Load Calculation

Self Wight of the Skid = 155.121 kN

Self Weight governing Design = 77.5605 kN

Dead Load Calculation Live Load Calculation

Base Skid Area = 39.00 m2
Grating Load = 0.25 kN/m2 Live Load Considered
Grating Load at Base = 9.75 kN Total Accesible Area

Frame 1 Area = 12.94 m2 Live Load governing Design

Grating Load = 0.25 kN/m2
Grating Load at frame 1 = 3.23 kN

Frame 2 Area = 11.04 m2

Grating Load = 0.25 kN/m2
Grating Load at frame 2 = 2.76 kN

Sandwich Panel Load = 0.18 kN/m2

Transverse Sheeting Area = 25.665 m2

Longitudinal Sheeting Area = 57.4 m2
Roof Sheeting Area = 42 m2

Total Area = 125.065 m2

Sandwich Panel Load = 22.5117 kN

Equipment Load = 191.5 kN

Cable Tray Load = 35 kN

Unfactored Dead Load Acting on

one Side of Skid = 342.32 kN
 Live Load Calculation

Live Load Considered = 5 kN/m2

Total Accesible Area = 52.46 m2
Total Live Load = 262.3 kN
Live Load governing Design = 131.15 kN

Factored Load acting as Shear = 1.2DL+1.4LL

= 594.39 kN
 Load Calculation
Self Wight of the Skid = 162.88 kN
Self Weight governing Bolt Area = 18.66 kN

Dead Load Calculation Live Load Calculation

Base Skid Area = 8.94 m2
Grating Load = 0.25 kN/m2 Live Load Considered
Grating Load at Base = 2.23 kN Total Accesible Area

Sandwich Panel Load = 0.2 kN/m2

Longitudinal Sheeting Area = 11.28 m2

Roof Sheeting Area = 8.72 m2

Total Area = 20.0 m2

Sandwich Panel Load = 4.00 kN

Equipment Load = 58.58 kN

Unfactored Dead Load Acting on

Single Bolt Group = 83.47 kN
Live Load Calculation

Live Load Considered = 5 kN/m2

Total Accesible Area = 8.94 m2
Total Live Load = 44.69 kN

Factored Load acting as Shear = 1.2DL+1.2LL

= 144.85 kN

Load for Prying action = 66.76 kN

 BOLT Shear strength Calculation

Minimum Axial Load considered as per Standards = 144.85 kN

Use Grade 4.60 bolts
Allowable bearing stress on bolt = 400 N/mm2
Allowable shear stress on bolt = 160 N/mm2

Diameter of the bolts f = 16 mm

Diameter of the holes = 20 mm
Diameter of the standard clearance hole Dhole = 20 mm
Mimimum edge distance required = 1.25Dia
Bolts edge distance required = 20 mm
Bolts edge distance provided = 25 mm
Net area of anchor bolt = 156.67 mm2

Shear and Bearing Strength:

Eccentricity = 25 mm
Pitch = 50 mm
Shear Strength of Bolt Fs = 1*156.67*160
= 25.0672 kN

Bearing Strength of Bolt Fb = 1*156.67*400

= 62.67 kN

Bolt Value = 25.07 kN

NO. of Bolts Required = Required Strength/Bolt Value

= 5.78
NO. of Bolts Required per meter = 0.41

Provide f 16 Bolts @ 500mm interval

Check for Embedment Length of Anchor bolt
Embedment length given for bolt L prov = 50 mm
Embedment Length required for the bolt L req = Pt,act / (fb π Φ)
Pt,act = 5.364924 kN
Φ = 16 mm
fb = √fc'
= 16.58312 N/mm2
L req = 6.436168 mm
Embedment Length required for the bolt Ld req = 50 mm
Embedment length given for bolt L prov = 50 mm
 1 kg =

Self Weight Calculation of HE200 B

Weight / metre of HE 200B = 61.3 kg/m
= 0.61 kN/m
Total Length of Beam at Base = 9.39 m
Total Length of Beam at Frame = 8.79 m
Total Length of Columns at Frame = 3.06 m
Influence Length of Middle Beam = 6m
Total Length = 27.24
Load of HE 200 B = 16.62 kN

Self Weight Calculation of HE240 B

Weight / metre of HE 240B = 83.2 kg/m
= 0.82 kN/m
Total Length of Beam at Base = 9.25 m
Load of HE 200 B = 7.585 kN

Self Weight Calculation of HE100 B

Weight / metre of HE100 B = 20.4 kg/m
= 0.21 kN/m
Total Length of Beam = 22.92 m
Load of HE100 B = 4.8132 kN

Self Weight Calculation of IPE 140

Weight / metre of IPE 140 = 12.9 kg/m
= 0.13 kN/m
Total Length of Beam = 6m
Load of IPE 140 = 0.78 kN

Self Weight Calculation of IPE 100

Weight / metre of IPE 100 = 8.1 kg/m
= 0.08 kN/m
Total Length of Beam = 3.13 m
Load of IPE 100 = 0.2504 kN

Self Weight Calculation of HE 160 B

Weight / metre of HE 160 B = 42.6 kg/m
= 0.42 kN/m
Total Length of Beam = 12.3 m
Load of HE 160 B = 5.166 kN

Self Weight Calculation of UPN 80 D

Weight / metre of UPN 80 D = 17.28 kg/m
= 0.17 kN/m
Total Length of Beam = 3.8 m
Load of UPN 80 D = 0.646 kN
 Self Weight Calculation of UPN 120
Weight / metre of UPN 120 = 13.4 kg/m
= 0.14 kN/m
Total Length of Beam = 14.73 m
Load of UPN 120 = 2.06 kN

Self Weight Calculation of UPN 240 D

Weight / metre of UPN 240 D = 66.4 kg/m
= 0.66 kN/m
Total Length of Beam = 6m
Load of UPN 240 D = 3.96 kN

Total Self Weight = 92.14 kN

0.009806 kN

Grating Weight Calculation

Frame Area = 27.18 m2

Grating Load = 0.25 kN/m2
Load = 6.80 kN

Base Frame Area = 8.33 m2

Grating Load = 0.25 kN/m2
Load = 2.08 kN

Total Load = 8.88 kN

Roof sheeting Load

Roof sheet Area = 58.57 m2

Roof Load = 0.2 kN/m2
Load = 11.71 kN

Equipment Load

Total Equipment Load = 213.00 kN

Wind load Calculation

Wind Load Influence Area = 76.80 kN

Wind Presure = 1.16 kN/m2
Total Wind load = 89.09 kN

Tensile Force = 488.60 kN

Tensile Force /Bolt = 44.42 kN

Prying Force Calculation

Allowable Tensile Stress of Bolt = 400 N/mm2

Allowable Yield Stress of Bolt = 240 N/mm2

Prying Force Distance Ly = 80 mm

Prying Force Distance Le = 40 mm
 Prying Force

Effectivce Width be = 240 mm

Thickness = 9.5 mm 0.374016
Prying Coefficient β = 1

Q per Bolt = 83.41 kN

18.77
Total Tensile Force/ Bolt = 200.26 kN

a = 32 1.259843
b = 72 2.834646

15.7845

70.21261
 BOLT Tensile Strength Calculation

Minimum Tensile Force considered Per Bolt = 200.26 kN

Use Grade 4.60 bolts
Allowable Tensile stress on bolt = 400 N/mm2

Diameter of the bolts f = 16 mm

Diameter of the holes = 20 mm
Diameter of the standard clearance hole Dhole = 20 mm
Mimimum edge distance required = 1.25Dia
Bolts edge distance required = 20 mm
Bolts edge distance provided = 25 mm
Net area of anchor bolt = 156.67 mm2
No. of Bolts Provided at 1.375 m Interval = 4
Tensile strength Calculation:

Eccentricity = 25 mm
Pitch = 50 mm
Tensile Strength of Bolt Fb = 1*156.67*400
= 62.67 kN

Bolt Value = 250.67 kN

Actual Tensile Strength = 200.26 kN

Pass Ratio = 0.80
Hence Safe
Provide 4 No.s of M16 Bolts @ 1.375 m Interval
Check for Embedment Length of Anchor bolt
Embedment length given for bolt L prov = 50 mm
Embedment Length required for the bolt L req = Pt,act / (fb π Φ)
Pt,act = 7.417037 kN
Φ = 16 mm
fb = √fc'
= 16.58312 N/mm2
L req = 8.898038 mm
Embedment Length required for the bolt Ld req = 50 mm
Embedment length given for bolt L prov = 50 mm
 BOLT Shear strength Calculation

Minimum load Acting as Shear = 144.85 kN

Use Grade 4.60 bolts
Allowable shear stress on bolt = 160 N/mm2

Diameter of the bolts f = 16 mm

Diameter of the holes = 20 mm
Diameter of the standard clearance hole Dhole = 20 mm
Mimimum edge distance required = 1.25Dia
Bolts edge distance required = 20 mm
Bolts edge distance provided = 25 mm
Net area of anchor bolt = 156.67 mm2
No. of Bolts Provided @ 1.375 m interval = 4
Shear Strength Check:

Shear Strength of Bolt Fs = 1*156.67*160

= 25.0672 kN

Bolt Value = 25.07 kN

NO. of Bolts Required = Required Strength/Bolt Value

= 5.78
NO. of Bolts Required per meter = 0.41

Provide 4 No.s of M16 Bolts @ 1.375 m Interval

Check for Embedment Length of Anchor bolt
Embedment length given for bolt L prov = 50 mm
Embedment Length required for the bolt L req = Pt,act / (fb π Φ)
Pt,act = 5.364924 kN
Φ = 16 mm
fb = √fc'
= 16.58312 N/mm2
L req = 6.436168 mm
Embedment Length required for the bolt Ld req = 50 mm
Embedment length given for bolt L prov = 50 mm
 Thickness Calculation

Max. Axial Load acting as Tension = 83.47 kN INPUT

= 18.77 kips
Allowable Tensile Stress of Bolt = 400 N/mm2
= 58.02 ksi

Provided Dia. Of Bolts = 16 mm

Hole Diameter d' = 18 mm
Edge Distance required = 20 mm
Edge Distance provided = 25 mm
No. of Bolts Provided in a bolt Group = 4
Tension per Bolt = 4.7 kips

Tensile Strength of M16 Bolts = 14.09 kips

UPN 240
Ax = 13.11 in2
D = 9.45 in
Bf = 3.45 in
Tf = 0.51 in
Tw = 0.37 in

Distance from the centre to edge a = e+Tf

a = 1.5 in
Guage Distance b = (D-(2*a))/2
b = 3.23 in

ρ = b/a
= 2.16 in

β =

= 0.79 in

p = Width of plate/No.of Bolts

= 2.37 in

δ =

= 0.71

α' =

= 5.3

treq =
= 0.32 in < 0.37 in
Prying Force Calculation Not Required
 Tensile Strength Calcualtion

Use Grade 8.80 bolts

Allowable Tensile stress on bolt = 800 N/mm2

Calculated Factored Tensile Strength = 615.00 kN

Calculated Factored Bending Moment = 535.05 kN m

UPN 240
Ax = 4230.00 mm2
D = 240.00 mm
Bf = 85.00 mm
Tf = 13.00 mm
Tw = 9.50 mm

Tension in Bolt T = B.M

(D/2)

= 4458.75 kN

Stress in Bolt due to Tension σ = T

A

Diameter of the bolts = 16 mm

Diameter of the holes = 20 mm
Diameter of the standard clearance hole = 20 mm
No. of Bolts Provided = 40
Mimimum edge distance required = 1.25Dia
Bolts edge distance required = 20 mm
Bolts edge distance provided = 25 mm
Net area of anchor bolt = 201.06 mm2

Stress in Bolt due to Tension σ = 554.41

Nominal Tensile Stress in Bolts Cl-J3-2 AISC 360 - 05 = 0.75 Fu
= 600 N/mm2
Pass Ratio = 0.93
Hence Safe