MEP-Steel Deck C1+C4.qxd 31/01/ :51 Page 2 Steel Deck

Size: px
Start display at page:

Download "MEP-Steel Deck C1+C4.qxd 31/01/ :51 Page 2 Steel Deck"

Transcription

1 Steel Deck

2 TABLE OF CONTENTS OUR SERVICES... 4 PAGE NOTES ABOUT LOAD TABLES... 5 P-3615 & P-3606 ROOF DECK... 6 P-2436 & P-2404 ROOF DECK... 8 P-3615 & P-3606 COMPOSITE DECK P-3623 COMPOSITE DECK P-2432 COMPOSITE DECK P-3012 FORM DECK ACCESSORIES AND FLOOR DECK FEATURES ACOUSTICAL DECK POUR STOP SELECTION TABLE DESIGN AIDS - CLOSURE STRIP AND CERTIFICATION DIAPHRAGM FASTENER PATTERN DIAPHRAGM TABLES BUSINESS UNITS & INTERNET ADDRESSES 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 Integral Hanger Tab Acoustical Deck Technical Data Diaphragm Depth 1 1 /2 (38 mm) 1 1 /2 (38 mm) 3 (76 mm) 3 (76 mm) 2 (51 mm) 3 (76 mm) 9 /16 (14 mm) Coverage 36 (914 mm) 36 (914 mm) 24 (610 mm) 24 (610 mm) 36 (914 mm) 24 (610 mm) 30 (762 mm) 3

3 OUR SERVICES For project design, bid preparation or component manufacturing, our sales representatives, engineers, technicians and draftspersons are at your service. Our team can suggest efficient and economical solutions. DRAWINGS Canam Steel produces its own shop drawings for the fabrication of your steel joists, trusses, structural steel components, steel deck and girts. FABRICATION Our production equipment is at the leading edge of technology. We have continued to invest significantly in the best available equipment in the industry, including computer-aided manufacturing and numerically-controlled machinery. Canam Steel has automated roll formers for girts and steel decks. DELIVERY Canam Steel s advantage has always been our ability to deliver on time, regardless of where or when you need our products. We know you cannot afford to keep your on-site erection crews waiting. 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 SERVICE LOAD TABLES The Canam steel deck catalog includes load tables based on the 1996 edition of the American Iron and Steel Institute (AISI) specifications for the design of cold-formed steel structural members and the recommendations of the Steel Deck Institute (SDI) Design Manual. Diaphragm tables are updated with safety factors in Table D.5 of the Supplement 2004 to the North American Specification for the Design of Cold-Formed Steel Structural Members, 2001 edition. Although the calculations are based on Load and Resistance Factor Design (LRFD), all the load tables in this catalog show the service load capacity. These load tables should be compared with service applied loads and not with factored applied loads. For standard steel deck specifications on materials, design, and installation, please consult the Steel Deck Institute Design Manual (publication No. 30) and Manual of Construction with Steel Deck. 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 current structural design practice, Canam Steel Corporation 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. The latest version of the ASTM A 653 standard contains 5 yield strength grades for structural quality steel. The chemical composition and mechanical properties are also specified for each grade. The steel sheets normally used to form Canam steel deck correspond to ASTM A 653 SS Grade 33. They have a yield strength of 33 ksi (230 MPa) and a tensile strength of 45 ksi (310 MPa). Steel with a higher yield strength or a different ASTM designation can be used to meet specific needs, but the tables in this document are all based on a yield strength of 33 ksi (230 MPa). AISI specifications for the design of cold-formed steel structural members indicate 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 G90 (Z275) finish is approximately in. (0.04 mm). Canam steel deck is available with G90 (Z275), G60 (Z180), or A25 (ZF75) zinc protection as described by the ASTM A 653 standard. A gray polyester paint finish without underlying zinc protection is also readily available. Upon request, Canam can also provide white finish paint with an underlying zinc protection of G90, or other types of material, given sufficient notice. The P-2432, P-3623, P-3606, and P-3615 deck profiles are available with embossments to act in composite action with a concrete slab. The tables for these composite sections show loads and unshored spans for normal weight concrete and light weight concrete on separate pages. The P-2404, P-2436, P-3606, and P-3615 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. Upon special request to our sales department, we can provide sheets in lengths of less than 6 ft (1.8 m). 5

5 P-3615 & P-3606 Canam s steel decks P-3615 and P-3606 are roll-formed to cover 36 in. (914 mm) in width. The flutes are 1.5 in. (38 mm) deep and are spaced at 6 in. (152 mm) on center. The deck can be rolled to lengths from 6 ft (1 800 mm) to 42 ft 6 in. ( mm) and stacked in bundles that will not exceed 4,000 pounds (1,800 kg) unless requested otherwise by our customer. These decks are readily available with steel galvanized according to ASTM standard A 653 with zinc thicknesses corresponding to G90 (Z275), G60 (Z180) or A25 (ZF75). Canam also offers gray painted deck. Other finishes are available upon request; please check with our sales department for availability. Nominal thicknesses range from in. (0.76 mm) to in. (1.52 mm). DIMENSIONS 36 (914 mm) P /2 (64 mm) 3 1 /2 (89 mm) 6 (152 mm) 1 1 /2 (38 mm) 4 1 /2 (114 mm) 1 1 /2 (38 mm) 36 (914 mm) P /2 (64 mm) 3 1 /2 (89 mm) 1 1 /2 (38 mm) 4 1 /2 (114 mm) 1 1 /2 (38 mm) 6 (152 mm) PHYSICAL PROPERTIES Type Nominal Design Overall Weight Allowable Reaction Section Modulus Moment of Thickness Thickness Depth Bearing 3 in. (76 mm) Inertia end interior M+ M- in. in. in. lb/ft 2 lb lb in. 3 in. 3 in. 4 (mm) (mm) (mm) (kg/m 2 ) (kn) (kn) (mm 3 ) (mm 3 ) (mm 4 ) (0.76) (0.762) (37.7) (8.50) (7.08) (13.92) (9580) (9961) ( ) , (0.91) (0.909) (37.8) (10.07) (9.47) (20.91) (11 680) (12 165) ( ) ,037 2, (1.21) (1.217) (38.1) (13.26) (15.14) (38.39) (15 984) (16 365) ( ) ,848 4, (1.52) (1.511) (38.5) (16.34) (26.98) (59.47) (20 131) (20 302) ( ) Properties are based on a unit width of 12 in. for imperial units and a unit width of 1000 mm for S.I. units. The properties in the table were calculated according to AISI 1996 Specification for the Design of Cold-Formed Steel Structural Members, considering steel produced according to ASTM A 653 SS Grade 33, yield strength = 33 ksi (230 MPa). 6

6 P-3615 & P-3606 Loads shown in the tables below are the allowable uniform loads in pounds per square foot (kilopascals). For spans of 4 ft 6 in. (1.37 m) and over, loads that are in brackets indicate that the allowable total load shown is limited to the live load, producing a deflection equal to the span/240 plus 10 psf (0.5 kpa). For spans of less than 4 ft 6 in. (1.37 m), loads that are in brackets indicate that the allowable total load shown is limited by web crippling instead of bending. Canam s steel decks P-3615 and P-3606 are approved by the Factory Mutual Research Corporation according to standard 4451 for use as a component in Class 1-90 wind uplift rated insulated steel deck roof construction when fastened according to Factory Mutual specifications. The table below shows the maximum spans approved by Factory Mutual when the deck is used in at least double span. Type Span (ft) Nominal (mm) Span (mm) maximum thickness maximum SERVICE LOAD TABLES (psf) TYPE NOMINAL SINGLE SPAN (ft) THICK. (in.) (117) (88) (69) (55) (46) (110) (85) (68) (56) (46) (154) (118) (94) (76) (63) (53) (45) (192) (147) (115) (93) (76) (64) (54) (47) (41) TYPE NOMINAL DOUBLE SPAN (ft) THICK. (in.) TYPE NOMINAL TRIPLE SPAN (ft) THICK. (in.) (46) (40) (56) (48) (42) (76) (65) (57) (50) (44) (112) (94) (80) (69) (60) (53) SERVICE LOAD TABLES (kpa) TYPE NOMINAL SINGLE SPAN (mm) THICK. (mm) (4.41) (3.43) (2.75) (2.27) (5.50) (4.25) (3.39) (2.77) (2.31) (1.97) (7.72) (5.92) (4.67) (3.78) (3.12) (2.63) (2.25) (1.95) (9.61) (7.34) (5.76) (4.64) (3.81) (3.18) (2.71) (2.34) (2.04) TYPE NOMINAL DOUBLE SPAN (mm) THICK. (mm) TYPE NOMINAL TRIPLE SPAN (mm) THICK. (mm) (2.29) (1.99) (2.79) (2.41) (2.10) (3.82) (3.26) (2.82) (2.47) (2.19) (4.69) (3.99) (3.43) (2.99) (2.63) 7

7 P-2436 & P-2404 Canam s roof deck P-2436 and P-2404 are roll formed to cover 24 in. (610 mm) in width. The flutes are 3 in. (76 mm) deep and are spaced at 6 in. (152 mm) on center. The deck can be rolled to lengths from 6 ft (1 800 mm) to 42 ft 6 in. ( mm) and stacked in bundles that will not exceed 4,000 pounds (1,800 kg) unless requested by our customer. The deck is readily available with steel galvanized according to ASTM standard A 653 with a zinc thickness corresponding to G90 (Z275), G60 (Z180), or A25 (ZF75). Other finishes are available upon request; please check with our sales department for availability. Nominal thicknesses range from in. (0.76 mm) to in. (1.52 mm). DIMENSIONS 24 (610 mm) P /2 (38 mm) 6 (152 mm) 4 1 /2 (114 mm) 3 1 /2 (89 mm) 2 1 /2 (64 mm) 3 (76 mm) 24 (610 mm) P /2 (38 mm) 6 (152 mm) 4 1 /2 (114 mm) 3 1 /2 (89 mm) 2 1 /2 (64 mm) 3 (76 mm) PHYSICAL PROPERTIES Type Nominal Design Overall Weight Allowable Reaction Section Modulus Moment of Thickness Thickness Depth Bearing 3 in. (76 mm) Inertia end interior M+ M- in. in. in. lb/ft 2 lb lb in. 3 in. 3 in. 4 (mm) (mm) (mm) (kg/m 2 ) (kn) (kn) (mm 3 ) (mm 3 ) (mm 4 ) , (0.76) (0.762) (76.2) (11.85) (6.71) (16.39) (24 324) (25 778) ( ) , (0.91) (0.909) (76.3) (14.04) (10.22) (23.89) (31 208) (32 068) ( ) ,449 2, (1.21) (1.217) (76.6) (18.33) (21.15) (42.56) (43 413) (43 514) ( ) ,362 4, (1.52) (1.511) (76.9) (22.71) (34.47) (65.02) (55 019) (54 328) ( ) Properties are based on a unit width of 12 in. for imperial units and a unit width of 1000 mm for S.I. units. The properties in the table were calculated according to AISI 1996 Specification for the Design of Cold-Formed Steel Structural Members, considering steel produced according to ASTM A 653 SS Grade 33, yield strength = 33 ksi (230 MPa). 8

8 P-2436 & P-2404 Loads shown in the tables below are the allowable uniform loads in pounds per square foot (kilopascals). For spans of 9 ft 0 in. (2.70 m) and over, loads that are in brackets indicate that the allowable total load shown is limited to the live load, producing a deflection equal to the span over 240, plus 10 psf (0.5 kpa). For spans of less than 9 ft 0 in. (2.70 m), loads that are in brackets indicate that the allowable total load shown is limited by web crippling instead of bending. Canam s P-2436 roof deck offers greater strength against gravity loads than standard 3 in. (76 mm) deep deck with flutes at 8 in. (203 mm) on center, and allows for more attachment per sheet to the supports and thus provides greater strength as a diaphragm. SERVICE LOAD TABLES (psf) TYPE NOMINAL SINGLE SPAN (ft) THICK. (in.) (60) (53) (47) (43) (96) (83) (73) (64) (57) (51) (46) (42) (134) (115) (100) (88) (78) (69) (62) (56) (51) (47) (43) (168) (144) (125) (110) (97) (86) (77) (69) (62) (57) (52) TYPE NOMINAL DOUBLE SPAN (ft) THICK. (in.) TYPE NOMINAL TRIPLE SPAN (ft) THICK. (in.) (117) SERVICE LOAD TABLES (kpa) TYPE NOMINAL SINGLE SPAN (mm) THICK. (mm) (2.98) (2.64) (2.36) (2.13) (1.93) (4.15) (3.63) (3.20) (2.85) (2.55) (2.30) (2.09) (5.76) (5.01) (4.39) (3.88) (3.46) (3.10) (2.80) (2.54) (2.32) (2.13) (8.41) (7.22) (6.26) (5.48) (4.82) (4.28) (3.83) (3.44) (3.11) (2.83) (2.59) TYPE NOMINAL DOUBLE SPAN (mm) THICK. (mm) TYPE NOMINAL TRIPLE SPAN (mm) THICK. (mm) (5.69)

9 P-3615 & P-3606 COMPOSITE Canam s composite P-3615 and P-3606 are steel decks roll formed to cover 36 in. (914 mm). The flutes are 1.5 in. (38 mm) deep and are spaced at 6 in. (152 mm) center to center. The deck can be rolled to lengths from 6 ft (1 800 mm) to 42 ft 6 in. ( mm). The narrow flutes provide enough space to weld headed studs through the deck to the top of beams or joists that will then act in composite with the concrete slab, however there could be a reduction to the headed stud capacity. The deck is available with steel galvanized according to ASTM standard A 653 with a zinc thickness corresponding to G60 (Z180). Other types of steel sheet finishes may affect the bond properties between deck and concrete. Contact our sales department for more information. Standard thicknesses are in. (0.76 mm), in. (0.91 mm), and in. (1.21 mm). Standard steel grade conforms to ASTM standard A 653 SS Grade 33 with a yield strength of 33 ksi (230 MPa). Steel grades up to 50 ksi (350 MPa) and material thickness of in. (1.07 mm) are available given sufficient delivery time. DIMENSIONS 36 (914 mm) 1 1 /2 (38 mm) P-3615 COMPOSITE 2 1 /2 (64 mm) 1 1 /2 (38 mm) 4 1 /2 (114 mm) 3 1 /2 (89 mm) 6 (152 mm) 36 (914 mm) 1 1 /2 (38 mm) P-3606 COMPOSITE 2 1 /2 (64 mm) 3 1 /2 (89 mm) 1 1 /2 (38 mm) 4 1 /2 (114 mm) 6 (152 mm) PHYSICAL PROPERTIES Type Nominal Overall Weight Allowable Reaction Section Modulus Moment of Steel Center of Thickness Depth Bearing 3 in. (76 mm) Inertia for Area Gravity end interior M+ M- Deflection in. in. lb/ft 2 lb lb in. 3 in. 3 in. 4 in. 2 in. (mm) (mm) (kg/m 2 ) (kn) (kn) (mm 3 ) (mm 3 ) (mm 4 ) (mm 2 ) (mm) (0.76) (37.74) (8.50) (7.08) (13.92) (9580) (9961) ( ) (1016) (24.20) , (0.91) (37.89) (10.07) (9.47) (20.91) (11 680) (12 165) ( ) (1212) (24.30) ,037 2, (1.21) (38.19) (13.26) (15.14) (38.39) (15 984) (16 365) ( ) (1622) (24.40) Properties are based on a unit width of 12 in. for imperial units and a unit width of 1000 mm for S.I. units. The properties in the table were calculated according to AISI 1996 Specification for the Design of Cold-Formed Steel Structural Members, considering steel produced according to ASTM A 653 SS Grade 33, yield strength = 33 ksi (230 MPa). 10

10 P-3615 & P-3606 COMPOSITE IMPERIAL These tables are developed for steel having a yield strength (F y ) of 33 ksi and for concrete with a weight of 145 pounds per cubic foot and with a minimum compressive resistance (f c ) of 3 ksi at 28 days. Example: Multiple spans of 6-0, total slab thickness of 4.0 with 2.5 of concrete cover on top of the 1.5 deck profile. During construction, the steel deck must support itself, the concrete, and the construction uniform load of 20 lb/ft 2 or a transversal load of 150 plf specified by the Steel Deck Institute for multiple spans. The maximum unshored span shown in the table is checked for bending under the self weight and the construction loads, for web crippling with a 3 long bearing, and for the deflection under wet concrete to be less than span/180. According to the table of maximum unshored span below, use a deck with a nominal thickness of t = and a double or triple span condition. If the bearing is shorter than 3, the project engineer shall verify that the reaction produced by the wet concrete and the construction factored loads is less than the web crippling factored resistance of the deck for the reduced bearing: For example: Interior bearing 3 long with multiple spans: P f = maximum of (1.6 x x 20) x 1.2 x 6.0 = 651 lb or (1.6 x 39) x 1.2 x (1.4 x 150) x = 570 lb P a = 954 lb (from table) P r = P a x 1.85 x 0.75 P r = 1324 lb > P f = 651 lb selection is O.K. for web crippling Once the concrete is cured, the composite slab will have to support these loads: Deck and concrete 39 psf Superimposed dead load 30 psf Superimposed live load 100 psf Total load to compare in load table: w = = 169 psf Total capacity should be equal to or greater than the total load: w a = 231 psf for a span of 6-0, with a 4 slab and thick steel deck. w a > w selection is O.K. From the table below, the moment of inertia of the composite slab in the example is 4.2 in. 4 when the elastic modulus used for deflection calculations equals 29,500 ksi. Deflection = 5 x w sl x span 4 = 5 x 100 x x 1,728 (384 x E s x I comp ) (384 x 29,500 x 3.8 x 1,000) = 0.03 < 6.0 x 12 = 0.20 selection is adequate 360 The project engineer is responsible for specifying the size and location of the wire mesh in the concrete slab in order to follow current concrete installation practices. The loads in the table have been limited to 300 psf. Furthermore, the composite deck part of fire rated assemblies is limited to a superimposed load of 250 psf. Please contact Canam sales personnel when the total uniform loads exceed 200 psf as this is an indication that significant concentrated loads will be used on that floor and that the composite slab and its reinforcing should be verified for the effect of concentrated loads. The shaded values indicate that the deck should be shored at mid-span during the pour and the cure of the concrete for those span and concrete thickness conditions and they should correspond to the maximum unshored span values shown at the left of the table. SERVICE LOAD TABLE SPAN (ft) Slab Deck Maximum unshored span Self Comp. mo. Deck-slab total uniform load capacity (psf) thick. thick. single double triple weight of inertia (in.) (in.) (ft) (ft) (ft) (psf) (in. 4 )

11 METRIC P-3615 & P-3606 COMPOSITE These tables are developed for steel having a yield strength (F y ) of 230 MPa and for concrete with a weight of kg per cubic meter and a minimum compressive resistance (f c ) of 20.7 MPa at 28 days. Example: Multiple spans of 1800 mm, total slab thickness of 102 mm with 64 mm of concrete cover on top of the 38 mm deck profile. During construction, the steel deck must support itself, the concrete, and the construction uniform load of 1 kpa or a transversal load of 2.2 kn/m specified by the Steel Deck Institute for multiple spans. The maximum unshored span shown in the table is checked for bending under the self weight and the construction loads, for web crippling with a 76 mm long bearing, and for the deflection under wet concrete to be less than span/180. According to the table of maximum unshored span below, use a deck with a nominal thickness of 0.76 mm with a double or triple span condition. If the bearing is shorter than 76 mm, the project engineer shall verify that the reaction produced by the wet concrete and the construction factored loads is less than the web crippling factored resistance of the deck for the reduced bearing: For example: Interior bearing 76 mm long with multiple spans: P f = maximum of (1.6 x x 1) x 1.2 x 1.8 m = 9.3 kn. or (1.6 x 1.8) x 1.2 x 1.8 m + (1.4 x 2.2) x = 8.0 kn. P a = 13.9 kn (from table) P r = P a x 1.85 x 0.75 P r = 19.3 kn > P f = 9.3 kn selection is O.K. for web crippling Once the concrete is cured, the composite slab will have to support these loads: Deck and concrete 1.80 kpa Superimposed dead load 1.44 kpa Superimposed live load 4.80 kpa Total load to compare in load table: w = = 8.04 kpa Total capacity should be equal to or greater than the total load: w a = kpa for a span of 1800 mm, with a 102 mm slab and 0.76 mm steel deck. w a > w selection is O.K. From the table below, the moment of inertia of the composite slab in the example is 5.8 x 10 6 mm 4 when the elastic modulus used for deflection calculations equals MPa. Deflection = 5 x w sl x span 4 = 5 x 4.8 x (384 x E s x I comp ) (384 x x 5.3 x ) = 0.6 mm < 1800 = 5.0 mm selection is adequate 360 The project engineer is responsible for specifying the size and location of the wire mesh in the concrete slab in order to follow current concrete installation practices. The loads in the table have been limited to 14.0 kpa. Furthermore, the composite deck part of fire rated assemblies is limited to a superimposed load of 12.0 kpa. Please contact Canam sales personnel when the total uniform loads exceed 9.6 kpa as this is an indication that significant concentrated loads will be used on that floor and that the composite slab and its reinforcing should be verified for the effect of concentrated loads. The shaded values indicate that the deck should be shored at mid-span during the pour and the cure of the concrete for those span and concrete thickness conditions and they should correspond to the maximum unshored span values shown at the left of the table. SERVICE LOAD TABLE SPAN (mm) Slab Deck Maximum unshored span Self Comp. mo. Deck-slab total uniform load capacity (kpa) thick. thick. single double triple weight of inertia (mm) (mm) (mm) (mm) (mm) (kpa) (10 6 mm 4 )

12 LIGHTWEIGHT CONCRETE P-3615 & P-3606 COMPOSITE IMPERIAL These tables are developed for steel having a yield strength (F y ) of 33 ksi and for concrete with a weight of 115 pounds per cubic foot and with a minimum compressive resistance (f c ) of 4 ksi at 28 days. SERVICE LOAD TABLE SPAN (ft) Slab Deck Maximum unshored span Self Comp. mo. Deck-slab total uniform load capacity (psf) thick. thick. single double triple weight of inertia (in.) (in.) (ft) (ft) (ft) (psf) (in. 4 ) LIGHTWEIGHT CONCRETE P-3615 & P-3606 COMPOSITE METRIC These tables are developed for steel having a yield strength (F y ) of 230 MPa and for concrete with a weight of 1840 kg per cubic meter and with a minimum compressive resistance (f c ) of 28 MPa at 28 days. SERVICE LOAD TABLE SPAN (mm) Slab Deck Maximum unshored span Self Comp. mo. Deck-slab total uniform load capacity (kpa ) thick. thick. single double triple weight of inertia (mm) (mm) (mm) (mm) (mm) (kpa) (10 6 mm 4 )

13 P-3623 COMPOSITE Canam s composite P-3623 is a steel deck roll formed to cover 36 in. (914 mm). The flutes are 2 in. (51 mm) deep and are spaced at 12 in. (305 mm) center to center. The deck can be rolled to lengths from 6 ft 6 in. (2 000 mm) to 40 ft 0 in. ( mm). The wide flutes provide enough space to weld headed studs through the deck to the top of beams or joists that will then act in composite with the concrete slab. DIMENSIONS The deck is available with steel galvanized according to ASTM standard A 653 with a zinc thickness corresponding to G60 (Z180). 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. Standard thicknesses are in. (0.76 mm), in. (0.91 mm), and in. (1.21 mm). Standard steel grade conforms to ASTM standard A 653 SS Grade 33 with a yield strength of 33 ksi (230 MPa). Steel grades up to 50 ksi (350 MPa) and material thickness of in. (1.07 mm) are available given sufficient delivery time. 36 (914 mm) 2 (51 mm) P-3623 COMPOSITE 5 1 /2 (140 mm) 6 1 /2 (165 mm) 12 (305 mm) 5 1 /2 (140 mm) PHYSICAL PROPERTIES Type Nominal Design Overall Weight Allowable Reaction Section Modulus Moment of Steel Center of Thickness Thickness Depth Bearing 5 in. (127 mm) Inertia for Area Gravity end interior M+ M- Deflection in. in. in. lb/ft 2 lb lb in. 3 in. 3 in. 4 in. 2 in. (mm) (mm) (mm) (kg/m 2 ) (kn) (kn) (mm 3 ) (mm 3 ) (mm 4 ) (mm 2 ) (mm) (0.76) (0.762) (50.80) (8.50) (5.14) (11.49) (14 892) (14 946) ( ) (1016) (25.40) , (0.91) (0.909) (50.95) (10.07) (6.74) (16.06) (19 086) (19 193) ( ) (1212) (25.40) , (1.21) (1.217) (51.25) (13.26) (11.85) (26.57) (27 849) (27 903) ( ) (1622) (25.40) Properties are based on a unit width of 12 in. for imperial units and a unit width of 1000 mm for S.I. units. The properties in the table were calculated according to AISI 1996 Specification for the Design of Cold-Formed Steel Structural Members, considering steel produced according to ASTM A 653 SS Grade 33, yield strength = 33 ksi (230 MPa). 14

14 P-3623 COMPOSITE IMPERIAL These tables are developed for steel having a yield strength (F y ) of 33 ksi and for concrete with a weight of 145 pounds per cubic foot and with a minimum compressive resistance (f c ) of 3 ksi at 28 days. Example: Multiple spans of 7-6, total slab thickness of 4.5 with 2.5 of concrete cover on top of the 2 deck profile. During construction, the steel deck must support itself, the concrete, and the construction uniform load of 20 lb/ft 2 or a transversal load of 150 plf specified by the Steel Deck Institute for multiple spans. The maximum unshored span shown in the table is checked for bending under the self weight and the construction loads, for web crippling with a 5 long bearing, and for the deflection under wet concrete to be less than span/180. According to the table of maximum unshored span below, use a deck with a nominal thickness of t = and a double or triple span condition. If the bearing is shorter than 5, the project engineer shall verify that the reaction produced by the wet concrete and the construction factored loads is less than the web crippling factored resistance of the deck for the reduced bearing: For example: Interior bearing 5 long with multiple spans: P f = maximum of (1.6 x x 20) x 1.2 x 7.5 = 886 lb or (1.6 x 44) x 1.2 x (1.4 x 150) x = 754 lb P a = 787 lb (from table) P r = P a 1.85 x 0.75 P r = 1,092 lb > P f = 886 lb selection is O.K. for web crippling Once the concrete is cured, the composite slab will have to support these loads: Deck and concrete 44 psf Superimposed dead load 30 psf Superimposed live load 100 psf Total load to compare in load table: w = = 174 psf Total capacity should be equal to or greater than the total load: w a = 175 psf for a span of 7-6, with a 4.5 slab and thick steel deck. w a > w selection is O.K. From the table below, the moment of inertia of the composite slab in the example is 5.9 in. 4 when the elastic modulus used for deflection calculations equals 29,500 ksi. Deflection = 5 x w sl x span 4 = 5 x 100 x x 1,728 (384 x E s x I comp ) (384 x 29,500 x 5.9 x 1,000) = 0.04 < 7.5 x 12 = 0.25 selection is adequate 360 The project engineer is responsible for specifying the size and location of the wire mesh in the concrete slab in order to follow current concrete installation practices. The loads in the table have been limited to 300 psf. Furthermore, the composite deck part of fire rated assemblies is limited to a superimposed load of 250 psf. Please contact Canam sales personnel when the total uniform loads exceed 200 psf as this is an indication that significant concentrated loads will be used on that floor and that the composite slab and its reinforcing should be verified for the effect of concentrated loads. The shaded values indicate that the deck should be shored at mid-span during the pour and the cure of the concrete for those span and concrete thickness conditions and they should correspond to the maximum unshored span values shown at the left of the table. SERVICE LOAD TABLE SPAN (ft) Slab Deck Maximum unshored span Self Comp. mo. Deck-slab total uniform load capacity (psf) thick. thick. single double triple weight of inertia (in.) (in.) (ft) (ft) (ft) (psf) (in. 4 )

15 METRIC P-3623 COMPOSITE These tables are developed for steel having a yield strength (F y ) of 230 MPa and for concrete with a weight of 2330 kg per cubic meter and a minimum compressive resistance (f c ) of 20.7 MPa at 28 days. Example: Multiple spans of 2250 mm, total slab thickness of 115 mm with 64 mm of concrete cover on top of the 51 mm deck profile. During construction, the steel deck must support itself, the concrete, and the construction uniform load of 1 kpa or a transversal load of 2.2 kn/m specified by the Steel Deck Institute for multiple spans. The maximum unshored span shown in the table is checked for bending under the self weight and the construction loads, for web crippling with a 127 mm long bearing, and for the deflection under wet concrete to be less than span/180. According to the table of maximum unshored span below, use a deck with a nominal thickness of 0.76 mm with a double or triple span condition. If the bearing is shorter than 127 mm, the project engineer shall verify that the reaction produced by the wet concrete and the construction factored loads is less than the web crippling factored resistance of the deck for the reduced bearing: For example: Interior bearing 127 mm long with multiple spans: P f = maximum of (1.6 x x 1) x 1.2 x 2.25 m = 12.9 kn or (1.6 x 2.11) x 1.2 x 2.25 m + (1.4 x 2.2) x = 10.9 kn P a = kn (from table) P r = P a x 1.85 x 0.75 P r = 15.9 kn > P f = 12.9 kn selection os O.K. for web crippling Once the concrete is cured, the composite slab will have to support these loads: Deck and concrete 2.11 kpa Superimposed dead load 1.44 kpa Superimposed live load 4.80 kpa Total load to compare in load table: w = = 8.35 kpa Total capacity should be equal to or greater than the total load: w a = 8.64 kpa for a span of 2250 mm, with a 115 mm slab and 0.76 mm steel deck. w a > w selection is O.K. From the table below, the moment of inertia of the composite slab in the example is 8.2 x 10 6 mm 4 when the elastic modulus used for deflection calculations equals MPa. Deflection = 5 x w sl x span 4 = 5 x 4.8 x (384 x E s x I comp ) (384 x x 8.2 x ) = 1.0 mm < 2250 = 6.3 mm selection is adequate 360 The project engineer is responsible for specifying the size and location of the wire mesh in the concrete slab in order to follow current concrete installation practices. The loads in the table have been limited to = 14.0 kpa. Furthermore, the composite deck part of fire rated assemblies is limited to a superimposed load of 12.0 kpa. Please contact Canam sales personnel when the total uniform loads exceed 9.6 kpa as this is an indication that significant concentrated loads will be used on that floor and that the composite slab and its reinforcing should be verified for the effect of concentrated loads. The shaded values indicate that the deck should be shored at mid-span during the pour and the cure of the concrete for those span and concrete thickness conditions and they should correspond to the maximum unshored span values shown at the left of the table. SERVICE LOAD TABLE SPAN (mm) Slab Deck Maximum unshored span Self Comp. mo. Deck-slab total uniform load capacity (kpa) thick. thick. single double triple weight of inertia (mm) (mm) (mm) (mm) (mm) (kpa) (10 6 mm 4 )

16 LIGHTWEIGHT CONCRETE SERVICE LOAD TABLE P-3623 COMPOSITE SPAN (ft) IMPERIAL These tables are developed for steel having a yield strength (F y ) of 33 ksi and for concrete with a weight of 115 pounds per cubic foot and with a minimum compressive resistance (f c ) of 4 ksi at 28 days. Slab Deck Maximum unshored span Self Comp. mo. Deck-slab total uniform load capacity (psf) thick. thick. single double triple weight of inertia (in.) (in.) (ft) (ft) (ft) (psf) (in. 4 ) LIGHTWEIGHT CONCRETE SERVICE LOAD TABLE P-3623 COMPOSITE SPAN (mm) METRIC These tables are developed for steel having a yield strength (F y ) of 230 MPa and for concrete with a weight of 1840 kg per cubic meter and with a minimum compressive resistance (f c ) of 28 MPa at 28 days. Slab Deck Maximum unshored span Self Comp. mo. Deck-slab total uniform load capacity (kpa ) thick. thick. single double triple weight of inertia (mm) (mm) (mm) (mm) (mm) (kpa) (10 6 mm 4 )

17 P-2432 COMPOSITE Canam s composite P-2432 is a steel deck roll formed to cover 24 in. (610 mm). The flutes are 3 in. (76 mm) deep and are spaced at 12 in. (305 mm) center to center. The deck can be rolled to lengths from 6 ft 6 in. (2 000 mm) to 40 ft 0 in. ( mm). The wide flutes provide enough space to weld headed studs through the deck to the top of beams or joists that will then act in composite with the concrete slab. The deck is available with steel galvanized according to ASTM standard A 653 with a zinc thickness corresponding to G60 (Z180). 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. Standard thicknesses are in. (0.76 mm), in. (0.91 mm), and in. (1.21 mm). Standard steel grade conforms to ASTM standard A 653 SS Grade 33 with a yield strength of 33 ksi (230 MPa). Steel grades up to 50 ksi (350 MPa) and material thickness of in. (1.07 mm) are available given sufficient delivery time. DIMENSIONS 24 (610 mm) P-2432 COMPOSITE 5 5 /16 (135 mm) 12 (305 mm) 3 (76 mm) 6 7 /16 (164 mm) 5 9 /16 (141 mm) PHYSICAL PROPERTIES Type Nominal Design Overall Weight Allowable Reaction Section Modulus Moment of Steel Center of Thickness Thickness Depth Bearing 5 in. (127 mm) Inertia for Area Gravity end interior M+ M- Deflection in. in. in. lb/ft 2 lb lb in. 3 in. 3 in. 4 in. 2 in. (mm) (mm) (mm) (kg/m 2 ) (kn) (kn) (mm 3 ) (mm 3 ) (mm 4 ) (mm 2 ) (mm) (0.76) (0.762) (76.20) (9.46) (4.93) (11.26) (23 548) (24 354) ( ) (1131) (37.40) , (0.91) (0.909) (76.35) (11.21) (6.61) (16.04) (30 161) (31 290) ( ) (1350) (37.50) , (1.21) (1.217) (76.65) (14.71) (11.96) (26.95) (44 193) (44 892) ( ) (1800) (37.60) Properties are based on a unit width of 12 in. for imperial units and a unit width of 1000 mm for S.I. units. The properties in the table were calculated according to AISI 1996 Specification for the Design of Cold-Formed Steel Structural Members, considering steel produced according to ASTM A 653 SS Grade 33, yield strength = 33 ksi (230 MPa). 18

18 P-2432 COMPOSITE IMPERIAL These tables are developed for steel having a yield strength (F y ) of 33 ksi and for concrete with a weight of 145 pounds per cubic foot and with a minimum compressive resistance (f c ) of 3 ksi at 28 days. Example: Multiple spans of 10-0, total slab thickness of 5.5 with 2.5 of concrete cover on top of the 3 deck profile. During construction, the steel deck must support itself, the concrete, and the construction uniform load of 20 lb/ft 2 or a transversal load of 150 plf specified by the Steel Deck Institute for multiple spans. The maximum unshored span shown in the table is checked for bending under the self weight and the construction loads, for web crippling with a 5 long bearing, and for the deflection under wet concrete to be less than span/180. According to the table of maximum unshored span below, use a deck with a nominal thickness of t = and a double or triple span condition. If the bearing is shorter than 5, the project engineer shall verify that the reaction produced by the wet concrete and the construction factored loads is less than the web crippling factored resistance of the deck for the reduced bearing: For example: Interior bearing 5 long with multiple spans: P f = maximum of (1.6 x x 20) x 1.2 x 10.0 = 1,430 lb or (1.6 x 57) x 1.2 x (1.4 x 150) x = 1,215 lb P a = 1,099 lb (from table) P r = P a x1.85 x 0.75 P r = 1,525 lb > P f = 1,430 lb selection is O.K. for web crippling Once the concrete is cured, the composite slab will have to support these loads: Deck and concrete 51 psf Superimposed dead load 30 psf Superimposed live load 100 psf Total load to compare in load table: w = = 181 psf Total capacity should be equal to or greater than the total load: w a = 192 psf for a span of 10-0, with a 5.5 slab and thick steel deck. w a > w selection is O.K. From the table below, the moment of inertia of the composite slab in the example is 10.8 in. 4 when the elastic modulus used for deflection calculations equals 29,500 ksi. Deflection = 5 x w sl x span 4 = 5 x 100 x x 1,728 (384 x E s x I comp ) (384 x 29,500 x 10.8 x 1,000) = 0.07 < 10.0 x 12 = 0.33 selection is adequate 360 The project engineer is responsible for specifying the size and location of the wire mesh in the concrete slab in order to follow current concrete installation practices. The loads in the table have been limited to 300 psf. Furthermore, the composite deck part of fire rated assemblies is limited to a superimposed load of 250 psf. Please contact Canam sales personnel when the total uniform loads exceed 200 psf as this is an indication that significant concentrated loads will be used on that floor and that the composite slab and its reinforcing should be verified for the effect of concentrated loads. The shaded values indicate that the deck should be shored at mid-span during the pour and the cure of the concrete for those span and concrete thickness conditions and they should correspond to the maximum unshored span values shown at the left of the table. SERVICE LOAD TABLE SPAN (ft) Slab Deck Maximum unshored span Self Comp. mo. Deck-slab total uniform load capacity (psf) thick. thick. single double triple weight of inertia (in.) (in.) (ft) (ft) (ft) (psf) (in. 4 )

19 METRIC P-2432 COMPOSITE These tables are developed for steel having a yield strength (F y ) of 230 MPa and for concrete with a weight of 2330 kg per cubic meter and a minimum compressive resistance (f c ) of 20.7 MPa at 28 days. Example: Multiple spans of 3000 mm, total slab thickness of 140 mm with 64 mm of concrete cover on top of the 76 mm deck profile. During construction, the steel deck must support itself, the concrete, and the construction uniform load of 1 kpa or a transversal load of 2.2 kn/m specified by the Steel Deck Institute for multiple spans. The maximum unshored span shown in the table is checked for bending under the self weight and the construction loads, for web crippling with a 127 mm long bearing, and for the deflection under wet concrete to be less than span/180. According to the table of maximum unshored span below, use a deck with a nominal thickness of 0.91 mm with a double or triple span condition. If the bearing is shorter than 127 mm, the project engineer shall verify that the reaction produced by the wet concrete and the construction factored loads is less than the web crippling factored resistance of the deck for the reduced bearing: For example: Interior bearing 127 mm long with multiple spans: P f = maximum of (1.6 x x 1) x 1.2 x 3.0 m = 20.6 kn or (1.6 x 2.70) x 1.2 x 3.0 m + (1.4 x 2.2) x = 17.3 kn P a = 16.0 kn (from table) P r = P a x 1.85 x 0.75 P r = 22.2 kn > P f = 20.6 kn selection is O.K. for web crippling Once the concrete is cured, the composite slab will have to support these loads: Deck and concrete 2.40 kpa Superimposed dead load 1.44 kpa Superimposed live load 4.80 kpa Total load to compare in load table: w = = 8.64 kpa Total capacity should be equal to or greater than the total load: w a = 9.46 kpa for a span of 3000 mm, with a 140 mm slab and 0.91 mm steel deck. w a > w selection is O.K. From the table below, the moment of inertia of the composite slab in the example is 14.8 x 10 6 mm 4 when the elastic modulus used for deflection calculations equals MPa. Deflection = 5 x w sl x span 4 = 5 x 4.8 x (384 x E s x I comp ) (384 x x 14.8 x ) = 1.7 mm < 3000 = 8.3 mm selection is adequate 360 The project engineer is responsible for specifying the size and location of the wire mesh in the concrete slab in order to follow current concrete installation practices. The loads in the table have been limited to = 14.0 kpa. Furthermore, the composite deck part of fire rated assemblies is limited to a superimposed load of 12.0 kpa. Please contact Canam sales personnel when the total uniform loads exceed 9.6 kpa as this is an indication that significant concentrated loads will be used on that floor and that the composite slab and its reinforcing should be verified for the effect of concentrated loads. The shaded values indicate that the deck should be shored at mid-span during the pour and the cure of the concrete for those span and concrete thickness conditions and they should correspond to the maximum unshored span values shown at the left of the table. SERVICE LOAD TABLE SPAN (mm) Slab Deck Maximum unshored span Self Comp. mo. Deck-slab total uniform load capacity (kpa) thick. thick. single double triple weight of inertia (mm) (mm) (mm) (mm) (mm) (kpa) (10 6 mm 4 )

20 LIGHTWEIGHT CONCRETE SERVICE LOAD TABLE P-2432 COMPOSITE SPAN (ft) IMPERIAL These tables are developed for steel having a yield strength (F y ) of 33 ksi and for concrete with a weight of 115 pounds per cubic foot and with a minimum compressive resistance (f c ) of 4 ksi at 28 days. Slab Deck Maximum unshored span Self Comp. mo. Deck-slab total uniform load capacity (psf) thick. thick. single double triple weight of inertia (in.) (in.) (ft) (ft) (ft) (psf) (in. 4 ) LIGHTWEIGHT CONCRETE SERVICE LOAD TABLE P-2432 COMPOSITE SPAN (mm) METRIC These tables are developed for steel having a yield strength (F y ) of 230 MPa and for concrete with a weight of 1840 kg per cubic meter and with a minimum compressive resistance (f c ) of 28 MPa at 28 days. Slab Deck Maximum unshored span Self Comp. mo. Deck-slab total uniform load capacity (kpa ) thick. thick. single double triple weight of inertia (mm) (mm) (mm) (mm) (mm) (kpa) (10 6 mm 4 )

21 P-3012 FORM Canam s P-3012 is a steel deck roll formed to cover 30 in. (762 mm). The flutes are 9/16 in. (14 mm) deep and are spaced at 2 1/2 in. (64 mm) center to center. The deck can be rolled to lengths as per your request or stocked in 20 ft 4 in. (6.2 m) lengths to cover multiple spans of form deck. The deck is available with steel galvanized according to ASTM standard A 653 with a zinc thickness corresponding to G60 (Z180) or with uncoated steel. Contact our sales department for more information. Standard thicknesses are in. (0.38 mm), in. (0.46 mm), and in. (0.61 mm). DIMENSIONS PHYSICAL PROPERTIES Type Nominal Design Overall Weight Allowable Reaction Section Modulus Moment of Thickness Thickness Depth Bearing 1 1/2 in. (38 mm) Inertia end interior M+ M- in. in. in. lb/ft 2 lb lb in. 3 in. 3 in. 4 (mm) (mm) (mm) (kg/m 2 ) (kn) (kn) (mm 3 ) (mm 3 ) (mm 4 ) (0.38) (0.378) (14.37) (4.37) (6.89) (13.35) (1800) (1900) (17 000) , (0.46) (0.455) (14.46) (5.15) (9.32) (19.71) (2300) (2400) (21 000) ,013 2, (0.61) (0.607) (14.60) (6.71) (14.79) (34.36) (3450) (3550) (29 000) Properties are based on a unit width of 12 in. for imperial units and a unit width of 1000 mm for S.I. units. The properties in the table were calculated according to AISI 1996 Specification for the Design of Cold-Formed Steel Structural Members, considering steel produced according to ASTM specifications with a minimum yield strength = 60 ksi (410 MPa). 22

22 P-3012 FORM NOTE 1 Concrete: f c = 3 ksi (20 MPa) Volumic weight = 150 pcf (2400 kg / m 3 ) The maximum span of P-3012 form deck has been calculated for different slab thickness taking into account : the weight of the wet concrete a construction load of 20 psf (0.96 kpa) uniformly distributed or 150 plf (2.2 kn/m) at the middle of the deck span, at least a triple span of the form deck, a maximum deflection of the span over 240 under the wet concrete, and the height of the steel form deck is included in the slab thickness. Example: 2 1 /2 (65 mm) deep slab 28 psf (1.40 kpa) Superimposed dead load 30 psf (1.44 kpa) Superimposed live load 100 psf (4.80 kpa) TOTAL service load 158 psf (7.64 kpa) NOTE 2 Wire fabric steel: F y = 60 ksi (400 Mpa) The resistance of the reinforced slab is computed using LRFD caluclations and considering that: the welded wire fabric is held at mid-depth of the concrete above the deck for slabs that measure 2.5 (65 mm) to 3.0 (76 mm) and that the wire fabric is draped to be at 3 /4 (19 mm) from the top of the slab over the supports and to bear on the form deck at mid-span for slabs thicker than 3 (76 mm), the reinforced slab must resist to a negative moment computed as w x span 2 / 10 over the support and to a positive moment computed as w x span 2 / 11 at mid-span, with w being the sum of the service loads multiplied by 1.7, the form deck does not supply any resistance. The capacities shown in the service loads table are limited to 400 psf (20 kpa) as higher loads are normally an indication that concentrated loads will be used on the floor and that further engineering investigation should be done. We could select a P-3012 form deck (0.46 mm) thick with multiple spans of 3-0 (914 mm) on center to pour the 2 1 /2 (65 mm) slab with a welded wire fabric 6 x 6 W 2.9 x 2.9 (150 x 150 MW 18.7 x 18.7) maintained at mid-depth of the concrete thickness above the deck. Once cured, the concrete slab could safely support 171 psf (8.2 kpa) which is greater than the total service load. MAXIMUM CONCRETE SLAB THICKNESS GUIDE TABLE (in.) (Note 1) Nominal steel deck sheet thickness Span (ft) SERVICE LOADS FOR CONCRETE SLABS REINFORCED BY WELDED WIRE FABRIC (psf) (Note 2) Slab Slab & Form Welded Wire Fabric Wire Wire Area Span (ft) IMPERIAL Thickness (in.) Weight (psf) Designation Diameter (in.) (in. 2 ) x6 W 2.0x2.0* x6 W 2.9x x6 W 4.0x x6 W 2.0x2.0* x6 W 2.9x2.9* x6 W 4.0x x6 W 2.9x2.9* x6 W 4.0x x6 W 2.9x2.9* x6 W 4.0x SERVICE LOADS FOR CONCRETE SLABS REINFORCED BY WELDED WIRE FABRIC (kpa) (Note 2) METRIC Slab Slab & Form Welded Wire Fabric Wire Wire Area Span (mm) IMPERIAL Type (in.) (mm) MAXIMUM CONCRETE SLAB THICKNESS GUIDE TABLE (mm) (Note 1) METRIC Nominal steel deck sheet thickness Span (mm) Type (in.) (mm) Thickness (mm) Weight (kpa) Designation Diameter (mm) (mm 2 ) x150MW 13.3x13.3* x150MW 18.7x x150MW 25.7x x150MW 13.3x13.3* x150MW 18.7x x150MW 25.7x x150MW 18.7x18.7* x150MW 25.7x x150MW 18.7x18.7* x150MW 25.7x NOTE 3 When the size of the welded wire fabric is marked by an *, the size of the wire mesh does not meet the requirements of ACI 318 (clause 7.12) for minimum shrinkage and temperature reinforcement of the given slab thickness. 23

23 ACCESSORIES EDGE STRIP BUTT STRIP 8 (200 mm) 3 (76 mm) 1 (25 mm) 9 1 /2 (240 mm) 8 (200 mm) 1 1 /2 (38 mm) 1 (25 mm) Note: Piece of 10 feet (3 048 mm) long. POUR STOP CELL CLOSURE Pour stop can be selected using the table on page 28 and obtained by contacting our sales office. Note: Piece of 10 feet (3 048 mm) long. SUMP PAN 33 (838 mm) 29 (737 mm) 3 (76 mm) Note: Thickness of in. (1.90 mm). 24

24 ACCESSORIES NEOPRENE AND METAL CLOSURES NEOPRENE CLOSURES E.P.D.M. 1 in. (25 mm) thickness Large cell closure Small cell closure METAL CLOSURES Nominal thickness in. (0.76 mm) AVAILABILITY Deck Profile Neopren 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 Large cell closure 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: Piece of 10 feet (3 048 mm) long. 25

25 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 Steel can produce vent slits like the one shown here. 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-3606, P-3623 and P INTEGRAL HANGER TAB Light loads are sometimes suspended from the steel deck. On request, Canam Steel can produce hanger tabs like the one shown here. The bottom flute is partially punched out at regular intervals lengthwise and at 12 in. (305 mm) on center widthwise. A #12 wire (minimum size) can then be attached to that tab to support a maximum weight of 45 kg (100 pounds) when using at least a in. (0.91 mm) thick sheet for the deck. Note: When concrete is poured on deck produced with tabs, there will be some dripping through the tabs. Drip protection for objects below may be necessary. Note: Available only with P-3623 and P

26 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 decks are limited in quantity and size and are located only in the web elements in order to maintain vertical load resistances 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 decks are supplied with fibreglass insulation (AF-110) strips which assist in absorbing sound. The insulation strips shall be put in place by the same contractor that 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 decks 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 C 423, in order to determine the sound absorption coefficients of our standard acoustical decks. 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, 1,000 and 2,000 Hz. NOISE REDUCTION COEFFICIENTS DECK TYPE FREQUENCY P-3615 P-2436 P-3606 P Hz Hz ,000 Hz ,000 Hz NRC Roofing material by others Acoustical insulation material (AF-110) supplied in bundles by Canam is generally put in place by the contractor that installs the roofing material Perforations in web elements of steel deck to decrease sound reverberation 27

27 POUR STOP SELECTION TABLE Table of pour stop types for given slab depth and overhang dimension (Overhang in mm) Overhang in inches Slab Depth Slab Depth (0) (25) (51) (76) (102) (127) (152) (178) (203) (229) (254) (279) (305) (mm) (in.) (102) (108) (114) (121) (127) (133) (140) (146) (152) (159) (165) (171) (178) (184) (191) (197) (203) (210) (216) (222) (229) (235) (241) (248) (254) (260) (267) (273) (279) (286) (292) (298) (305) DESIGN DESIGN TYPES THICKNESS THICKNESS (in.) (mm) POUR STOP SELECTION TABLE NOTES This selection table is based on the following criteria: 1. Normal weight concrete of 150 pounds per cubic foot (2,400 kg per cubic meter). 2. Horizontal and vertical deflection is limited to 0.25 (6.3 mm) 3. Design stress is limited to 20 ksi (138 MPa) for concrete dead load temporarily increased by one-third for the construction live load of 20 pounds per square foot (0.96 kpa). 4. 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 frame. 5. Vertical leg return lip is recommended for all types (gauges). 6. This selection table is not meant to replace the judgment of experienced structural engineers and should be considered as a reference only. Copyright, 2000 Steel Deck Institute 28

28 DESIGN AIDS - CLOSURE STRIP L PLATE THICKNESS TYPE in. mm 0 to to 7 1/ /2 to Tack 24 in. (610 mm) o.c. max. Not to exceed 12. Above thickness is based on flat material, with no strength increase due to its shape. Copyright, 2000 Steel Deck Institute L 1 in. (25 mm) CERTIFICATION Canam Steel Corporation 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 membranes 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. Refer to page 7 for maximum spans. Canam s galvanized deck P-3606, P-3615, P-2404, P-2436 and P-3615 composite are generically approved by Underwriters Laboratories (UL). Refer to the UL Fire Resistance Directory for fire rating with necessary construction assembly details. Galvanized P-2432 composite is UL approved for construction assembly D902. Special lathing is required on the underside of Canam s painted deck to allow fire protection material to adhere properly. An evaluation report (ER-5602) issued for deck P-3606 by the International Conference of Building Officials (ICBO) may be downloaded from This report contains the physical properties of the profile as well as the diaphragm allowable shear resistance tables produced according to the SDI s method and AISI 1996 specifications but with the safety factors required by ICBO for earthquake forces. 29

29 DIAPHRAGM TABLE OF CONTENTS INTRODUCTION NOTES ABOUT DIAPHRAGM LOAD TABLES TYPICAL FASTENER LAYOUT STIFFNESS ROOF DIAPHRAGM EXAMPLE FILLED DIAPHRAGM EXAMPLE LOAD TABLES ROOF DECK P-3615 SUPPORT: 3 / 4 in. PUDDLE WELD : BUTTON PUNCH P-3606 SUPPORT: 3 / 4 in. PUDDLE WELD : #10 SCREW P-3606 SUPPORT: 5 / 8 in. PUDDLE WELD : #10 SCREW P-2436 SUPPORT: 3 / 4 in. PUDDLE WELD : BUTTON PUNCH P-2404 SUPPORT: 3 / 4 in. PUDDLE WELD : #10 SCREW P-2404 SUPPORT: 5 / 8 in. PUDDLE WELD : #10 SCREW COMPOSITE DECK in. SUPPORT: 3 / 4 in. PUDDLE WELD : BUTTON PUNCH in. SUPPORT: 3 / 4 in. PUDDLE WELD : BUTTON PUNCH in. SUPPORT: 3 / 4 in. PUDDLE WELD : BUTTON PUNCH in. SUPPORT: 5 / 8 in. PUDDLE WELD : #10 SCREW in. SUPPORT: 5 / 8 in. PUDDLE WELD : #10 SCREW in. SUPPORT: 5 / 8 in. PUDDLE WELD : #10 SCREW FORM DECK P-3012 SUPPORT: 0.06 in. WELD WASHER WITH 3 / 8 in. HOLE : #10 SCREW PAGE 30

30 DIAPHRAGM INTRODUCTION This Canam steel deck catalog presents diaphragm load tables based on the Table D.5 of the Supplement 2004 to the North American Specification for the Design of Cold-Formed Steel Structural Members, 2001 edition, and the recommendations of the Steel Deck Institute (SDI). The steel deck sheets used for roofs and floors provide support for gravity loads between 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 while the flanges of that horizontal beam are the perimeter members that are perpendicular to the studied direction of the horizontal force. The end perimeter members are connected to the vertical elements resisting the horizontal forces in the studied direction. The secondary elements form stiffeners for the web produced by the fluted deck. As for normal beams, the deck (web of horizontal beam) must be attached to the perimeter members (flanges and ends of horizontal beam) to ensure transfer of the shear forces. The SDI published the Diaphragm Design Manual using the results compiled from a series of tests carried out in the laboratories of the University of West Virginia. The manual explains the theory behind the equations, provides examples on how to calculate the shear in the diaphragm, and indicates how to use the load tables. The load tables show the shear strength of steel deck diaphragms with various sheet thicknesses and profiles attached to the supports and between sheets using welds, screws or nails. This catalog presents the most common diaphragm tables for Canam deck profiles with welds as the support fasteners and screws or button punches at the sheet side-laps. The diaphragm allowable shear strength tables in this catalog follow the SDI method and safety factors proposed by the Supplement 2004 to the North American Specification for the Design of Cold-Formed Steel Structural Members, 2001 edition. Safety factor Ω = 3.25 is assumed for filled diaphragm. The resistance and the rigidity of this bracing method depend on the geometry, frequency, type of fastener used with structural elements and side-lap joints between the steel deck sheets. In addition to this information, the value and source of the applied diaphragm shear must be clearly specified on the structural engineer s drawings. The availability of this information will ensure that the cost, material, and installation reflect the structural engineer s design. Alternate proposals are also possible. 31

31 DIAPHRAGM NOTES ABOUT DIAPHRAGM LOAD TABLES The diaphragm load tables are derived for Canam s various types of steel roof deck and composite floor deck (F y = 33 ksi) as well as for form deck (F y = 60 ksi). For each steel deck design thickness given, allowable design shear is listed under the specific span length, fastener type and pattern. Lightweight insulating concrete fill (with vermiculite aggregate, f c = 125 psi) is one of the different types of deck-fill allowed in tests done by the Steel Deck Institute (SDI). Type I fill, with 2 1 /2 in. minimum concrete cover depth, showed higher diaphragm shear strength than a bare deck. Both normal weight and lightweight structural concretes (f c = psi) on composite and form decks are presented here with a minimum of 2 1 /2 in. concrete topping over the deck. All the diaphragm shear strength values are limited by the plate-like shear buckling strength which governs for deck with relatively long span and closely spaced fasteners. The diaphragm tables were derived based on the following assumptions: 1. The number of fasteners are the same at the end and for the interior supports. 2. The number of intermediate side-lap connectors is assumed to be the same as of those at the extreme edge. 3. Safety factors are used as proposed by Table D.5 of the Supplement 2004 to the North American Specification for the Design of Cold- Formed Steel Structural Members, 2001 edition: Ω = 2.35 for welded or screwed diaphragm under wind load. Ω = 3.25 is assumed for concrete filled diaphragm. Ω = 2.00 is for platelike shear buckling. 4. All values are for a three span condition. Greater values are available for single or double span condition since more fasteners are counted in the strength calculation. 5. Only screw (for overlap side-lap) or button punch (for interlocking side-lap) is used as side-lap fastener to generate the tables. Canam does not recommend welding the side-laps for deck with a thickness of in. or less. 6. Where welds are used as fasteners at supports, SDI recommends using weld washers on deck thickness less than in. These washers should have a thickness of in. and a hole diameter of 3 /8 in. The SDI tests were done using such washers. 7. The column shows the number of connectors between structural supports at the sheet edge. For example, 5 would represent six even spaces or stitch fasteners at 12 in. on center within a 6 ft deck span. Refer to the most recent SDI Diaphragm Design Manual for the Limiting Conditions on end laps, side-laps, welds, screws, power driven fasteners, split panels, longitudinal edges and mixed panel lengths. TYPICAL FASTENER LAYOUT P-3615 & P COVERAGE P-2436 & P /5 PATTERN 24 COVERAGE 36/9 PATTERN 36/7 PATTERN 36/4 PATTERN P COVERAGE 24/3 PATTERN P-3012 P /4 PATTERN 36 COVERAGE 30/7 PATTERN 30/4 PATTERN 30 COVERAGE 32

32 DIAPHRAGM STIFFNESS The SDI Publication Diaphragm Design Manual lists simplified equations for the calculation of shear stiffness for decks with a triple span condition. For bare (no fill) decks, G = K2 K D xx + 3 Lv Lv For filled decks, K2 G = + K3 K4 + 3 Lv where Lv is purlin or joist spacing, ft; D xx is warping constant selected from Table below, ft; is from appropriate load table, ft -1 DIAPHRAGM STIFFNESS FACTORS Deck Nominal Thickness K2 Type in. kip/in Deck Profile P-3615 & P P-2436 & P P-3615 & P-3606 composite 3.78 P-3623 composite 3.14 P-2432 composite 3.54 P K4 Concrete Type f c K3 psi kip/in. Structural Concrete WARPING CONSTANT, D XX (ft) IMPERIAL DECK TYPE Deck Profile Deck Section Fastener Pattern / P-3615 & WIDE RIB 36/ P / P-2436 & P in. PITCH 24/ P / /2 in. PITCH form 30/ P-3615 & P-3606 composite 6 in. PITCH 36/ P-3623 composite P-2432 composite 12 in. PITCH 36/ in. PITCH 24/

33 79 kip 400 ft DIAPHRAGM ROOF DIAPHRAGM EXAMPLE Preliminary design for the roof deck needed for a structure, 200 ft by 400 ft, which relies on the roof diaphragm for stability. Multiple spans of 6 ft with 1.5 in. deck profile. Various references and codes can be the basis for determining the lateral loads on the structure. Calculation of the lateral loads is not shown here, but the total service load is given as 158 kip. Therefore the maximum service linear shear along a support line is 158 x 0.5/200 = 395 plf. 200 ft 79 kip Lateral Load Service Shear Diagram Lateral Load Resisting Line Refer to the table on page 38 for P-3606 with a nominal thickness of in. and 36/9 pattern of 3 /4 in. puddle welds on support and 2 No. 10 stitch screws per deck span of 6 ft, the allowable shear capacity is 555 plf, which is greater than 395 plf required. Note that the panel buckling strength limit check is already incorporated in the diaphragm capacity tables. To determine the fastener spacing at the perimeter diaphragm shear resisting line, 3 /4 in. puddle welds are used with nominal shear strength calculated per SDI publication Diaphragm Design Manual. Hence the allowable shear capacity is: Q f = = 0.91 kip Ω 2.35 The maximum spacing is: e = 0.91 x 1,000 / 555 = 1.64 ft = 19.7 in. which is less than the interior side-lap fastener spacing of 24 in. Use 3 /4 in. puddle welds at 19 in. maximum along resisting line parallel to deck flute; along resisting line perpendicular to deck flute, 36/9 pattern gives 6 in. of weld spacing, which is adequate. To calculate the stiffness of the diaphragm, several additional data are required. From the load tables on page 38, = ft -1. From the tables on page 33, K2 = 885 kip/in., K4 = 3.78 and D xx = D22 = 129 ft. Diaphragm stiffness: 885 G = = kip/in x x x 6 6 For most diaphragms which are short, deep and shear sensitive, the change in shear deflection, between any two points, equals the shear diagram area between the same two points, divided by the shear width and the shear diaphragm stiffness G. Assume the roof in this case as a diaphragm uniformly loaded under wind load, on a simple span, the maximum deflection at midspan is calculated as: 79 kip x 400 ft 1 x = 0.64 in. 2 2 x kip/in. x 200 ft 34

34 DIAPHRAGM FILLED DIAPHRAGM EXAMPLE A floor system is fabricated using normal weight concrete over a P-3623 composite deck with nominal thickness of in. at three or more spans of 9 ft. Evaluate the system for strength and stiffness. f c = 3,000 psi, dc = 2.5 in. concrete cover, electrode E70XX 3 /4 in. welds to support and button punches as side-lap fastener. The analysis has led to a maximum service required shear of 0.75 kip/ft. Typical over full length of edge member e e e Span (Lv) Span (Lv) Span (Lv) Length of sheet (L) Button punches at side-lap 3/4 welds at nominal 12 c/c at all supports and end laps From the table on page 46 for P-3623 composite deck with a normal weight concrete, 3 /4 in. puddle welds at 36/4 pattern to support and 2 button punches per span, the allowable shear strength is 1.66 kip/ft, which is greater than what is required of 0.75 kip/ft. Determine the fastener spacing at perimeter shear resisting line. Using 3 /4 in. weld with nominal shear strength Q f = kip calculated per SDI publication Diaphragm Design Manual, the maximum spacing is: e = / 0.75 = 1.44 ft 2.35 which is less than interior side-lap fastener spacing of 9/3 = 3 ft. Along perimeter support parallel to deck flute, use 3 /4 in. welds at 1 ft o/c will meet the required spacing; along perimeter support perpendicular to deck flute, the spacing was fixed at an average of 12 in. due to 36/4 pattern, which is enough here. Before concrete is poured, bare deck must act as a diaphragm to resist some lateral load. In this case, the bare deck has a allowable shear capacity of 185 plf per table on page 46 with no fill. It is expected that this filled diaphragm is very rigid as the concrete both carries most of the shear and retards deck end warping. From tables on page 33, the additional data required for stiffness calculation are K2 = 1,056 kip/in., K4 = 3.14, D xx = D20 = 104 ft, K3 = 2,377 kip/in. From load table, = ft -1. Diaphragm stiffness: G = 1, ,377 = 2,423 kip/in x x 9 which defines a very stiff filled deck floor system. 35

35 DIAPHRAGM LOAD TABLES P-3615 DECK THICKNESS: in. SUPPORT FASTENING: 3/4 in. puddle weld Ω: 2.35 FASTENING: Button Punch SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF FASTENER LAYOUT / / / DECK THICKNESS: in. SUPPORT FASTENING: 3/4 in. puddle weld Ω: 2.35 FASTENING: Button Punch SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF FASTENER LAYOUT / / / The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 36

36 DIAPHRAGM LOAD TABLES P-3615 DECK THICKNESS: in. SUPPORT FASTENING: 3/4 in. puddle weld Ω: 2.35 FASTENING: Button Punch SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF FASTENER LAYOUT / / / DECK THICKNESS: in. SUPPORT FASTENING: 3/4 in. puddle weld Ω: 2.35 FASTENING: Button Punch SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF FASTENER LAYOUT / / / The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 37

37 DIAPHRAGM LOAD TABLES P-3606 DECK THICKNESS: in. SUPPORT FASTENING: 3/4 in. puddle weld Ω: 2.35 FASTENING: #10 screw SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF FASTENER LAYOUT / / / DECK THICKNESS: in. SUPPORT FASTENING: 3/4 in. puddle weld Ω: 2.35 FASTENING: #10 screw SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF FASTENER LAYOUT / / / The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 38

38 DIAPHRAGM LOAD TABLES P-3606 DECK THICKNESS: in. SUPPORT FASTENING: 3/4 in. puddle weld Ω: 2.35 FASTENING: #10 screw SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF FASTENER LAYOUT / / / DECK THICKNESS: in. SUPPORT FASTENING: 3/4 in. puddle weld Ω: 2.35 FASTENING: #10 screw SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF FASTENER LAYOUT / / / The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 39

39 DIAPHRAGM LOAD TABLES P-3606 DECK THICKNESS: in. SUPPORT FASTENING: 5/8 in. puddle weld Ω: 2.35 FASTENING: #10 screw SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF FASTENER LAYOUT / / / DECK THICKNESS: in. SUPPORT FASTENING: 5/8 in. puddle weld Ω: 2.35 FASTENING: #10 screw SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF FASTENER LAYOUT / / / The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 40

40 DIAPHRAGM LOAD TABLES P-3606 DECK THICKNESS: in. SUPPORT FASTENING: 5/8 in. puddle weld Ω: 2.35 FASTENING: #10 screw SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF FASTENER LAYOUT / / / DECK THICKNESS: in. SUPPORT FASTENING: 5/8 in. puddle weld Ω: 2.35 FASTENING: #10 screw SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF FASTENER LAYOUT / / / The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 41

41 DIAPHRAGM LOAD TABLES P-2436 SUPPORT FASTERNER LAYOUT: 24/5 SUPPORT FASTENING: 3/4 in. puddle weld Ω: 2.35 FASTENING: Button Punch DECK THICKNESS (in.) MAXIMUM ALLOWABLE DESIGN SHEAR, PLF DECK THICKNESS (in.) DECK THICKNESS (in.) MAXIMUM ALLOWABLE DESIGN SHEAR, PLF MAXIMUM ALLOWABLE DESIGN SHEAR, PLF DECK MAXIMUM ALLOWABLE DESIGN SHEAR, PLF THICKNESS (in.) The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 42

42 DIAPHRAGM LOAD TABLES P-2404 SUPPORT FASTERNER LAYOUT: 24/5 SUPPORT FASTENING: 3/4 in. puddle weld Ω: 2.35 FASTENING: #10 screw DECK THICKNESS (in.) MAXIMUM ALLOWABLE DESIGN SHEAR, PLF DECK THICKNESS (in.) DECK THICKNESS (in.) MAXIMUM ALLOWABLE DESIGN SHEAR, PLF MAXIMUM ALLOWABLE DESIGN SHEAR, PLF DECK MAXIMUM ALLOWABLE DESIGN SHEAR, PLF THICKNESS (in.) The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 43

43 DIAPHRAGM LOAD TABLES P-2404 SUPPORT FASTERNER LAYOUT: 24/5 SUPPORT FASTENING: 5/8 in. puddle weld Ω: 2.35 FASTENING: #10 screw DECK THICKNESS (in.) MAXIMUM ALLOWABLE DESIGN SHEAR, PLF DECK THICKNESS (in.) DECK THICKNESS (in.) MAXIMUM ALLOWABLE DESIGN SHEAR, PLF MAXIMUM ALLOWABLE DESIGN SHEAR, PLF DECK MAXIMUM ALLOWABLE DESIGN SHEAR, PLF THICKNESS (in.) The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 44

44 DIAPHRAGM LOAD TABLES COMPOSITE DECKS DECK THICKNESS: in. SUPPORT FASTENING: 3/4 in. puddle weld Ω-BARE DECK: 2.35 Ω-DECK WITH FILL: 3.25 FASTENING: Button Punch DECK TYPE SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF AND FASTENER TYPE OF FILL LAYOUT P /2 x 6 36/ NO FILL (BARE DECK) P x 12 36/ NO FILL (BARE DECK) P x 12 24/ NO FILL (BARE DECK) / NW CONC. 36/ (ABOVE DECK) / LW CONC. 36/ (ABOVE DECK) / NW CONC. 24/ (ABOVE DECK) / LW CONC. 24/ (ABOVE DECK) When filled diaphragms are used, it may be necessary to increase the number, or strength, of the perimeter connections to develop the values shown in the table. The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 45

45 DIAPHRAGM LOAD TABLES COMPOSITE DECKS DECK THICKNESS: in. SUPPORT FASTENING: 3/4 in. puddle weld Ω-BARE DECK: 2.35 Ω-DECK WITH FILL: 3.25 FASTENING: Button Punch DECK TYPE SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF AND FASTENER TYPE OF FILL LAYOUT P /2 x 6 36/ NO FILL (BARE DECK) P x 12 36/ NO FILL (BARE DECK) P x 12 24/ NO FILL (BARE DECK) / NW CONC. 36/ (ABOVE DECK) / LW CONC. 36/ (ABOVE DECK) / NW CONC. 24/ (ABOVE DECK) / LW CONC. 24/ (ABOVE DECK) When filled diaphragms are used, it may be necessary to increase the number, or strength, of the perimeter connections to develop the values shown in the table. The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 46

46 DIAPHRAGM LOAD TABLES COMPOSITE DECKS DECK THICKNESS: in. SUPPORT FASTENING: 3/4 in. puddle weld Ω-BARE DECK: 2.35 Ω-DECK WITH FILL: 3.25 FASTENING: Button Punch DECK TYPE SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF AND FASTENER TYPE OF FILL LAYOUT P /2 x 6 36/ NO FILL (BARE DECK) P x 12 36/ NO FILL (BARE DECK) P x 12 24/ NO FILL (BARE DECK) / NW CONC. 36/ (ABOVE DECK) / LW CONC. 36/ (ABOVE DECK) / NW CONC. 24/ (ABOVE DECK) / LW CONC. 24/ (ABOVE DECK) When filled diaphragms are used, it may be necessary to increase the number, or strength, of the perimeter connections to develop the values shown in the table. The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 47

47 DIAPHRAGM LOAD TABLES COMPOSITE DECKS DECK THICKNESS: in. SUPPORT FASTENING: 5/8 in. puddle weld Ω-BARE DECK: 2.35 Ω-DECK WITH FILL: 3.25 FASTENING: #10 screw DECK TYPE SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF AND FASTENER TYPE OF FILL LAYOUT P /2 x 6 36/ NO FILL (BARE DECK) P x 12 36/ NO FILL (BARE DECK) P x 12 24/ NO FILL (BARE DECK) / NW CONC. 36/ (ABOVE DECK) / LW CONC. 36/ (ABOVE DECK) / NW CONC. 24/ (ABOVE DECK) / LW CONC. 24/ (ABOVE DECK) When filled diaphragms are used, it may be necessary to increase the number, or strength, of the perimeter connections to develop the values shown in the table. The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 48

48 DIAPHRAGM LOAD TABLES COMPOSITE DECKS DECK THICKNESS: in. SUPPORT FASTENING: 5/8 in. puddle weld Ω-BARE DECK: 2.35 Ω-DECK WITH FILL: 3.25 FASTENING: #10 screw DECK TYPE SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF AND FASTENER TYPE OF FILL LAYOUT P /2 x 6 36/ NO FILL (BARE DECK) P x 12 36/ NO FILL (BARE DECK) P x 12 24/ NO FILL (BARE DECK) / NW CONC. 36/ (ABOVE DECK) / LW CONC. 36/ (ABOVE DECK) / NW CONC. 24/ (ABOVE DECK) / LW CONC. 24/ (ABOVE DECK) When filled diaphragms are used, it may be necessary to increase the number, or strength, of the perimeter connections to develop the values shown in the table. The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 49

49 DIAPHRAGM LOAD TABLES COMPOSITE DECKS DECK THICKNESS: in. SUPPORT FASTENING: 5/8 in. puddle weld Ω-BARE DECK: 2.35 Ω-DECK WITH FILL: 3.25 FASTENING: #10 screw DECK TYPE SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF AND FASTENER TYPE OF FILL LAYOUT P /2 x 6 36/ NO FILL (BARE DECK) P x 12 36/ NO FILL (BARE DECK) P x 12 24/ NO FILL BARE DECK) / NW CONC. 36/ (ABOVE DECK) / LW CONC. 36/ (ABOVE DECK) / NW CONC. 24/ (ABOVE DECK) / LW CONC. 24/ (ABOVE DECK) When filled diaphragms are used, it may be necessary to increase the number, or strength, of the perimeter connections to develop the values shown in the table. The shaded values do not comply with the minimum spacing requirements for side-lap connections and shall not be used except with properly spaced side-lap connections. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks specifies that deck units with spans greather than 5 ft shall have side-laps and perimeter edges fastened at midspan or 36 in. intervals, whichever distance is smaller. 50

50 DIAPHRAGM LOAD TABLES P-3012 DECK THICKNESS: in. SUPPORT FASTENING: in. weld washer w\3/8 in. hole Ω-BARE DECK: 2.35 Ω-DECK WITH FILL: 3.25 FASTENING: #10 screw TYPE SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF OF FASTENER FILL LAYOUT / NO FILL (BARE DECK) / / NW CONC. 30/ (ABOVE DECK) / LW CONC. 30/ (ABOVE DECK) TYPE I / INSUL. FILL DECK THICKNESS: in. SUPPORT FASTENING: in. weld washer w\3/8 in. hole Ω-BARE DECK: 2.35 Ω-DECK WITH FILL: 3.25 SIDELAP FASTENING: #10 screw TYPE SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF OF FASTENER FILL LAYOUT / NO FILL (BARE DECK) / / NW CONC. 30/ (ABOVE DECK) / LW CONC. 30/ (ABOVE DECK) TYPE I / INSUL. FILL

51 DIAPHRAGM LOAD TABLE P-3012 DECK THICKNESS: in. SUPPORT FASTENING: in. weld washer w\3/8 in. hole Ω-BARE DECK: 2.35 Ω-DECK WITH FILL: 3.25 SIDELAP FASTENING: #10 screw TYPE SUPPORT MAXIMUM ALLOWABLE DESIGN SHEAR, PLF OF FASTENER FILL LAYOUT / NO FILL (BARE DECK) / / NW CONC. 30/ (ABOVE DECK) / LW CONC. 30/ (ABOVE DECK) TYPE I / INSUL. FILL

52 BUSINESS UNITS AND THEIR WEB ADDRESSES PUBLICATIONS» JOIST CATALOG» STEEL DECK» PURLINS AND GIRTS TECHNICAL QUESTIONS ENGINEERING: SALES: BCANADIAN WELDING A P P R O V A L UREAU 53

TABLE OF CONTENTS. Roof Decks 172 B, BA, BV Deck N, NA Deck. Form Decks 174.6 FD,.6 FDV Deck 1.0 FD, 1.0 FDV Deck 1.5 FD Deck 2.0 FD Deck 3.

TABLE OF CONTENTS. Roof Decks 172 B, BA, BV Deck N, NA Deck. Form Decks 174.6 FD,.6 FDV Deck 1.0 FD, 1.0 FDV Deck 1.5 FD Deck 2.0 FD Deck 3. Pages identified with the NMBS Logo as shown above, have been produced by NMBS to assist specifiers and consumers in the application of New Millennium Building Systems Deck products. Pages identified with

More information

Formwork for Concrete

Formwork for Concrete UNIVERSITY OF WASHINGTON DEPARTMENT OF CONSTRUCTION MANAGEMENT CM 420 TEMPORARY STRUCTURES Winter Quarter 2007 Professor Kamran M. Nemati Formwork for Concrete Horizontal Formwork Design and Formwork Design

More information

Preformed Metal Roofing and Siding

Preformed Metal Roofing and Siding Page -1-1. GENERAL 1.1. Description This specification along with the drawings covers the furnishing of all material, products, equipment, accessories, tools, services, transportation, labor and supervision

More information

LEGACY REPORT. www.icc-es.org (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council. *Corrected March 2014

LEGACY REPORT. www.icc-es.org (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council. *Corrected March 2014 ICC-ES Legacy Report PFC-3700* Issued October 2003 www.icc-es.org (00) 423-57 (52) 99-0543 A Subsidiary of the International Code Council Legacy report on the 1997 Uniform Building Code and the 2000 International

More information

The following sketches show the plans of the two cases of one-way slabs. The spanning direction in each case is shown by the double headed arrow.

The following sketches show the plans of the two cases of one-way slabs. The spanning direction in each case is shown by the double headed arrow. 9.2 One-way Slabs This section covers the following topics. Introduction Analysis and Design 9.2.1 Introduction Slabs are an important structural component where prestressing is applied. With increase

More information

1997 Uniform Administrative Code Amendment for Earthen Material and Straw Bale Structures Tucson/Pima County, Arizona

1997 Uniform Administrative Code Amendment for Earthen Material and Straw Bale Structures Tucson/Pima County, Arizona for Earthen Material and Straw Bale Structures SECTION 70 - GENERAL "APPENDIX CHAPTER 7 - EARTHEN MATERIAL STRUCTURES 70. Purpose. The purpose of this chapter is to establish minimum standards of safety

More information

Type of Force 1 Axial (tension / compression) Shear. 3 Bending 4 Torsion 5 Images 6 Symbol (+ -)

Type of Force 1 Axial (tension / compression) Shear. 3 Bending 4 Torsion 5 Images 6 Symbol (+ -) Cause: external force P Force vs. Stress Effect: internal stress f 05 Force vs. Stress Copyright G G Schierle, 2001-05 press Esc to end, for next, for previous slide 1 Type of Force 1 Axial (tension /

More information

DESIGN OF SLABS. 3) Based on support or boundary condition: Simply supported, Cantilever slab,

DESIGN OF SLABS. 3) Based on support or boundary condition: Simply supported, Cantilever slab, DESIGN OF SLABS Dr. G. P. Chandradhara Professor of Civil Engineering S. J. College of Engineering Mysore 1. GENERAL A slab is a flat two dimensional planar structural element having thickness small compared

More information

Reinforced Concrete Slab Design Using the Empirical Method

Reinforced Concrete Slab Design Using the Empirical Method Reinforced Concrete Slab Design Using the Empirical Method BridgeSight Solutions for the AASHTO LRFD Bridge Design Specifications BridgeSight Software TM Creators of effective and reliable solutions for

More information

PART 1 GENERAL 1.1 SECTION INCLUDES

PART 1 GENERAL 1.1 SECTION INCLUDES J-1 Section 09110 Long Form Specification INTERIOR METAL STUD FRAMING This section includes lightweight, usually 0.036 inch (0.9 mm) thick or lighter, non-axial load bearing metal stud framing including

More information

STANDARD SPECIFICATIONS

STANDARD SPECIFICATIONS American National Standard SJI-K 1.1 STANDARD FOR OPEN WEB STEEL JOISTS, K-SERIES SECTION 1. SCOPE Adopted by the Steel Joist Institute November 4, 1985 Revised to November 10, 2003 - Effective March 01,

More information

General Approach. Structure Components. Is all lumber the same? Lumber Grades. Rafters Girders / Beams Columns. Sketch general structural layout

General Approach. Structure Components. Is all lumber the same? Lumber Grades. Rafters Girders / Beams Columns. Sketch general structural layout General Approach Sketch general structural layout Determine roof loading Determine required lumber dimensions Transfer load down the structure Structure Components Plants Structure Components Top Side

More information

Detailing of Reinforcment in Concrete Structures

Detailing of Reinforcment in Concrete Structures Chapter 8 Detailing of Reinforcment in Concrete Structures 8.1 Scope Provisions of Sec. 8.1 and 8.2 of Chapter 8 shall apply for detailing of reinforcement in reinforced concrete members, in general. For

More information

Section 5A: Guide to Designing with AAC

Section 5A: Guide to Designing with AAC Section 5A: Guide to Designing with AAC 5A.1 Introduction... 3 5A.3 Hebel Reinforced AAC Panels... 4 5A.4 Hebel AAC Panel Design Properties... 6 5A.5 Hebel AAC Floor and Roof Panel Spans... 6 5A.6 Deflection...

More information

Structural Products. CI/SfB (23) Nh2 P356 August 2008

Structural Products. CI/SfB (23) Nh2 P356 August 2008 Structural Products CI/SfB (23) Nh2 P356 August 2008 Kingspan Toolkit Kingspan Multideck Design Software, for the analysis and design of composite slabs and the selection of the correct Multideck product,

More information

Index 20010 Series Prestressed Florida-I Beams (Rev. 07/12)

Index 20010 Series Prestressed Florida-I Beams (Rev. 07/12) Index 20010 Series Prestressed Florida-I Beams (Rev. 07/12) Design Criteria AASHTO LRFD Bridge Design Specifications, 6th Edition; Structures Detailing Manual (SDM); Structures Design Guidelines (SDG)

More information

LEGACY REPORT ER-5110. www.icc-es.org. ICC Evaluation Service, Inc. Reissued November 1, 2003. Legacy report on the 1997 Uniform Building Code

LEGACY REPORT ER-5110. www.icc-es.org. ICC Evaluation Service, Inc. Reissued November 1, 2003. Legacy report on the 1997 Uniform Building Code LEGACY REPORT Reissued November 1, 2003 ICC Evaluation Service, Inc. www.icc-es.org Business/Regional Office # 5360 Workman Mill Road, Whittier, California 90601 # (562) 699-0543 Regional Office # 900

More information

Steel joists and joist girders are

Steel joists and joist girders are THE STEEL CONFERENCE Hints on Using Joists Efficiently By Tim Holtermann, S.E., P.E.; Drew Potts, P.E.; Bob Sellers, P.E.; and Walt Worthley, P.E. Proper coordination between structural engineers and joist

More information

FIRE-RESISTANCE RATINGS WITH STEEL JOISTS

FIRE-RESISTANCE RATINGS WITH STEEL JOISTS FIRE-RESISTANCE RATINGS WITH STEEL JOISTS The Underwriters Laboratories (U.L.) Fire Resistance Directory lists hundreds of assemblies their fire resistance ratings. The Specifying Professional can choose

More information

POST AND FRAME STRUCTURES (Pole Barns)

POST AND FRAME STRUCTURES (Pole Barns) POST AND FRAME STRUCTURES (Pole Barns) Post and frame structures. The following requirements serve as minimum standards for post and frame structures within all of the following structural limitations:

More information

5 G R A TINGS ENGINEERING DESIGN MANUAL. MBG Metal Bar Grating METAL BAR GRATING MANUAL MBG 534-12 METAL BAR GRATING NAAMM

5 G R A TINGS ENGINEERING DESIGN MANUAL. MBG Metal Bar Grating METAL BAR GRATING MANUAL MBG 534-12 METAL BAR GRATING NAAMM METAL BAR NAAMM GRATNG MANUAL MBG 534-12 5 G R A TNG NAAMM MBG 534-12 November 4, 2012 METAL BAR GRATNG ENGNEERNG DEGN MANUAL NAAMM MBG 534-12 November 4, 2012 5 G R A TNG MBG Metal Bar Grating A Division

More information

Draft Table of Contents. Building Code Requirements for Structural Concrete and Commentary ACI 318-14

Draft Table of Contents. Building Code Requirements for Structural Concrete and Commentary ACI 318-14 Draft Table of Contents Building Code Requirements for Structural Concrete and Commentary ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318 14) Chapter 1 General 1.1 Scope of ACI 318

More information

The Analysis of Open Web Steel Joists in Existing Buildings

The Analysis of Open Web Steel Joists in Existing Buildings PDHonline Course S117 (1 PDH) The Analysis of Open Web Steel Joists in Existing Buildings Instructor: D. Matthew Stuart, P.E., S.E., F.ASCE, F.SEI, SECB, MgtEng 2013 PDH Online PDH Center 5272 Meadow Estates

More information

How To Design A Post Tensioned Deck For A Building

How To Design A Post Tensioned Deck For A Building SAMUEL ÁVILA STRUCTURAL OPTION FACULTY CONSULTANT: THOMAS BOOTHBY UNIVERSITY OF CENTRAL FLORIDA S ACADEMIC VILLAGES ORLANDO, FL THESIS PROPOSAL EXECUTIVE SUMMARY DECEMBER 12, 2005 Introduction: The University

More information

The better way to build TM. Installation Manual. EXTERIOR WALL SIPs

The better way to build TM. Installation Manual. EXTERIOR WALL SIPs The better way to build TM Installation Manual EXTERIOR WALL SIPs July 2015 EXTERIOR WALL SIPs Installation Manual Table of Contents Topics General Requirements................................... 3 Materials..............................................

More information

STAYFLEX CORROSION CONTROL AND THERMAL INSULATION SYSTEM

STAYFLEX CORROSION CONTROL AND THERMAL INSULATION SYSTEM STAYFLEX CORROSION CONTROL AND THERMAL INSULATION SYSTEM Installed in Pre-engineered Steel Buildings Provides Lowest Cost Construction Method for CORROSIVE AND WET Environments PREFERRED SOLUTIONS, INC.

More information

Aluminium systems profile selection

Aluminium systems profile selection Aluminium systems profile selection The purpose of this document is to summarise the way that aluminium profile selection should be made, based on the strength requirements for each application. Curtain

More information

GUARDRAIL POST STEEL

GUARDRAIL POST STEEL GUARDRAIL POST STEEL Guardrail posts meeting materials certification are evaluated and checked for: 1. Dimensional acceptance 2. Physical test results a. Chemical b. Physical 3. Galvanized or painted coating

More information

TECHNICAL NOTE. Design of Diagonal Strap Bracing Lateral Force Resisting Systems for the 2006 IBC. On Cold-Formed Steel Construction INTRODUCTION

TECHNICAL NOTE. Design of Diagonal Strap Bracing Lateral Force Resisting Systems for the 2006 IBC. On Cold-Formed Steel Construction INTRODUCTION TECHNICAL NOTE On Cold-Formed Steel Construction 1201 15th Street, NW, Suite 320 W ashington, DC 20005 (202) 785-2022 $5.00 Design of Diagonal Strap Bracing Lateral Force Resisting Systems for the 2006

More information

Connection Solutions

Connection Solutions Connection Solutions DESIGN BUILD SYSTEM Connection Solutions for Cold formed Steel Construction Complies with; AS/NZS 4600:2005 AISI S100:2007 AS/NZ 1397 ASTM A653 DESIGN & BUILD SYSTEM FRAMECAD Construction

More information

STRUCTURAL CONCEPT FOR LIGHT GAUGE STEEL FRAME SYSTEM

STRUCTURAL CONCEPT FOR LIGHT GAUGE STEEL FRAME SYSTEM Chapter 9 STRUCTURAL CONCEPT FOR LIGHT GAUGE STEEL FRAME SYSTEM 9.1 BACKGROUND Steel is widely used in the construction of multi-storey buildings. However, steel construction is seldom used and is traditionally

More information

UL 580 TEST REPORT. Rendered to: ARMSTRONG WORLD INDUSTRIES. SERIES/MODEL: MW Vector PRODUCT TYPE: Ceiling System, 3' OC

UL 580 TEST REPORT. Rendered to: ARMSTRONG WORLD INDUSTRIES. SERIES/MODEL: MW Vector PRODUCT TYPE: Ceiling System, 3' OC UL 580 TEST REPORT Rendered to: ARMSTRONG WORLD INDUSTRIES SERIES/MODEL: MW Vector PRODUCT TYPE: Ceiling System, 3' OC Report No.: Test Dates: 12/14/09 Through: 12/22/09 Report Date: 03/12/10 Expiration

More information

1.02 SYSTEM DESCRIPTION

1.02 SYSTEM DESCRIPTION 1 OF 7 MODULAR MEZZANINES GUIDE SPECIFICATIONS FOR PART 1 - GENERAL 1.01 RELATED WORK A. SECTION 03 30 00: Cast in Place Concrete (and Concrete Finishing) 1. The area where mezzanine is installed shall

More information

Design of reinforced concrete columns. Type of columns. Failure of reinforced concrete columns. Short column. Long column

Design of reinforced concrete columns. Type of columns. Failure of reinforced concrete columns. Short column. Long column Design of reinforced concrete columns Type of columns Failure of reinforced concrete columns Short column Column fails in concrete crushed and bursting. Outward pressure break horizontal ties and bend

More information

STANDARD REQUIREMENTS FOR BONDING OR MECHANICAL ATTACHMENT OF INSULATION PANELS AND MECHANICAL ATTACHMENT OF ANCHOR AND/OR BASE SHEETS TO SUBSTRATES

STANDARD REQUIREMENTS FOR BONDING OR MECHANICAL ATTACHMENT OF INSULATION PANELS AND MECHANICAL ATTACHMENT OF ANCHOR AND/OR BASE SHEETS TO SUBSTRATES ROOFING APPLICATION STANDARD (RAS) No. 117 STANDARD REQUIREMENTS FOR BONDING OR MECHANICAL ATTACHMENT OF INSULATION PANELS AND MECHANICAL ATTACHMENT OF ANCHOR AND/OR BASE SHEETS TO SUBSTRATES Scope 1.1.

More information

ENGINEERING SPECIFICATION FIBERGRATE MOLDED GRATING. January 24, 2014 06610-1

ENGINEERING SPECIFICATION FIBERGRATE MOLDED GRATING. January 24, 2014 06610-1 ENGINEERING SPECIFICATION FIBERGRATE MOLDED GRATING January 24, 2014 06610-1 SECTION 06610 FIBERGLASS REINFORCED PLASTICS (FRP) FABRICATIONS MOLDED GRATING PART 1 - GENERAL 1.1 SCOPE OF WORK A. The CONTRACTOR

More information

MATERIALS AND MECHANICS OF BENDING

MATERIALS AND MECHANICS OF BENDING HAPTER Reinforced oncrete Design Fifth Edition MATERIALS AND MEHANIS OF BENDING A. J. lark School of Engineering Department of ivil and Environmental Engineering Part I oncrete Design and Analysis b FALL

More information

SECTION 02845 GUARDRAILS

SECTION 02845 GUARDRAILS SECTION 02845 GUARDRAILS PART 1 - GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals necessary and repair, replace or install all types of guardrails as specified herein

More information

Green Thread Product Data

Green Thread Product Data Green Thread Product Data Applications Dilute Acids Caustics Produced Water Industrial Waste Hot Water Condensate Return Materials and Construction All pipe manufactured by filament winding process using

More information

Eurocode 4: Design of composite steel and concrete structures

Eurocode 4: Design of composite steel and concrete structures Eurocode 4: Design of composite steel and concrete structures Dr Stephen Hicks, Manager Structural Systems, Heavy Engineering Research Association, New Zealand Introduction BS EN 1994 (Eurocode 4) is the

More information

Technical Assignment 2 TABLE OF CONTENTS

Technical Assignment 2 TABLE OF CONTENTS 2 TABLE OF CONTENTS Executive Summary...3 Introduction..5 Gravity Loads......6 Design Codes......7 Materials..8 Existing Structural System.. 10 Existing Floor System 15 Alternate Floor Framing Systems...17

More information

GYPSUM BOARD, GYPSUM PANEL PRODUCTS AND PLASTER

GYPSUM BOARD, GYPSUM PANEL PRODUCTS AND PLASTER CHAPTER 25 GYPSUM BOARD, GYPSUM PANEL PRODUCTS AND PLASTER User note: Code change proposals to this chapter will be considered by the IBC Structural Code Development Committee during the 2016 (Group B)

More information

SECTION 5 ANALYSIS OF CONTINUOUS SPANS DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE LEAD AUTHOR: BRYAN ALLRED

SECTION 5 ANALYSIS OF CONTINUOUS SPANS DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE LEAD AUTHOR: BRYAN ALLRED SECTION 5 ANALYSIS OF CONTINUOUS SPANS DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE LEAD AUTHOR: BRYAN ALLRED NOTE: MOMENT DIAGRAM CONVENTION In PT design, it is preferable to draw moment diagrams

More information

SPECIFICATIONS, LOADS, AND METHODS OF DESIGN

SPECIFICATIONS, LOADS, AND METHODS OF DESIGN CHAPTER Structural Steel Design LRFD Method Third Edition SPECIFICATIONS, LOADS, AND METHODS OF DESIGN A. J. Clark School of Engineering Department of Civil and Environmental Engineering Part II Structural

More information

Load Design Charts. R-CONTROL SIPs STRUCTURAL INSULATED PANELS. www.r-control.com CONTROL, NOT COMPROMISE.

Load Design Charts. R-CONTROL SIPs STRUCTURAL INSULATED PANELS. www.r-control.com CONTROL, NOT COMPROMISE. R-CONTROL s STRUCTURAL INSULATED PANELS Note: Information deemed reliable at time of printing. Please visit www.r-control.com for latest information. June 2012 CONTROL, NOT COMPROMISE. www.r-control.com

More information

ENGINEERING SPECIFICATION PULTRUDED DYNARAIL FIBERGLASS LADDER & LADDER CAGES

ENGINEERING SPECIFICATION PULTRUDED DYNARAIL FIBERGLASS LADDER & LADDER CAGES ENGINEERING SPECIFICATION PULTRUDED DYNARAIL FIBERGLASS LADDER & LADDER CAGES PART 1 - GENERAL 1.1 SCOPE OF WORK SECTION 06610 FIBERGLASS REINFORCED PLASTICS (FRP) FABRICATIONS PULTRUDED SQUARE TUBE LADDER

More information

Chapter 3 Pre-Installation, Foundations and Piers

Chapter 3 Pre-Installation, Foundations and Piers Chapter 3 Pre-Installation, Foundations and Piers 3-1 Pre-Installation Establishes the minimum requirements for the siting, design, materials, access, and installation of manufactured dwellings, accessory

More information

Featuring TJ Rim Board and TimberStrand LSL

Featuring TJ Rim Board and TimberStrand LSL #TJ-8000 SPECIFIER S GUIDE TRUS JOIST RIM BOARD Featuring TJ Rim Board and TimberStrand LSL Multiple thicknesses, grades, and products to cover all your rim board needs 1¼" Thickness matches lateral load

More information

DENVER MODEL 30 X 30 SPECIFICATIONS

DENVER MODEL 30 X 30 SPECIFICATIONS DENVER MODEL 30 X 30 SPECIFICATIONS Dimensions: Roof Dimensions 30-0 x 30-0 (4) Columns (Center to Center) 25-6½ x 25-6½ Minimum Clearance 8-0 Roof Height @ Peak Dependent on Col. Ht. Hip Roof 4:12 pitch

More information

Sports and High Mast Lighting Poles Phone: (866) 474-7200 Fax: (817) 924-7049

Sports and High Mast Lighting Poles Phone: (866) 474-7200 Fax: (817) 924-7049 Sports and High Mast Lighting Poles 4 High Mast Lighting Poles General American LitePole offers a raising and lowering system that allows for ease of maintaining the lighting system at ground level. Ideal

More information

NRDCA 400 GUIDELINE FOR FIELD APPLICATION of LIGHTWEIGHT INSULATING CONCRETE REROOFING/RECOVER SYSTEMS

NRDCA 400 GUIDELINE FOR FIELD APPLICATION of LIGHTWEIGHT INSULATING CONCRETE REROOFING/RECOVER SYSTEMS NRDCA 400 GUIDELINE FOR FIELD APPLICATION of LIGHTWEIGHT INSULATING CONCRETE REROOFING/RECOVER SYSTEMS The (NRDCA) has prepared this document to provide customers and installers information that the industry

More information

Safety Grating GSSG-13R GRIP STRUT. safety grating

Safety Grating GSSG-13R GRIP STRUT. safety grating Safety Grating GSSG-13R safety grating Table of Contents & Advantages Advantages.................................................... 2 Proof Of Performance...................................... 3 General

More information

Welded Fabric. The CARES Guide to Reinforcing Steels Part 5. Installation of welded fabric on a major contract. 1.0 Introduction

Welded Fabric. The CARES Guide to Reinforcing Steels Part 5. Installation of welded fabric on a major contract. 1.0 Introduction Welded Fabric 1.0 Introduction Welded fabric, often referred to as mesh, is a machine welded grid arrangement of reinforcing bars or wires. It is covered by British Standard BS4483. This was revised in

More information

Composite Floor System

Composite Floor System Composite Floor System INTRODUCTION This manual has been developed in order to assist you in understanding the Hambro Composite Floor System, and for you to have at your fingertips the information necessary

More information

DESIGN OF SLABS. Department of Structures and Materials Engineering Faculty of Civil and Environmental Engineering University Tun Hussein Onn Malaysia

DESIGN OF SLABS. Department of Structures and Materials Engineering Faculty of Civil and Environmental Engineering University Tun Hussein Onn Malaysia DESIGN OF SLABS Department of Structures and Materials Engineering Faculty of Civil and Environmental Engineering University Tun Hussein Onn Malaysia Introduction Types of Slab Slabs are plate elements

More information

This handout is a guide only and does not contain all of the requirements of the Minnesota State Building Code or city ordinances.

This handout is a guide only and does not contain all of the requirements of the Minnesota State Building Code or city ordinances. Residential Decks Community Development Department Building Inspections Division 5200 85 th Avenue North / Brooklyn Park, MN 55443 Phone: (763) 488-6379 / Fax: (763) 493-8171 6/15 www.brooklynpark.org

More information

Fabcograte FRP Grating. Tolerances: ±1/16. Tolerances: ±1/16. THICKNESS BAR SPACING PANEL SIZE (FT.) WT (LBS) 1" 1.5" x 1.

Fabcograte FRP Grating. Tolerances: ±1/16. Tolerances: ±1/16. THICKNESS BAR SPACING PANEL SIZE (FT.) WT (LBS) 1 1.5 x 1. Features: Will not rust. Corrosion resistant. Non-sparking. Fire retardant. Non-conductive. Maintenance free. Molded-in color. Light weight. Easy to install. Impact resistant. Quality appearance. Fabcograte

More information

Hilti, Inc. 5400 South 122 nd East Avenue Tulsa, OK 74146. 1-800-879-8000 www.hilti.com

Hilti, Inc. 5400 South 122 nd East Avenue Tulsa, OK 74146. 1-800-879-8000 www.hilti.com Attached are page(s) from the 2014 Hilti North American Product Tech Guide. For complete details on this product, including data development, product specifications, general suitability, installation,

More information

COMMONLY USED RESIDENTIAL BUILDING CODES

COMMONLY USED RESIDENTIAL BUILDING CODES COMMONLY USED RESIDENTIAL BUILDING CODES INTERNATIONAL RESIDENTIAL CODE (2009) form revised 5/10 FOUNDATION 1. DESIGN OF FORMWORK. Section 1906.1 IBC 2009, Section R404.1.2.3.6 IRC 2009, ACI 318 Section

More information

Introduction...COMB-2 Design Considerations and Examples...COMB-3

Introduction...COMB-2 Design Considerations and Examples...COMB-3 SECTION DIRECTORY General Information Introduction...COMB-2 Design Considerations and Examples...COMB-3 Combination Assembly Recommendations and Limitations Composite Configurations...COMB-4 Typical Sealant

More information

Nucor VR16 II TM Vertical Rib Standing Seam Roof System

Nucor VR16 II TM Vertical Rib Standing Seam Roof System Nucor VR16 II TM Vertical Rib Standing Seam Ro System www.nucorbuildingsystems.com Nucor VR16 II Vertical Rib Standing Seam Ro Perfect for the Marketplace The Nucor Building Systems VR16 II Ro Panel is

More information

SECTION 05 42 16 COLD-FORMED METAL DECK FRAMING Elevations Steel Deck Framing by Trex

SECTION 05 42 16 COLD-FORMED METAL DECK FRAMING Elevations Steel Deck Framing by Trex (Specifier Note: The purpose of this guide specification is to assist the specifier in correctly specifying cold-formed metal deck framing products and execution. The specifier needs to edit the guide

More information

Superform Products Ltd.

Superform Products Ltd. TYPICAL CORNER REINFORCING NOTE : SEE ENGINEERED REBAR SCHEDULES SUPPLIED BY THE MANUFACTURER STEEL REINFORCEMENT WALL CORNER 90 Copyright 2012 Sept. 2012 5.1.1 Rebar Spacing 6" 12" Max. Load LB./FT. 2000

More information

[TECHNICAL REPORT I:]

[TECHNICAL REPORT I:] [Helios Plaza] Houston, Texas Structural Option Adviser: Dr. Linda Hanagan [TECHNICAL REPORT I:] Structural Concepts & Existing Conditions Table of Contents Executive Summary... 2 Introduction... 3 Structural

More information

MEZZANINE SPECIFICATIONS PART 1 GENERAL 1.1 SCOPE 1.2 APPROVED MANUFACTURER 1.3 REGULATORY ORGANIZATIONS AND GROUPS 1.4 QUALITY ASSURANCE

MEZZANINE SPECIFICATIONS PART 1 GENERAL 1.1 SCOPE 1.2 APPROVED MANUFACTURER 1.3 REGULATORY ORGANIZATIONS AND GROUPS 1.4 QUALITY ASSURANCE MEZZANINE SPECIFICATIONS PART 1 GENERAL 1.1 SCOPE This specification is intended to describe the general requirements applicable to a proper structural mezzanine design. In addition, it is to serve as

More information

Post and Beam Construction

Post and Beam Construction Post and Beam Construction A Presentation By the Canadian Wood Council Canadian Conseil Wood canadien Council du bois Early settlers introduced the concept of post and beam construction in North America

More information

HURRICANE MITIGATION RETROFITS FOR EXISTING SITE-BUILT SINGLE FAMILY RESIDENTIAL STRUCTURES

HURRICANE MITIGATION RETROFITS FOR EXISTING SITE-BUILT SINGLE FAMILY RESIDENTIAL STRUCTURES HURRICANE MITIGATION RETROFITS FOR EXISTING SITE-BUILT SINGLE FAMILY RESIDENTIAL STRUCTURES 101 Retrofits Required. Pursuant to Section 553.844 553.884, Florida Statutes, strengthening of existing site-built,

More information

Trusted SECTION: 04 HILTI, INC. TULSA, Conformity! ICC-ES Evaluation. not specifically. Copyright 2015

Trusted SECTION: 04 HILTI, INC. TULSA, Conformity! ICC-ES Evaluation. not specifically. Copyright 2015 0 ICC ES Report ICC ES (800) 42 6587 (562) 699 054 www.icc es.orgg 000 Most Widely Accepted and Trusted ESR 2269 Reissued 02/205 This report is subject to renewal 02/207. DIVISION: 0 00 00 CONCRETE SECTION:

More information

IHSS-N1 WELDED HONEYCOMB CORE SPECIFICATION. Generated: Sergiy Papyshev Engineering. Approved: Don Prysi Manufacturing. Approved: Merzuk Ramic Quality

IHSS-N1 WELDED HONEYCOMB CORE SPECIFICATION. Generated: Sergiy Papyshev Engineering. Approved: Don Prysi Manufacturing. Approved: Merzuk Ramic Quality IHSS-N1 WELDED HONEYCOMB CORE SPECIFICATION Generated: Sergiy Papyshev Engineering Approved: Don Prysi Manufacturing Approved: Merzuk Ramic Quality Approved: Steven Barnett Administrative DATE DATE DATE

More information

Built-up roofing solutions with rigid insulation boards on concrete decks for new-build and refurbishment E-a5

Built-up roofing solutions with rigid insulation boards on concrete decks for new-build and refurbishment E-a5 Cl Sfb (27-9) Rn7 M2 December 2004 Built-up roofing solutions with rigid insulation boards on concrete decks for new-build and refurbishment E-a5 Fesco, Fesco S, Retrofit, Retrofit S, Fesco Fillet, PF,

More information

Hilti KWIK HUS-EZ I (KH-EZ I) Internally Threaded Carbon Steel Screw Anchor

Hilti KWIK HUS-EZ I (KH-EZ I) Internally Threaded Carbon Steel Screw Anchor Hilti KWIK HUS-EZ I (KH-EZ I) Internally Threaded Carbon Steel Screw Anchor Supplement to Hilti North American Product Technical Guide Volume 2: Anchor Fastening Technical Guide 2011 Edition 3.3. KWIK

More information

HIGH PERFORMANCE PRE-APPLIED SYSTEM FOR BLIND SIDE & BELOW GRADE WATERPROOFING APPLICATIONS

HIGH PERFORMANCE PRE-APPLIED SYSTEM FOR BLIND SIDE & BELOW GRADE WATERPROOFING APPLICATIONS BSW HIGH PERFORMANCE PRE-APPLIED SYSTEM FOR BLIND SIDE & BELOW GRADE WATERPROOFING APPLICATIONS BSW is a fully reinforced Pre-Applied system membrane designed for horizontal and vertical external blind-side

More information

INTRODUCTION TO BEAMS

INTRODUCTION TO BEAMS CHAPTER Structural Steel Design LRFD Method INTRODUCTION TO BEAMS Third Edition A. J. Clark School of Engineering Department of Civil and Environmental Engineering Part II Structural Steel Design and Analysis

More information

ROOFING APPLICATION STANDARD (RAS) No. 150 PRESCRIPTIVE BUR REQUIREMENTS

ROOFING APPLICATION STANDARD (RAS) No. 150 PRESCRIPTIVE BUR REQUIREMENTS ROOFING APPLICATION STANDARD (RAS) No. 150 PRESCRIPTIVE BUR REQUIREMENTS 1. 2. 3. 3.0 Scope 1.1 This application standard shall be used where the authority having jurisdiction has adopted its use, and

More information

Materials. Estimating Steel. Players. Materials. Shop Drawings. Detailing Process. Standard shapes. Fabricated members, Built-up sections

Materials. Estimating Steel. Players. Materials. Shop Drawings. Detailing Process. Standard shapes. Fabricated members, Built-up sections Materials Standard shapes W sections, C channels, Structural T, Angles, Pipes, Tubes, Rods and Plates Fabricated members, Built-up sections Adding plates to beam flanges, Stiffeners to beam webs Built

More information

Residential Deck Safety, Construction, and Repair

Residential Deck Safety, Construction, and Repair Juneau Permit Center, 4 th Floor Marine View Center, (907)586-0770 This handout is designed to help you build your deck to comply with the 2006 International Residential Building code as modified by the

More information

ESR-1190 Reissued December 1, 2009 This report is subject to re-examination in two years.

ESR-1190 Reissued December 1, 2009 This report is subject to re-examination in two years. ICC-ES Evaluation Report ESR-90 Reissued December, 2009 This report is subject to re-examination in two years. www.icc-es.org (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council

More information

CHESTERFLEX ROOF WATERPROOFING MEMBRANES

CHESTERFLEX ROOF WATERPROOFING MEMBRANES CI/SfB (47) Ln2 Chesterfelt Ltd CHESTERFLEX ROOF WATERPROOFING MEMBRANES Certificate No 94/3062 DETAIL SHEET 2 Product THIS DETAIL SHEET RELATES TO CHESTERFLEX ROOF WATERPROOFING MEMBRANES, POLYESTER REINFORCED

More information

SECTION 08 41 1 ALUMINUM FRAMED ENTRANCES and STOREFRONTS. System 402 Flush-Glazed Screw Spline Storefront

SECTION 08 41 1 ALUMINUM FRAMED ENTRANCES and STOREFRONTS. System 402 Flush-Glazed Screw Spline Storefront PART 1 GENERAL 1.01 Work Included SECTION 08 41 1 ALUMINUM FRAMED ENTRANCES and STOREFRONTS System 402 Flush-Glazed Screw Spline Storefront A. Furnish and install aluminum architectural storefront system

More information

Caps STANDARD WEIGHT Inches / Pounds

Caps STANDARD WEIGHT Inches / Pounds Standard Caps you are here: Home > Weldbend Catalog > Fittings > Caps Caps STANDARD WEIGHT Inches / Pounds For Metric Units >Click Here Nominal Pipe Size Outside Inside Wall Thickness (T) Length (E) Pipe

More information

MECHANICS OF SOLIDS - BEAMS TUTORIAL 1 STRESSES IN BEAMS DUE TO BENDING. On completion of this tutorial you should be able to do the following.

MECHANICS OF SOLIDS - BEAMS TUTORIAL 1 STRESSES IN BEAMS DUE TO BENDING. On completion of this tutorial you should be able to do the following. MECHANICS OF SOLIDS - BEAMS TUTOIAL 1 STESSES IN BEAMS DUE TO BENDING This is the first tutorial on bending of beams designed for anyone wishing to study it at a fairly advanced level. You should judge

More information

Asphalt Shingle Application Requirements

Asphalt Shingle Application Requirements Alberta Allied Roofing Association Asphalt Shingle Application Requirements Section 1 Roof Decks 1.1 General Asphalt Shingles are not permitted to be installed directly over rigid insulation. When Asphalt

More information

COLORADO MODEL. 35 x 65 SPECIFICATIONS

COLORADO MODEL. 35 x 65 SPECIFICATIONS COLORADO MODEL 35 x 65 SPECIFICATIONS Dimensions: Roof Dimensions 35-0 x 65-0 Column Dimensions (center to center) 31-0 x 30-6 Minimum Clearance 14-0 Roof Height @ Peak ±18-8 Curved Roof ±42-6 radius Square

More information

SECTION 1 GENERAL REQUIREMENTS

SECTION 1 GENERAL REQUIREMENTS Page 1 of 6 SECTION 1 GENERAL REQUIREMENTS 1. SCOPE OF WORK: The work to be performed under the provisions of these documents and the contract based thereon includes furnishing all labor, equipment, materials,

More information

Series 4000 Fiberglass Pipe and Fittings

Series 4000 Fiberglass Pipe and Fittings Series 4000 Fiberglass Pipe and Fittings for corrosive industrial service Uses and applications Listings Performance Acid drains Chemical process piping Corrosive slurries Food processing Geothermal Nonoxidizing

More information

TABLE OF CONTENTS **IMPORTANT NOTICE**

TABLE OF CONTENTS **IMPORTANT NOTICE** TABLE OF CONTENTS **IMPORTANT NOTICE** BASED UPON FINDINGS OF INDUSTRY SPONSORED RESEARCH, THE STEEL J O I S T INSTITUTE HAS DEVELOPED NEW REQUIREMENTS FOR THE USE OF ERECTION STA B I L I T Y BRIDGING.

More information

Design of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar. Fig. 7.21 some of the trusses that are used in steel bridges

Design of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar. Fig. 7.21 some of the trusses that are used in steel bridges 7.7 Truss bridges Fig. 7.21 some of the trusses that are used in steel bridges Truss Girders, lattice girders or open web girders are efficient and economical structural systems, since the members experience

More information

VALOR STEEL BUILDINGS STANDARD SPECIFICATIONS

VALOR STEEL BUILDINGS STANDARD SPECIFICATIONS VALOR STEEL BUILDINGS STANDARD SPECIFICATIONS For Rigid/I- Beam Construction as designed, engineered, and fabricated by Valor Steel Buildings. General 1.1) Valor shall use standards, specifications, recommendations,

More information

Page & Turnbull imagining change in historic environments through design, research, and technology

Page & Turnbull imagining change in historic environments through design, research, and technology DCI+SDE STRUCTURAL EVALUATIONS OFFICE BUILDING, TOOL SHED & WATER TANK, AND BLACKSMITH & MACHINE SHOP BUILDINGS SAN FRANCISCO, CALIFORNIA [14290] PRIMARY PROJECT CONTACT: H. Ruth Todd, FAIA, AICP, LEED

More information

Optimum proportions for the design of suspension bridge

Optimum proportions for the design of suspension bridge Journal of Civil Engineering (IEB), 34 (1) (26) 1-14 Optimum proportions for the design of suspension bridge Tanvir Manzur and Alamgir Habib Department of Civil Engineering Bangladesh University of Engineering

More information

MODEL HSR-007 Direct Drive Rolling Steel

MODEL HSR-007 Direct Drive Rolling Steel MODEL HSR-007 Direct Drive Rolling Steel 200 Fairview Road, Unit #2, Barrie, Ontario L4N 8Z8 Tel: 866-792-9968 or 705-792-9968 Fax: 705-735-9564 www.tnrdoors.com email: info@tnrdoors.com Model HSR-007

More information

TECHNICAL SPECIFICATION SERIES 8000 PRECAST CONCRETE

TECHNICAL SPECIFICATION SERIES 8000 PRECAST CONCRETE TECHNICAL SPECIFICATION SERIES 8000 PRECAST CONCRETE TECHNICAL SPECIFICATION PART 8000 - PRECAST CONCRETE TABLE OF CONTENTS Item Number Page 8100 PRECAST CONCRETE CONSTRUCTION - GENERAL 8-3 8101 General

More information

research report Residential Hip Roof Framing Using Cold-Formed Steel Members RESEARCH REPORT RP06-2 American Iron and Steel Institute

research report Residential Hip Roof Framing Using Cold-Formed Steel Members RESEARCH REPORT RP06-2 American Iron and Steel Institute research report Residential Hip Roof Framing Using Cold-Formed Steel Members RESEARCH REPORT RP06-2 2006 American Iron and Steel Institute Residential Hip Roof Framing Using Cold-Formed Steel Members i

More information

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

ICC-ES Evaluation Report Reissued September, 2010 This report is subject to re-examination in one year. ICC-ES Evaluation Report ESR-2270 Reissued September, 2010 This report is subject to re-examination in one year. www.icc-es.org (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council

More information

Mark Cramer Inspection Services, Inc.

Mark Cramer Inspection Services, Inc. Mark Cramer Inspection Services, Inc. 492 Twentieth Avenue, Indian Rocks Beach, FL 34635-2970 (727) 595-4211 Fax (727) 596-7583 Certified Member #12085 American Society of Home Inspectors Construction

More information

SECTION 07400 STANDING SEAM METAL ROOF

SECTION 07400 STANDING SEAM METAL ROOF SECTION 07400 STANDING SEAM METAL ROOF PART 1 - GENERAL 1.01 SECTION INCLUDES A. Work described in this section includes pre-formed standing seam metal roofing system complete with clips, perimeter and

More information

8 EXTRA LIGHT GRC SANDWICH ELEMENTS FOR ROOFING IN INDUSTRIAL BUILDINGS

8 EXTRA LIGHT GRC SANDWICH ELEMENTS FOR ROOFING IN INDUSTRIAL BUILDINGS 8 EXTRA LIGHT GRC SANDWICH ELEMENTS FOR ROOFING IN INDUSTRIAL BUILDINGS MARICA DELLA BELLA and DIEGO CIAN Precompressi Centro Nord S.p.A., Italy SUMMARY: Secondary roofing elements, complementary to the

More information

Chapter 6 ROOF-CEILING SYSTEMS

Chapter 6 ROOF-CEILING SYSTEMS Chapter 6 ROOF-CEILING SYSTEMS Woodframe roof-ceiling systems are the focus of this chapter. Cold-formed steel framing for a roof-ceiling system also is permitted by the IRC but will not be discussed;

More information

A transverse strip of the deck is assumed to support the truck axle loads. Shear and fatigue of the reinforcement need not be investigated.

A transverse strip of the deck is assumed to support the truck axle loads. Shear and fatigue of the reinforcement need not be investigated. Design Step 4 Design Step 4.1 DECK SLAB DESIGN In addition to designing the deck for dead and live loads at the strength limit state, the AASHTO-LRFD specifications require checking the deck for vehicular

More information

Discipline: Structural Issued 04-26-06

Discipline: Structural Issued 04-26-06 California Department of General Services. Division of the State Architect. Product Acceptance Report STRUCTURAL SHEAR PANEL SURE-BOARD SERIES 200 PANELS PA-132 Discipline: Structural Issued 04-26-06 This

More information