Canada 02/2006