STATICAL CALCULATION
For
Slab Formwork System
Main Contractor
CANAR
Project
SMALL BOAT HARBOURS PROJECT
Prepared by
M.A.
Page 1 of 19
GENERAL REMARKS
1. Permissible Loads
Plywood:
Permissible Moment = 0.456 kNm/m
Permissible Shear force = 6.340 kN/m
Permissible deflection = span / 270
Secondary Beam
H20 TIMBER BEAM
Permissible Moment = 5.00 kNm
Permissible Shear force = 11.00 kN
Permissible deflection = span / 550
Primary Beam
DOUBLE H 20 TIMBER BEAM
Permissible Moment = 10.00 kNm
Permissible Shear force = 22.00 kN
Permissible deflection = span / 550
TG60 Tower AR-TG-C-02-0 :
- one frame 0.71 m
- Two frames 1.00m
Tower capacity for 30 cm jacks extension under the beam = 53.2 kN
Tower capacity for 65 cm jacks extension under the slab = 36.6 kN
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2.LOADS
Static calculation for bending moment, shear force and deflection are done using TIPOS Beam.
Loads
-Concrete Load, b 26 kN/m3
-Formwork Load, g 0.40 kN/m2
i) 4 Lm of H20 beam/sqm = 4*6kg = 24 kg/ sqm2, Supplied by site
ii) 13kg of plywood/sqm(Assumed wt of ply, supplied by site
-Live Load, p 0.20 x b, 1.5 ≤ p ≤ 5.0kN/m2
Supporting scaffolding according to DIN 4421 generallay 20% of the fresh concrete dead load at
least 1.5 kN/m2, but not more than 5.0 kN/m2
-Dynamic Load, d = 25% of Live load
Total Load, q = b + g + p + d
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STATIC CALCULATION
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3.Slab bottom formwork - 275 mm slab
Load Calculation- Slab Depth = 0.275 m
- Formwork load,g = 0.4 kN/m2
- Concrete load,b = 26kN/m3 x d(m)
=26 X 0.275
=7.15 kN/m2
- Live load = 20%of concrete load (b), 1.5 ≤ p ≤ 5.0kN/m2
= 1.43 kN/m2
- Dynamic Load,d = 25% of live load
= 0.36 kN/m2
Total Load, q = 7.15+ 1.43+ .36
= 8.95 kN/m2
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3.a. Plywood 18mm
Distributed load on the plywood (w) = 8.95 kN/m2
Spacing between the secondary (L) = 488 mm
Maximum bending moment = 0.1 x q x L2
= 0.1 x 8.95 x (0.488)2
= 0.21 kNm/m
Permissible bending moment = 0.456 kNm/m
O.K.
Maximum shear force = [0.525(L-b-t)/L] W x L
= [0.525(0.488 -0.08-0.018)/0.488] x8.95 x 0.488
Permissible shear force = 3.78 kN/m
O.K.
Maximum deflection =0.0068(wl4) / EI
=0.0068((8.95 x 0.4884)/3.26)
= 1.06 mm
Permissible deflection = Span / 270 = 488 /270
= 1.807 mm
O.K.
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3.b.a - H20-2.90M SECONDARY-TIMBER BEAM
Distributed load = 8.95 kN/m2
Spacing between the secondary beams = 488 mm
Total load on secondary beam = 8.95 x 0.488
= 4.37 kN/m
From the analysis:
-Maximum bending moment = 0.67 kNm
Permissible bending moment = 5.00 kNm
Maximum bending moment less than permissible. Hence safe
-Maximum shear force = 3.13 kN
Permissible shear force = 11.00 kN
Maximum shear less than permissible. Hence safe
-Maximum deflection = 0.3 mm
Permissible deflection = 1250/ 550 = 2.27 mm
Maximum deflection less than permissible. Hence safe
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3.c.b - H20-5.90M PRIMARY-TIMBER BEAM
Max reaction on the primary =5.97 kN
Spacing between the secondary beams =488 mm
-Max load on primary beam = 5.97 / 0.488
= 12.24 kN/m
From the analysis:
- Maximum bending moment = 4.51 kNm
Permissible bending moment = 10.00 kNm
Maximum bending moment less than permissible. Hence safe
- Maximum shear force = 14.7 kN
Permissible shear force = 22.00 kN
Maximum shear less than permissible. Hence safe
- Maximum deflection = 1.5 mm
Permissible deflection = span / 550
= 2.07 / 550
= 3.77 mm
Maximum deflection less than permissible. Hence safe
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3.d.Layher TG60 Tower AR-TG-C-02-0
- Maximum reaction on the tubes = 28.3 kN
Permissible load on the tubes = 36.6 kN
Maximum reaction is less than permissible. Hence safe
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4.Beam bottom formwork – 600X600 mm Beam
Load Calculation
- Formwork load,g = 0.4 kN/m2
- Concrete load,b = 26kN/m3 x d(m)
=26 x600
= 15.6 kN/m2
- Live load = 20%of concrete load (b), 1.5 ≤ p ≤ 5.0kN/m2
= 3.12 kN/m2
- Dynamic Load,d = 25% of live load
=0.78 kN/m2
Total Load, q = 0.4 + 15.6 + 3.12 + 0.78
= 19.9 kN/m2 from the beam.
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Plywood 18mm
Distributed load on the plywood (w) = 19.9 kN/m2
Spacing between the secondary (L) = 0.35 mm
Maximum bending moment = 0.1 x q x L2
= 0.1 x 19.9 x (0.35)2
= 0.244 kNm/m
Permissible bending moment = 0.456
O.K.
kNm/m
Maximum shear force = [0.525(L-b-t)/L] W x L
= [0.525(0.35 -0.08-0.018)/0.350] x19.9 x 0.35
= 2.633 kN/m
Permissible shear force = 6.340 kN/m
O.K.
Maximum deflection =0.0068(wl4) / EI
=0.0068((19.9 x 0.354)/3.26)
= 0.63 mm
Permissible deflection = Span / 270
= 350 /270
= 1.30 mm
O.K.
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4.a.H20- 1.5 M SECONDARY BEAM
Distributed load from the beam = 19.9 kN/m2
Spacing between the secondary beams = 350 mm
Total load from the beam 600x600 mm = 19.9 x 0.35 =6.97 kN/m
Total load from the Slab 275 mm = 8.95 x 0.35 =3.13 kN/m
-Maximum bending moment = 0.73kNm
Permissible bending moment = 5.00 kNm
Maximum bending moment less than permissible. Hence safe
-Maximum shear force = 2.55 kN
Permissible shear force = 11.00 kN
Maximum shear less than permissible. Hence safe
-Maximum deflection = 0.2 mm
Permissible deflection = 109 / 550 = 1.96 mm
Maximum deflection less than permissible. Hence safe
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4.b.Primary beam – DOUBLE H 20 TIMBER BEAM
Max reaction on the primary 3.20= kN Spacing
between the secondary beams = 350mm
-Max load on primary beam = 3.20/0.35
= 9.15 kN/m
From the analysis:
- Maximum bending moment = 3.20 kNm
Permissible bending moment = 5.0 kNm
Maximum bending moment less than permissible. Hence safe
- Maximum shear force = 10.67 kN
Permissible shear force = 22.00 kN
Maximum shear less than permissible. Hence safe
- Maximum deflection = 1.1mm
Permissible deflection = 2070 / 550
= 3.77
Maximum deflection less than permissible. Hence safe
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5.d.Layher TG60 Towers
- Maximum reaction on the Supports = 15.86 kN
Permissible load on the Supports = 53.2 kN
Maximum deflection less than permissible. Hence safe
No. of Towers needed for one floor = (47 x4 +5) for Slab shoring + (16X42)/3
= 417 Tower
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APPENDIX - 1
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