3wh-36 hi form - dependable steel

1 Steel Masters International (ME) FZE • June 2015

3WH-36 Hi Form™

COMPOSITE DECKTECHNICAL MANUAL

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1.0 GENERAL INFORMATION 1.1 General Information. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-5

1.2 Fire Resistance Ratings . . . . . . . . . . . . . . . . . . . . . . . . . . . 6

1.3 Support Fastening . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

1.4 Flashings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 81.5

1.5 SDI Edge Form . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9

1.6 Accessories . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

2.0 3WH-36 HI FORM™ COMPOSITE DECK2.1 Section Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11

2.2 3WH-36 Hi Form™ with Normal Weight Concrete . . . 12-21

2.3 3WH-36 Hi Form™ with Light Weight Concrete . . . . . 22-31

Table of Contents


1.1 General Information

General1. 3WH-36 Hi Form® composite steel deck is

manufactured from galvanized steel ASTM A653 SS grade 50 or bare steel ASTM A1008 SS grade 50.

2. The concrete slab depths noted in the tables are measured from the bottom of deck to the top of concrete.

3. Superimposed load is the load that can be applied to the composite deck in addition to the weight of the steel deck and concrete.

4. The vertical load span is the clear span between supporting members.

5. No uniform service load, based on an L/360 deflection limit, is shown when the load is greater than the allowable superimposed load.

6. Shoring spans are based on the requirements of ANSI/SDI C-2011 which includes the weight of the deck, concrete, and 137.9 kPa uniform construction load or 2.2 kN/m line load at mid span. The theoretical deflection is limited to L/180, but not to exceed 19mm.

7. For composite steel deck assemblies that exceed the scope of the table, the performance may be determined in accordance with ANSI/SDI C-2011.

a. For 3WH-36 Hi Form™, the embossment shape is Type II with an embossment factor, K = 1.0, reference Eq. A2-8 in ANSI/SDI C-2011.

8. Definition of symbols for composite deck

As Area of reinforcing steelIcr Cracked moment of inertiaIu Un-cracked moment of inertia(Icr+Iu)/2 Moment of inertia for determining deflection

under service loadL Vertical load clear spanMno/W Allowable flexural momentVn/W Allowable vertical shearfMno Factored flexural momentf Vn Factored vertical shearf Sn Factored diaphragm shearPAF Power actuated fastenerW/W Allowable superimposed loadfW Factored superimposed load

Concrete and minimum reinforcing1. The minimum 28-day compressive strength for

structural concrete must be 3,000 psi (20.68 MPa). The appropriate concrete density (normal weight or structural lightweight) is indicated in the tables.

2. The minimum reinforcing may be provided by reinforcing steel, welded wire fabric, or fibers in accordance with the following:

a. Minimum steel reinforcing shall be equal to 0.00075 times the area of the concrete above the steel deck but not less than 152mm x 152mm MW9 x MW9 welded wire fabric with a 414 mPa minimum tensile strength.

b. Concrete fibers in accordance with ANSI/SDI C-2011 section 13.a.1 or 13.a.2.

Diaphragm Shear of Composite Decks Attachment with Arc Spot Welds, Power Actuated Fasteners, or self drilling screws.1. Deck attached to supports perpendicular to the flutes

of the deck shall be per the pattern shown in the tables.

2. Deck attached to supports running parallel with the flutes shall be attached to transfer the shear between the deck and the supporting member using arc spot welds, power actuated fasteners, or self drilling screws.

a. Spacing of welds or fasteners transferring shear between the composite steel deck and supporting structures shall be based on the shear demand and the weld or fastener shear resistance.

fastener spacing (m) = weld or fastener capacity (kN) / shear demand (kN/m)

b. Resistance and safety factors for diaphragm shear, f = 0.5 and W = 3.25 respectively.

c. Factored composite diaphragm shear may be converted to allowable diaphragm shears as follows by dividing the factored diaphragm shear by 1.625. Sa = fSu/(fW)

d. Spacing of welds or fasteners running parallel with the deck shall not exceed 914mm on center.

3. Welds and fasteners to the supports shall be as follows:

a. Welds 13mm effective diameter arc spot weld 6mm x 25mm effective arc seam weld

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#12 Screw Base Steel ≥ 0.9mm 35.0 33.6 32.7 32.4 31.8 31.4 31.3 31.0 30.8 30.7 30.5 30.4 30.4 30.2 30.1Concrete + Deck = 2.16 kPa

cm4/mIcr = 5700 cm4/m

cm4/mMno/Ω= 1250 kN-cm/m Vn/Ω = 45.7 kN/m

(Icr+Iu)/2 = 10500 Iu = 15300 ϕMno= 1910 kN-cm/m ϕ Vn = 65.8 kN/m

All G

ages

LRFD - Diaphragm Shear, ϕSn (kN/m) for all vertical load spans, WWF Designation or Area of Steel per meter width

19mm Welded Shear Studs152x152 MW9xMW9 152x152 MW19xMW19 152x152 MW26xMW26 102x102 MW26xMW26 102x102 MW39xMW39

As = 59.3 mm2/m As = 122.8 mm2/m As = 169.3 mm2/m As = 254.0 mm2/m As = 381 mm2/m305 mm o.c. 46.75 66.45 80.90 107.17 146.57610 mm o.c. 46.75 66.45 80.90 107.17 113.15914 mm o.c. 46.75 66.45 75.43 75.43 75.43

GA Vertical Load Span (mm) 1200 1500 1800 2100 2400 2700 3000 3300 3600 3900 4200 4500 4800 5100 5400

22

ASD & LRFD - Superimposed Load, W (kPa)ASD, W/Ω 57.6 36.3 24.7 17.7 13.2 10.1 7.9 6.2 5.0 4.0 3.2 2.6 2.1 1.7 1.3LRFD, ϕW 92.2 58.1 39.5 28.4 21.1 16.1 12.6 10.0 8.0 6.4 5.2 4.2 3.3 2.7 2.1

L/360 - - - - - - - - - - - - - - -LRFD - Diaphragm Shear, ϕSn (kN/m) 36/4 Attachment Pattern

Arc Spot Weld 13mm Effective Dia 40.5 38.0 36.4 35.4 34.5 33.8 33.4 32.9 32.6 32.3 32.0 31.8 31.7 31.5 31.3PAF Base Steel ≥ 6.4mm 35.0 33.6 32.7 32.3 31.8 31.4 31.2 30.9 30.7 30.6 30.5 30.3 30.3 30.2 30.0PAF Base Steel ≥ 3.2mm 34.5 33.3 32.4 32.0 31.6 31.2 31.0 30.8 30.6 30.5 30.3 30.2 30.2 30.1 30.0





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Vertical Load Span (mm) 1200 1500 1800 2100 2400 2700 3000 3300 3600 3900 4200 4500 4800 5100 5400ASD & LRFD - Superimposed Load, W (kPa)

ASD, W/Ω 64.9 40.9 27.9 20.1 15.0 11.5 9.0 7.2 5.8 4.7 3.8 3.1 2.5 2.1 1.7LRFD, ϕW 103.8 65.5 44.7 32.1 24.0 18.4 14.4 11.5 9.2 7.5 6.1 5.0 4.1 3.3 2.7



Maximum Unshored Span (mm)Gage Single Double Triple Gage Single Double Triple

22 2941 3304 3418 19 3635 4118 425621 3319 3606 3727 18 3731 4348 437220 3479 3745 3871 16 3936 4845 4611

General Information 1.1

Deck Type

Concrete Type

Superimposed Load to Produce l/360 Deflection (If Less Than Allowable)

Allowable Superimposed Load (ASD)

Factored Superimposed Load (LRFD)

Factored Diagram Shear (LRFD)

Attachment Pattern to Supports

Allowable and Factored Vertical Shear Capacity

Allowable and Factored Bending Capacity

Suggested Welded Wire Fabric Size

Minimum Area of Reinforcing Steel

Factored Diaphragm Shear with Shear Studs

Maximum Shear StudSpacing

Shear Stud Diameter

Cracked and Uncracked

Moments of inertia for Composite

Section

Moments of inertia for Composite

Section for Deflection

Weight of Concrete and Deck

Type of Connection to Supports

Unit Weight of Concrete

Total Slab Depth of Deck and Concrete

Cover

Gage of Deck

3WH-36 Hi Form™ Composite Deck 127mm Total Slab Depth 2320 kg/m3 Normal Weight Concrete

Maximum Unshored Span for Single, Double or Triple Spans

Figure 1.1: How to Read Composite Tables


1.1 General Information

b. Power actuated fasteners in support steel ≥ 6.3mm thick. Hilti X-ENP19 Pneutek K64 Pneutek K66

c. Power actuated fasteners in support steel ≥ 3.2mm thick. Hilti X-HSN24 & X-EDNK22 Pneutek K63 Pneutek K61

d. Self drilling screws in support steel ≥ 0.86mm thick #12 Screw

Side seam attachment between deck panels1. The minimum side seam attachment is a button punch

at 914mm on center.

2. Arc top seam welds, or self drilling screws may be substituted on a one-to-one basis for button punches.

Diaphragm shear with welded shear studs1. Concrete shear reinforcing steel must be provided that

meets the minimum specified reinforcing area, As, in the table based on suggested welded wire reinforcing size. Reinforcing steel shall have minimum yield strength of 414 mPa and meet the requirements of ACI 318 for standard reinforcing bars or WRI standard welded wire reinforcement.

2. To achieve tabulated diaphragm shears, the welded stud shear connectors are only required at locations in which diaphragm shear is being transferred between the composite deck slab and supporting members. Intermediate support members may be attached with welds, screws, or PAF’s (power actuated fasteners)

3. Intermediate ribs of the steel deck not attached with welded stud shear connectors shall be fastened to the supporting member with arc spot welds, self drilling screws or power actuated fasteners.

4. The welded stud shear connector strength assumes the weak position in the deck flute. Reference AISC 360-10 Commentary and Figure C-I3.4.

5. Tabular values for shear strength of concrete diaphragm above deck is in accordance with ACI 318 based on a resistance factor Φ = 0.75. See ACI 318 section 9.3.4 for additional requirements to be considered in seismic design.

6. The welded stud shear connector must extend 38mm above the top of the steel deck and must have a minimum of 13mm concrete cover above the top of the installed welded stud shear connector. Reference AISC 360-10 Section I3.2c(b).

7. The supporting member flange shall not be less than 7.6mm inches thick unless the welded stud shear connector is welded over the web of the supporting member. Reference AISC 360-10 I3.2d(6)

8. The maximum center-to-center spacing of welded stud shear connector shall not exceed 8 times the depth of concrete above the deck or 914mm per AISC 360-10 Section I3.2d(6).

9. Concrete reinforcement details shall be in accordance with ACI 318.

10. For local shear transfer in the field of the diaphragm, 19mm diameter welded stud shear connectors shall be determined in accordance with AISC 360-10.

11. The following shear capacities are for 51mm of concrete cover above the steel deck and may be used conservatively for all thicknesses greater than 51mm:

ConcreteType

Shear Capacity

Allowable Factored2320 kg/m3 NormalWeight Concrete 45.8 kN 68.9 kN

1760 kg/m3 LightWeight Concrete 45.8 kN 68.9 kN

12. See figures below for typical details

Deck Parallel to Beam

Deck Perpendicular to Beam

13mm

38mm

13mm

38mm

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General Information 1.1

13. For diaphragm shear of composite steel deck assemblies attached with welded shear studs that exceed the scope of the tables, the diaphragm shear may be determined in accordance with the provision of ACI 318 and AISC 360-10 as follows.

a. The diaphragm shear shall be the lesser of the capacity of the reinforced concrete and the capacity of the welded shear studs to transfer the shear from the supporting member to the reinforced concrete section.

b. Reinforced concrete shear shall be determined in accordance with the requirements of ACI 318 using the concrete thickness above the steel deck.

c. The welded shear stud strength shall be determined in accordance with AISC 360-10.

*Below 10 gage is not recommended due to the difficulty of producing a good quality weld. **Correct drill point must be selected for the base material thickness.

Base Metal Thickness (mm)

Fastener Minimum Maximum

Arc Spot Weld* 3.4mm unlimited

12-14 Self Drilling Screw** 1mm 5.3mm

12-24 Self Drilling Screw** 3.2mm 13mm

Hilti X-EDN 22 THQ12 High Shear Nail 3.2mm 6.4mm

Hilti X-HSN 24 High Shear Nail 4.8mm 9.5mm

Hilti ENP19 L15 High Shear Nail 6.4mm unlimited

Pneutek SDK61075 Fastener 2.9mm 3.9mm

Pneutex SDK63075 Fastener 3.9mm 6.4mm

Pneutek K64062 and K64075 Fastener 4.7mm 7.9mm

Pneutek K66062 and K66075 Fastener 7.9mm unlimited

Base Metal Thickness

0 3 6 10 13 16

Figure 1.11.1: FASTENER SELECTION CHART


1.2 Fire Resistance Ratings

Fire Resistance Rating-Floor Deck

Restrained AssemblyHourly Rating UL Design No. Concrete Thickness

“(Above Deck)” Type Fireproofing Type

1,1 1/2, D703 64mm LWT & NWT Cementitious3 D708 64mm LWT & NWT Cementitious

1,1 1/2 & 2 D722 64mm LWT & NWT Cementitious1, 1 1/2, 2, 3 & 4 D739 64mm LWT & NWT Cementitious

1, 1 1/2, D743 51mm LWT & NWT Cementitious2 & 3 D755 64mm LWT & NWT Cementitious

1, 1 1/2, D759 64mm LWT & NWT Cementitious2, 3 & 4 D760 64mm LWT & NWT Cementitious

3 & 4 D754 83mm LWT Cementitious2 D764 64mm LWT Cementitious3 D768 64mm LWT & NWT Cementitious

1, 1 1/2, 2, 3 & 4 D782 83mm LWT Cementitious1, 1 1/2, D832 64mm LWT & NWT Fiberous

1, 1 1/2, 2, 3 & 4 D858 64mm LWT & NWT Fiberous2 D861 64mm LWT & NWT Fiberous

1, 1 1/2, D859 51mm LWT & NWT Fiberous1, 1 1/2, D871 64mm LWT & NWT Fiberous

2 D826 83mm LWT None2 D840 83mm LWT None1

D902

64mm LWT1 89mm NWT

1 1/2 76mm LWT1 1/2 102mm NWT None

2 83mm LWT2 114mm NWT3 106mm LWT3 133mm NWT2 D907 83mm LWT None

3/4 or 1 D914 64mm LWT None1 64mm LWT1 89mm NWT

1 1/2 D918 102mm NWT None2 83mm LWT2 114mm NWT3 116mm LWT3 133mm NWT1 64mm LWT1 84mm NWT

1 1/2 76mm LWT1 1/2 D919 102mm NWT None

2 D931 83mm LWT2 114mm NWT3 106mm LWT3 133mm NWT2 D920 83mm LWT None

3/4 or 1 64mm LWT1 89mm NWT

1 1/2 76mm LWT1 1/2 D929 102mm NWT None

2 83mm LWT2 114mm NWT

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Support Fastening 1.3

Nominal Strength WELDING CAPACITIES

Deck Panel Gage

Arc Spot (puddle) Weld(13mm effective diameter)

Arc Seam Weld(9.5 mm x 25 mm in effective

width & length)

Shear (kN)Tensile (kN)

Shear (kN)IBC

3WH-36 Hi Form™

22 10.3 10.0 16.721 12.8 11.3 19.120 14.3 12.0 20.319 20.0 14.2 24.618 24.6 15.8 27.716 31.9 19.6 35.4

3WHF-36

20/20 37.8 23.3 43.220/18 39.3 26.5 50.620/16 39.3 30.2 58.918/20 39.3 26.8 51.318/18 39.3 30.2 58.918/16 39.3 34.6 67.516/20 39.3 30.6 59.616/18 39.3 34.6 67.516/16 39.3 39.2 76.2

Calculated in accordance with section E of the AISI Cold Formed Steel Design Manual S100-2012

Figure 1.11.10

Nominal Strength MECHANICAL FASTENER CAPACITIES

Deck Panel Gage

Nominal Shear Strength (kN)

Screws Hilti Pneutek

#12 Self Drill X-ENP-19 L15 X-HSN 24 X-EDNK22 THQ12 K64062K64075

K63062 K63075 SDK63075 SDK61075

3WH-36 Hi Form™

22 6.0 7.0 6.5 6.5 7.9 7.4 7.5 6.721 6.9 7.9 7.4 7.4 9.1 8.9 8.3 7.520 7.3 8.4 7.8 7.8 9.8 9.6 8.6 8.019 8.8 10.0 9.3 9.3 12.0 11.8 9.8 9.418 9.8 11.2 10.4 10.4 13.7 13.2 10.6 10.416 12.3 13.8 12.8 12.8 17.8 16.2 12.4 12.7

3WHF-36

20/20 14.8 16.4 15.3 15.3 22.3 18.9 14.0 14.920/18 17.1 18.8 17.4 17.4 26.6 21.2 15.4 16.820/16 19.6 21.2 19.7 19.7 31.6 23.5 16.8 18.718/20 17.3 19.0 17.6 17.6 27.0 21.4 15.5 16.918/18 19.6 21.2 19.7 19.7 31.6 23.5 16.8 18.718/16 22.1 23.6 21.9 21.9 36.9 25.6 18.1 20.416/20 19.8 21.4 19.9 19.9 32.1 23.7 16.9 18.816/18 22.1 23.6 21.9 21.9 36.9 25.6 18.1 20.416/16 24.6 25.9 24.1 24.1 42.5 27.7 19.4 22.1

Calculated in accordance with the Steel Deck Institute Diaphragm Design Manual

Figure 1.11.11


1.4 Flashings

ZEE

F

≥F+19mmHAT

F

≥F+19mmCHANNEL

ANGLE ANGLE WITH STIFFENER

≥19mm

FLASHING THICKNESS BY GAGE

Gage Base Steel Thickness (mm)22 0.7420 0.8918 1.1916 1.5014 1.7812 2.6710 3.43

Flashings.Galvanized steel flashings are custom manufactured by Steel Masters International (ME) FZE. to meet the project requirements. The flashings are formed from ASTM A653 SS Grade 33 galvanized steel sheet. Flashings are available in most common structural shapes in 7 gages. (Figure 1.13.9 and 1.13.10). The standard length is 3048mm, shorter lengths available upon request. The minimum width of any stiffener or flat cross section width is 19mm”. Channels, Hats, and Cee’s web must be 19mm” wider than the flange width, see figures below.

STRIP

MINIMUM FLAT WIDTH MINIMUM STIFFENER WIDTH

FILLER PLATE

25.4mm

FD20 Edge Form at the Parallel Condition

FD21 Filler Plate

FD22 Edge Form at the Perpendicular Condition

FD24 Cell ClosureFD23 Stud Locations

STUD LOCATIONS CELL CLOSURE

EDGE FROM AT THE PARALLEL CONDITION FILLER PLATE

EDGE FROM AT THE PERPENDICULAR CONDITION

≥19mm≥19mm

Typical Details

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SDI is the Steel Deck Institute, the author of the following table.

Slab Depth

Overhung (mm)0 25 51 76 102 127 152 178 203 229 254 279 305

102 20 20 20 20 18 18 16 14 12 12 12 10 10108 20 20 20 18 18 16 16 14 12 12 12 10 10114 20 20 20 18 18 16 16 14 12 12 12 10 10121 20 20 18 18 16 16 14 14 12 12 10 10 10127 20 20 18 18 16 16 14 14 12 12 10 10133 20 18 18 16 16 14 14 12 12 12 10 10140 20 18 18 16 16 14 14 12 12 12 10 10146 20 18 16 16 14 14 12 12 12 12 10 10152 18 18 16 16 14 14 12 12 12 10 10 10159 18 18 16 14 14 12 12 12 12 10 10165 18 16 16 14 14 12 12 12 12 10 10171 18 16 14 14 14 12 12 12 10 10 10178 16 16 14 14 12 12 12 12 10 10 10184 16 16 14 14 12 12 12 10 10 10191 16 14 14 12 12 12 12 10 10 10197 16 14 14 12 12 12 10 10 10 10203 14 14 12 12 12 12 10 10 10210 14 14 12 12 12 10 10 10 10216 14 12 12 12 12 10 10 10222 14 12 12 12 12 10 10 10229 14 12 12 12 10 10 10235 12 12 12 12 10 10 10241 12 12 12 10 10 10248 12 12 12 10 10 10254 12 12 10 10 10 10260 12 12 10 10 10267 12 12 10 10 10273 12 10 10 10279 12 10 10 10286 12 10 10292 10 10 10298 10 10305 10 10

SDI Edge Form Table Notes:1. Horizontal and vertical Deflection is limited to 6 mm maximum for concrete dead load

2. Design stress is limited to 138 mpa for concrete dead load temporarily increased by one-third for the construction live load of 1 kpa

3. Pour Stop Selection Table does not consider the effect of the performance, Deflection, or rotation of the pour stop support which may

include both the supporting composite deck and/or the frame.

4. Vertical leg return lip is recommended for type 16 and lighter.

5. This selection is not meant to replace the judgement of experienced Structural Engineers and shall be considered as a reference only.

6. SDI reserves the right to change any information in this section without notice.

25mm Fillet Welds @ 305mm O.C.

51mm

FD14 Edge Form detail

Overhang

PourStop

SlabDepth

13m

m

Edge Form Detail

SDI Edge Form 1.5 2320 kg/m3 Normal Weight Concrete


1.6 Accessories

Steel Masters International (ME) FZE. offers a variety of accessories to complement our steel deck offer. These include flashings, sump pans, weld washers, and profile cut top (small void) and bottom (large void) neoprene foam and galvanized steel closures.

When accessories are called for in the specifications, the location must be clearly shown on the structural and architectural drawings. Specifications that call for the use of profile cut closures where walls meet the metal deck may lead to unnecessary construction costs if they are only needed at exterior walls or specific interior locations.

Profile Cut Neoprene Closures. Neoprene closures may be used on the top and bottom of the steel deck to reduce vapor, moisture, and air from infiltrating into the building or roof assembly. These are die-cut from black closed cell neoprene foam. The foam is manufactured in accordance with ASTM D-1056 and passes the FM VSS No. 302, UL 94HBF, and UL 94 HF1 flammability tests.

Profile Cut Metal Closures.Metal closures may be used to control animal nesting within the building structure. Metal closures may be used in combination with neoprene closures. Metal closures with calking can also be used to reduce noise infiltration as part of an acoustically engineered system. The metal closures are stamped out of 22 gage galvanized sheet steel.

3WH-36 Hi Form™ Neoprene Top

3WH-36 Hi Form™ Metal Bottom

3WH-36 Hi Form™ NEOPRENE AND METAL CLOSURES

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3WH-36 Hi Form™ Deck 2.1 Section Properties

Panel Properties

Gage WeightBase Metal Thickness Yield Strength

Tensile Strength

Gross Section Properties

AreaMoment of

Inertia

Distance to N.A. from Bottom

Section Modulus

Radius of Gyration

w t Fy Fu Ag Ig yb sg rPa mm mPa mPa mm2/m cm4/m mm cm3/m mm

22 81.3 0.737 345 448 1003 93.8 36.9 25.4 30.621 92.12 0.838 345 448 1140 107.0 37.0 28.9 30.620 97.06 0.889 345 448 1209 113.3 37.0 30.6 26.019 115.09 1.067 345 448 1449 136.1 37.1 36.6 30.618 128.49 1.194 345 448 1620 152.0 37.2 40.9 30.616 160.64 1.499 345 448 2030 190.7 37.4 51.1 30.7

Gage

Effective Section Modulus Effective Moment of InertiaFor

Compression For Bending at Fy For Deflection at Service Load

AreaSection Modulus


Section Modulus


Moment of Inertia

Moment of Inertia

Uniform Load Only

Id = (2Ie+Ig)/3Ae+ Se+ yb Se- yb Ie+ Ie- I+ I-

mm2/m cm3/m mm cm3/m mm cm4/m cm4/m cm4/m cm4/m22 612 19.8 34.2 21.5 39.6 92.4 91.0 92.9 91.921 751 24.2 35.4 25.7 38.9 107.0 105.6 107.0 106.120 824 26.2 35.8 27.7 38.5 113.3 112.4 113.3 112.719 1092 33.5 36.9 33.7 37.4 136.1 135.6 136.1 135.818 1276 37.8 37.2 37.7 37.4 152.0 152.0 152.0 152.016 1711 47.3 37.3 47.3 37.4 190.7 190.7 190.7 190.7

Reactions at Supports (kN/m) Based on Web Crippling

Gage ConditionBearing Length of Webs

Allowable (Rn/Ω) Factored (ΦRn)25mm 51mm 102mm 152mm 25mm 76mm 102mm 152mm

22 End 3.9 4.8 6.1 7.2 5.9 8.5 9.4 11.0Interior 6.9 8.3 10.4 11.9 10.3 14.0 15.4 17.7

21 End 4.9 6.1 7.8 9.1 7.6 10.8 12.0 13.9Interior 8.8 10.6 13.1 15.0 13.1 17.8 19.5 22.3

20 End 5.5 6.9 8.7 10.1 8.5 12.0 13.3 15.5Interior 9.9 11.8 14.6 16.7 14.7 19.8 21.7 24.8

19 End 7.9 9.6 12.2 14.1 12.0 16.9 18.6 21.6Interior 14.0 16.6 20.3 23.1 20.8 27.7 30.2 34.4

18 End 9.7 11.9 14.9 17.3 14.9 20.7 22.9 26.5Interior 17.3 20.4 24.9 28.3 25.7 34.0 37.0 42.1

16 End 15.0 18.1 22.6 26.0 22.9 31.5 34.6 39.8Interior 26.6 31.1 37.5 42.4 39.5 51.5 55.8 63.1

Web Crippling Constraints h=89mm r= 3.2mm θ=54.4º

Note: Weld sizes are effective, not visible. Refer to AISI S100-2012 or AWS D1.3 for additional welding requirements.

Attachment PatternsMechanical Fastener

or 9.5mm x 25mm WeldMechanical Fastener

or 13mm ø WeldMechanical Fastener

or 9.5mm x 25mm Weld305mm

914mm

76mm

98mm

98mm



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21


ASD, W/Ω 64.9 40.9 27.9 20.1 15.0 11.5 9.0 7.2 5.8 4.7 3.8 3.1 2.5 2.1 1.7LRFD, ϕW 103.8 65.5 44.7 32.1 24.0 18.4 14.4 11.5 9.2 7.5 6.1 5.0 4.1 3.3 2.7







20


ASD, W/Ω 68.4 43.2 29.5 21.2 15.9 12.2 9.6 7.6 6.2 5.0 4.1 3.4 2.8 2.3 1.8LRFD, ϕW 109.4 69.1 47.2 34.0 25.4 19.5 15.3 12.2 9.9 8.0 6.6 5.4 4.4 3.6 2.9








22 2941 3304 3418 19 3635 4118 425621 3319 3606 3727 18 3731 4348 437220 3479 3745 3871 16 3936 4845 4611

2.2 3WH-36 Hi Form™ Composite Deck 127mm Total Slab Depth 2320 kg/m3 Normal Weight Concrete

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3WH-36 Hi Form™ Composite Deck 2.2 127mm Total Slab Depth 2320 kg/m3 Normal Weight Concrete


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ASD, W/Ω 88.9 56.3 38.6 27.9 21.0 16.2 12.8 10.3 8.4 6.9 5.7 4.8 4.0 3.4 2.8LRFD, ϕW 142.3 90.1 61.8 44.7 33.6 26.0 20.6 16.5 13.5 11.1 9.2 7.7 6.4 5.4 4.5







16


ASD, W/Ω 98.8 68.8 47.2 34.3 25.8 20.1 15.9 12.9 10.6 8.7 7.3 6.1 5.0 4.2 3.5LRFD, ϕW 148.2 110.0 75.6 54.8 41.3 32.1 25.5 20.6 16.9 14.0 11.7 9.9 8.3 7.1 6.0

L/360 - - - - - - - - - - - 6.1 5.0 4.2 3.5LRFD - Diaphragm Shear, ϕSn (kN/m) 36/4 Attachment Pattern






All G

ages






22








21


ASD, W/Ω 87.1 55.0 37.5 27.0 20.2 15.5 12.2 9.7 7.8 6.4 5.2 4.3 3.5 2.9 2.3LRFD, ϕW 139.3 88.0 60.1 43.3 32.3 24.9 19.5 15.6 12.5 10.2 8.3 6.8 5.6 4.6 3.7







20


ASD, W/Ω 91.9 58.0 39.7 28.6 21.4 16.5 13.0 10.4 8.4 6.8 5.6 4.6 3.8 3.1 2.6LRFD, ϕW 147.0 92.9 63.5 45.8 34.3 26.4 20.7 16.6 13.4 10.9 9.0 7.4 6.1 5.0 4.1








22 2694 3042 3144 19 3435 3791 391821 3033 3318 3429 18 3527 4004 413220 3181 3447 3563 16 3723 4465 4361


www.ascsd.ae 15



19








18


ASD, W/Ω 119.7 75.9 52.0 37.7 28.4 22.0 17.4 14.0 11.4 9.4 7.9 6.6 5.5 4.7 3.9LRFD, ϕW 191.5 121.4 83.3 60.3 45.4 35.1 27.8 22.4 18.3 15.1 12.6 10.5 8.8 7.4 6.3







16


ASD, W/Ω 132.6 92.7 63.8 46.3 34.9 27.2 21.6 17.5 14.4 11.9 10.0 8.4 7.2 6.1 5.2LRFD, ϕW 198.9 148.4 102.0 74.1 55.9 43.5 34.6 28.0 23.0 19.1 16.0 13.5 11.4 9.8 8.3







All G

ages






22








21


ASD, W/Ω 98.8 62.4 42.7 30.7 23.0 17.7 13.9 11.1 9.0 7.3 6.0 4.9 4.0 3.3 2.7LRFD, ϕW 158.1 99.9 68.3 49.2 36.8 28.3 22.2 17.7 14.3 11.7 9.6 7.9 6.5 5.3 4.3







20


ASD, W/Ω 104.3 65.9 45.1 32.5 24.4 18.8 14.8 11.8 9.6 7.8 6.4 5.3 4.4 3.6 3.0LRFD, ϕW 166.9 105.5 72.1 52.0 39.0 30.0 23.6 18.9 15.3 12.5 10.3 8.5 7.0 5.8 4.8








22 2592 2932 3030 19 3328 3654 377721 2917 3198 3305 18 3444 3860 399020 3058 3322 3434 16 3635 4306 4259


www.ascsd.ae 17



19








18


ASD, W/Ω 136.1 86.3 59.2 42.9 32.3 25.0 19.8 16.0 13.1 10.8 9.0 7.5 6.3 5.4 4.5LRFD, ϕW 217.8 138.1 94.7 68.6 51.7 40.1 31.7 25.6 20.9 17.3 14.4 12.1 10.1 8.6 7.2







16


ASD, W/Ω 154.0 105.6 72.6 52.8 39.8 31.0 24.7 20.0 16.4 13.6 11.4 9.7 8.2 7.0 6.0LRFD, ϕW 231.0 169.0 116.2 84.4 63.7 49.6 39.5 32.0 26.3 21.8 18.3 15.5 13.1 11.2 9.6







All G

ages



As = 59.3 mm2/m As = 122.8 mm2/m As = 169.3 mm2/m As = 254.0 mm2/m As = 381 mm2/m305 mm o.c. n/a 87.77 102.22 128.49 167.89610 mm o.c. n/a 87.77 102.22 113.15 113.15914 mm o.c. n/a 75.43 75.43 75.43 75.43



22








21


ASD, W/Ω 123.3 77.9 53.3 38.4 28.8 22.2 17.4 13.9 11.3 9.2 7.6 6.2 5.2 4.3 3.5LRFD, ϕW 197.3 124.7 85.3 61.5 46.1 35.5 27.9 22.3 18.0 14.7 12.1 10.0 8.2 6.8 5.6







20


ASD, W/Ω 130.2 82.3 56.4 40.7 30.5 23.5 18.5 14.8 12.0 9.9 8.1 6.7 5.6 4.6 3.8LRFD, ϕW 208.3 131.8 90.2 65.1 48.8 37.6 29.7 23.8 19.3 15.8 13.0 10.8 8.9 7.4 6.1








22 2422 2742 2835 19 3146 3420 353521 2721 2992 3092 18 3260 3614 373520 2852 3108 3213 16 3487 4033 4085


www.ascsd.ae 19



19








18


ASD, W/Ω 170.4 108.1 74.2 53.8 40.5 31.4 25.0 20.1 16.5 13.6 11.4 9.6 8.1 6.8 5.8LRFD, ϕW 272.6 172.9 118.7 86.1 64.9 50.3 39.9 32.2 26.4 21.8 18.2 15.3 12.9 10.9 9.3







16


ASD, W/Ω 196.8 132.6 91.2 66.3 50.1 39.0 31.1 25.2 20.7 17.3 14.5 12.3 10.4 8.9 7.7LRFD, ϕW 295.2 212.2 146.0 106.1 80.2 62.4 49.7 40.3 33.2 27.6 23.2 19.6 16.7 14.3 12.3







All G

ages






22








21


ASD, W/Ω 142.2 89.9 61.5 44.4 33.3 25.6 20.2 16.2 13.1 10.7 8.8 7.3 6.0 5.0 4.1LRFD, ϕW 227.6 143.9 98.4 71.0 53.2 41.0 32.3 25.8 20.9 17.1 14.1 11.6 9.6 8.0 6.6







20


ASD, W/Ω 150.3 95.1 65.1 47.0 35.3 27.2 21.5 17.2 14.0 11.5 9.5 7.8 6.5 5.4 4.5LRFD, ϕW 240.4 152.1 104.1 75.2 56.4 43.6 34.4 27.5 22.4 18.3 15.1 12.5 10.4 8.7 7.2








22 2315 2622 2708 19 3033 3271 338121 2599 2861 2957 18 3143 3457 357320 2723 2973 3072 16 3381 3859 3976


www.ascsd.ae 21


19








18


ASD, W/Ω 197.0 125.0 85.8 62.2 46.9 36.4 28.9 23.4 19.1 15.9 13.2 11.1 9.4 8.0 6.8LRFD, ϕW 315.2 199.9 137.3 99.6 75.1 58.3 46.3 37.4 30.6 25.4 21.2 17.8 15.1 12.8 10.9







16


ASD, W/Ω 228.9 153.6 105.7 76.9 58.1 45.3 36.1 29.3 24.1 20.1 16.9 14.3 12.2 10.4 9.0LRFD, ϕW 343.4 245.8 169.2 123.0 93.0 72.4 57.7 46.8 38.6 32.1 27.0 22.9 19.5 16.7 14.4







All G

ages







22








21


ASD, W/Ω 62.4 39.5 27.0 19.5 14.7 11.3 8.9 7.2 5.8 4.8 3.9 3.3 2.7 2.3 1.9LRFD, ϕW 99.8 63.1 43.2 31.2 23.4 18.1 14.3 11.5 9.3 7.6 6.3 5.2 4.4 3.6 3.0







20


ASD, W/Ω 65.7 41.6 28.5 20.6 15.5 12.0 9.5 7.6 6.2 5.1 4.2 3.5 2.9 2.5 2.1LRFD, ϕW 105.1 66.5 45.6 33.0 24.8 19.2 15.1 12.2 9.9 8.1 6.7 5.6 4.7 3.9 3.3








22 3253 3619 3748 19 3887 4510 455121 3671 3952 4085 18 3988 4761 467320 3722 4105 4243 16 4202 5234 4923

2.3 3WH-36 Hi Form™ Composite Deck 127mm Total Slab Depth 1760 kg/m3 Light Weight Concrete

www.ascsd.ae 23

3WH-36 Hi Form™ Composite Deck 2.3 127mm Total Slab Depth 1760 kg/m3 Light Weight Concrete


19








18


ASD, W/Ω 74.1 53.8 37.0 26.8 20.3 15.7 12.5 10.1 8.3 6.7 5.4 4.4 3.6 3.0 2.5LRFD, ϕW 135.7 86.1 59.2 43.0 32.4 25.2 20.0 16.2 13.3 11.0 9.2 7.8 6.6 5.6 4.8

L/360 - - - - - - - - - 6.7 5.4 4.4 3.6 3.0 2.5LRFD - Diaphragm Shear, ϕSn (kN/m) 36/4 Attachment Pattern






16


ASD, W/Ω 74.1 59.3 45.0 32.7 24.7 19.3 15.4 12.2 9.4 7.4 5.9 4.8 4.0 3.3 2.8LRFD, ϕW 148.2 104.6 72.0 52.4 39.6 30.9 24.6 20.0 16.4 13.7 11.5 9.8 8.3 7.2 6.2

L/360 - - - - - - - 12.2 9.4 7.4 5.9 4.8 4.0 3.3 2.8LRFD - Diaphragm Shear, ϕSn (kN/m) 36/4 Attachment Pattern






All G

ages






22








21


ASD, W/Ω 72.8 46.1 31.6 22.8 17.1 13.3 10.5 8.4 6.8 5.6 4.6 3.9 3.2 2.7 2.3LRFD, ϕW 116.5 73.8 50.5 36.5 27.4 21.2 16.7 13.4 10.9 9.0 7.4 6.2 5.2 4.3 3.6







20


ASD, W/Ω 76.7 48.6 33.3 24.1 18.1 14.0 11.1 8.9 7.3 6.0 5.0 4.1 3.5 2.9 2.4LRFD, ϕW 122.7 77.7 53.3 38.6 29.0 22.4 17.7 14.3 11.6 9.6 7.9 6.6 5.5 4.7 3.9








22 3113 3480 3602 19 3773 4336 441821 3518 3799 3926 18 3873 4578 453720 3613 3945 4078 16 4082 5085 4783


www.ascsd.ae 25


19








18


ASD, W/Ω 85.4 62.9 43.3 31.4 23.7 18.4 14.7 11.9 9.7 8.1 6.8 5.7 4.7 3.9 3.3LRFD, ϕW 158.7 100.7 69.2 50.3 37.9 29.5 23.5 19.0 15.6 12.9 10.8 9.1 7.8 6.6 5.6







16


ASD, W/Ω 85.4 68.3 52.6 38.3 29.0 22.6 18.0 14.6 12.1 9.6 7.7 6.2 5.1 4.3 3.6LRFD, ϕW 170.8 122.3 84.2 61.3 46.4 36.1 28.8 23.4 19.3 16.1 13.6 11.5 9.8 8.4 7.3

L/360 - - - - - - - - - 9.6 7.7 6.2 5.1 4.3 3.6LRFD - Diaphragm Shear, ϕSn (kN/m) 36/4 Attachment Pattern






All G

ages







22








21


ASD, W/Ω 83.9 53.1 36.4 26.3 19.8 15.3 12.1 9.7 7.9 6.5 5.4 4.5 3.8 3.2 2.6LRFD, ϕW 134.2 85.0 58.2 42.1 31.7 24.5 19.3 15.6 12.7 10.4 8.6 7.2 6.0 5.0 4.2







20


ASD, W/Ω 88.4 56.0 38.4 27.8 20.9 16.2 12.8 10.3 8.4 6.9 5.8 4.8 4.0 3.4 2.9LRFD, ϕW 141.4 89.6 61.4 44.5 33.5 25.9 20.5 16.5 13.5 11.1 9.2 7.7 6.5 5.4 4.6








22 2990 3355 3471 19 3674 4181 430221 3376 3662 3785 18 3772 4415 441920 3517 3803 3931 16 3978 4918 4660


www.ascsd.ae 27


19








18


ASD, W/Ω 99.5 72.6 49.9 36.3 27.4 21.3 17.0 13.7 11.3 9.4 7.9 6.6 5.6 4.8 4.1LRFD, ϕW 183.0 116.2 79.9 58.0 43.8 34.1 27.1 22.0 18.0 15.0 12.6 10.6 9.0 7.7 6.6







16


ASD, W/Ω 99.5 79.6 60.8 44.2 33.5 26.1 20.9 16.9 14.0 11.7 9.8 8.0 6.6 5.5 4.6LRFD, ϕW 198.9 141.3 97.3 70.8 53.6 41.8 33.4 27.1 22.4 18.7 15.7 13.4 11.4 9.8 8.5

L/360 - - - - - - - - - - 9.8 8.0 6.6 5.5 4.6LRFD - Diaphragm Shear, ϕSn (kN/m) 36/4 Attachment Pattern






All G

ages







22








21


ASD, W/Ω 89.6 56.7 38.9 28.1 21.1 16.4 12.9 10.4 8.5 7.0 5.8 4.8 4.0 3.4 2.8LRFD, ϕW 141.9 90.8 62.2 45.0 33.8 26.2 20.7 16.6 13.6 11.2 9.3 7.7 6.5 5.4 4.5







20


ASD, W/Ω 94.4 59.8 41.0 29.7 22.4 17.3 13.7 11.0 9.0 7.4 6.2 5.2 4.3 3.7 3.1LRFD, ϕW 151.0 95.7 65.7 47.5 35.8 27.7 21.9 17.7 14.4 11.9 9.9 8.3 6.9 5.8 4.9








22 2935 3298 3411 19 3630 4109 424721 3312 3598 3719 18 3726 4339 436520 3474 3738 3864 16 3930 4835 4604


www.ascsd.ae 29


19








18


ASD, W/Ω 107.5 77.6 53.4 38.8 29.3 22.8 18.1 14.7 12.1 10.0 8.4 7.1 6.1 5.2 4.4LRFD, ϕW 195.6 124.2 85.4 62.1 46.9 36.5 29.0 23.5 19.3 16.1 13.5 11.4 9.7 8.3 7.1







16


ASD, W/Ω 107.5 86.0 65.1 47.3 35.8 28.0 22.3 18.2 15.0 12.5 10.6 8.9 7.3 6.1 5.2LRFD, ϕW 215.0 151.1 104.1 75.8 57.4 44.7 35.7 29.0 24.0 20.0 16.9 14.4 12.3 10.6 9.1







All G

ages







22








21


ASD, W/Ω 111.8 70.8 48.6 35.2 26.5 20.5 16.2 13.1 10.7 8.8 7.3 6.1 5.1 4.3 3.6LRFD, ϕW 164.5 113.3 77.7 56.3 42.3 32.8 26.0 20.9 17.1 14.1 11.7 9.8 8.2 6.9 5.8







20


ASD, W/Ω 117.9 74.7 51.3 37.2 28.0 21.7 17.2 13.9 11.3 9.4 7.8 6.5 5.5 4.7 3.9LRFD, ϕW 176.3 119.6 82.1 59.4 44.8 34.7 27.5 22.2 18.1 15.0 12.5 10.5 8.8 7.4 6.3








22 2753 3106 3211 19 3483 3870 400021 3102 3388 3502 18 3576 4088 419020 3254 3519 3638 16 3774 4558 4421


www.ascsd.ae 31


19








18


ASD, W/Ω 137.6 97.3 66.9 48.6 36.8 28.6 22.8 18.5 15.2 12.7 10.7 9.0 7.7 6.6 5.7LRFD, ϕW 245.0 155.6 107.1 77.8 58.8 45.8 36.5 29.6 24.4 20.3 17.1 14.4 12.3 10.5 9.0







16


ASD, W/Ω 137.6 110.1 81.7 59.5 45.1 35.2 28.1 22.9 18.9 15.8 13.4 11.4 9.8 8.4 7.3LRFD, ϕW 275.2 189.8 130.8 95.2 72.2 56.3 45.0 36.6 30.3 25.3 21.4 18.2 15.6 13.4 11.6







All G

ages





Steel Masters International (ME) FZE.PO Box 17603,

Office – RA 08 / VB 05Jebel Ali Free Zone, Dubai, UAE

Tel: +971 4 8872882Fax: +971 4 8872884

Mobile: +97 150 6242634Email: [email protected] / [email protected]

Website: www.ascsd.ae

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3wh-36 hi form - dependable steel

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