DECK PLATE - LAYDOWN AREApg 1 of 3

Deck Plate for Live Load

Case 1: U niform Live Load of 20kN/m 2

Live Load q 20kN

m2

Thickness of plate t 10mmWidth of plate b 1.1mLength of plate a 1.125m

Young's modulus of steel E 2 105 MPaYield stress of steel Fy 355MPa

Safety factor for bending of plate as per AISC-ASD design 1.67

Allowable bending stress of plate as per AISC F.6 b1.5Fy

318.862 MPaNote: 1.5 is the shape factor for plates (plastic section modulus / elastic section modulus)

As per Roark's table 11.4, case 8a:

x

1

1.2

1.4

1.6

1.8

2.0

1

0.3078

0.3834

0.4356

0.4680

0.4872

0.4974

2

0.1386

0.1794

0.2094

0.2286

0.2406

0.2472

0.0138

0.0188

0.0226

0.0251

0.0267

0.0284

for aspect ratio zab

1.023

1 linterp x 1 z z 2if0.5 otherwise

0.316

2 linterp x 2 z z 2if0.25 otherwise

0.143

linterp x z( ) z 2if0.0284 otherwise

0.0144

moment at center of long edge max1 q b2

t276.567 MPa

DECK PLATE - LAYDOWN AREApg 2 of 3

maximum deflection ymax q b4

E t32.104 mm

UCbendingmaxb

0.24

Allowable deflection yallowb

2005.5 mm

"O.K" ymax yallowif"Not O.K" otherwise

"O.K"

Case 2: Concentrated load of 40kN

Concentrated load P 40kNLoading dimensions: la 300mm lb 300mm

equivalent radius of contact area r0la lb

169.257 mm

As per Roark's table 11.4, case 8b:

x

1

1.2

1.4

1.6

1.8

2.0

1

0.2380.078

0.011

0.053

0.068

0.067

2

0.7542

0.8940

0.9624

0.9906

1.000

1.004

0.0611

0.0706

0.0754

0.0777

0.0786

0.0788

for aspect ratio zab

1.023

1 linterp x 1 z z 2if0.067 otherwise

0.22

2 linterp x 2 z z 2if1.008 otherwise

0.77

linterp x z( ) z 2if0.0791 otherwise

0.0622

moment at center of long edge max2 P

t2308.035 MPa

DECK PLATE - LAYDOWN AREApg 3 of 3

maximum deflection ymax P b2

E t315.047 mm

UCbendingmaxb

0.966

Allowable deflection yallowb

2005.5 mm

"O.K" ymax yallowif"Not O.K" otherwise

"Not O.K"