MS Slab/Appendix- 03 Architect Construction & Service Corporation Project : SMC factory - Phase Factory No.1 APPENDIX No.03 FORMWORK CALCULATION FOR BEAM 1/ Material characteristics No Formula Components 2x50x50x2 2x40x80x2 40x80x2 80x40x2 W 18 mm b(cm) h(cm) d(cm) 0.2 77.94773333 0.2 38.97386667 0.2 13.1178667 100 Jx(cm ) 5 0.2 29.5424 d b 1.8 48.6 bh3/12-(b-2d).(h-2d)3/12 Wx (cm3) 11.81696 19.48693333 9.743466667 6.55893333 54 Jx/(h/2) Selfweigh Concrete = Reinforcement = 2400 100 Wooden ( Film)= 550 7850 Steel = h kg/m3 kg/m3 kg/m3 kg/m3 Calculation for biggest size 400x1100 mm A Vertical load: Standard loading : H(m) - Selfweigh of beam (2.4 T/m3) : 2.4 x 1.1 = 2.64 T/m2 (Dead load) - Selfweigh of steel rebar (0.1 T/m3) : 0.1 x 1.1 = 0.11 T/m2 (Dead load) Σqtc = = - Selfweigh of formwork (0.12 T/m2) : F1- Beam formwork Calculation 0.12 T/m (Dead load) 2.870 T/m Page of 11 MS Slab/Appendix- 03 Design loading (multiplise with overload factor ) : k - Selfweigh of beam (2.4 T/m3) : 2.64 x 1.2 = 3.168 T/m2 (Dead load) - Selfweigh of steel rebar (0.1 T/m3) : 0.11 x 1.2 = 0.132 T/m2 (Dead load) - Selfweigh of formwork (0.12 T/m2) : 0.12 x 1.1 = 0.132 T/m2 (Dead load) - Live load of worker (0.25 T/m2): 0.25 x 1.3 = 0.325 T/m2 (Live load) - Live load of vibration method (0.20T/m2): 0.2 x 1.3 Σqtt = = 0.26 T/m (Live load) 4.017 T/m Checking plywood form : - Plywood form width : - Distance between horizontal purlin (span of plywood) L : 0.18 - Elastic modulus of plywood E : 45887.4 - Section modulus Wx : m m kg/cm2 54 cm3 48.6 4.017 2.87 cm4 T/m T/m - Moment of inertia Jx : - Distribution loading : - Distribution loading (qct): q = (Σqtt) x1 qtc = (Σqtt) x1 = = - Maximum bending moment : M = qL2/8 = - Maximum of stress force σ = M/Wx = 30.1275 kg/cm2 - Maximum deflection : f = (5/384)x(qtc)xL4/(EJx) = 0.0176 cm F1- Beam formwork Calculation 0.01626885 Tm Page of 11 MS Slab/Appendix- 03 - Stress force allowable : - Deflection allowable : - Conclusion : σmax fmax= L/400 + Stress force + Deflection Checking premier purlin : - Using steel box : - Elastic modulus of steel box E : - Section modulus Wx : - Moment of inertia Jx : - Distance between purlins a : - Span of purlin L1: - Distribution loading : - Distribution loading (tc) : F1- Beam formwork Calculation = = 407.888 0.045 kg/cm2 cm OK OK WxH: 40x80 2100000 9.74346667 38.9738667 0.18 q1 = (Σqtt) x a = 0.72306 q1tc = (Σqtc) x a = 0.5166 (mm) kg/cm2 cm3 cm4 m m T/m T/m Page of 11 MS Slab/Appendix- 03 - Maximum bending moment : M = q1xL12/10 = - Maximum of stress force : σ = M/Wx = - Maximum deflection : f = (5/384)x(q1tc).L14/(EJx) = - Stress force allowable : - Deflection allowable : - Conclusion : + Stress force: + Deflection : σmax fmax= L1/400 Checking secondary purlin : - Using steel box : - Elastic modulus of steel box E : 0.0723 Tm 742.097 kg/cm 0.0822 cm 2100 kg/cm 0.25 cm OK OK WxH: 2(40x80) (mm) 2100000 kg/cm - Section modulus Wx : 19.48693333 cm - Moment of inertia Jx : - Distance of purlins (a) : 77.94773333 cm 1m F1- Beam formwork Calculation Page of 11 MS Slab/Appendix- 03 - Width of beam (b) : - Span of purlin L3 : - Point loading : - Convert into distribution load P =qtt.a.b q3=P/L3 - Maximum bending momen: (Point load) M= q3.L32/8 - Maximum of stress force : σ = M/Wx - Standard Point load - Convert into standard Distribution load Ptc =qtc.a.b q3tc=Σ P1/L3 - Maximum deflection : - Stress force allowable : - Deflection allowable : - Conclusion : + Stress force : + Deflection : F1- Beam formwork Calculation f = (5/384)x(q3tc)xL34/(EJx) σmax= fmax= L3/400 0.4 1.6068 1.6068 m m T T/m 0.20085 Tm 1030.691 kg/cm 1.148 T 1.148 T/m 0.0913 cm 2100 kg/cm 0.25 cm OK OK Page of 11 MS Slab/Appendix- 03 Checking support : Loading area to support a Standard loading: (Loading area WxL= 1.6 x 2.0 (m) - Selfweigh of RC beam without slab (0.96m high) : - Selfweigh of RC slab (0.14 m thk.) : - Selfweigh of beam formwork (90 kg/m): - Selfweigh of slab formwork (40 kg/m2): b Design loading (multiplise with overload factor ) : - Selfweigh of RC beam without slab (0.96m high) : - Selfweigh of RC slab (0.14 m thk.) : - Selfweigh of beam formwork (90 kg/m): - Selfweigh of slab formwork (40 kg/m2): - Live load of worker (0.25 T/m2) : - Live load of vibration method (0.20 T/m2) : k 1.2 1.2 1.1 1.1 1.3 1.3 x x x x x x W 0.4 1.6 x x 1.6 x W 0.4 1.6 x x 1.6 x H 0.96 0.14 H 0.96 0.14 x x x x x x x L 2 2 Σqtc L 2 2 2 Σqtt x x x x x x x x x x = Density 2.6 2.6 0.09 0.04 Density 2.6 2.6 0.09 0.04 0.25 0.2 = = = = = = = = = = = Load 1.9968 1.1648 0.180 0.128 3.4696 T T T T T Load 2.396 1.398 0.198 0.141 0.650 0.520 5.30 T T T T T T T Load of support < scafolding loading capacity 8T : OK B Formwork for beam side : Lateral loading for beam side : F1- Beam formwork Calculation Page of 11 MS Slab/Appendix- 03 - Lateral pressure of concrete (T/m2) : where: g.H.n1 n1: 1.3 g: 2.4 T/m H: Height of concrete (m) 0.15 T/m - Live load of penetrating vibrator 0.4 T/m - Live load of pumping concrete Formula - Lateral pressure of concrete (T/m2) : - Live load of penetrating vibrator (T/m2): - Live load of pumping concrete (T/m2): ΣP (T/m2) ΣPtc (T/m2) No g x H x n1 0.15 x n1 0.4 x n1 0.16 0.4992 0.195 0.52 1.2142 0.934 Height of concrete (m) 0.85 1.1 2.652 3.432 0.195 0.195 0.52 0.52 3.367 4.147 2.59 3.19 0.55 1.716 0.195 0.52 2.431 1.87 Checking plywood form : Check with the maximum lateral pressure at the bottom (H=1.1m) - Calculation width : 1m - Distance between horizontal purlin L : 0.3 m - Elastic modulus of plywood form E : 54 cm - Section modulus Wx : - Momen of inertia Jx : - Distribution loading : F1- Beam formwork Calculation 45887.4 kg/cm q = (ΣP) x a 48.6 cm 4.147 T/m Page of 11 MS Slab/Appendix- 03 - Maximum bending moment : M = q x L2/8 0.04665 Tm - Maximum of stress force : σ = M/Wx 86.39583 kg/cm2 - Maximum deflection : fmax=q.L /(128EJx)= - Stress force allowable : - Deflection allowable : - Conclusion : + Stress force : + Deflection : σmax fmax = L/400 0.011767 cm 407.888 kg/cm 0.075 cm OK OK Checking premier purlin : Check the 3rd purlin, 850mm from the top of concrete (maximum pressure) Case No.2 - Using steel box : WxH: 80x40 (mm) - Elastic modulus of steel box E : 2100000 kg/cm2 - Section modulus Wx : 6.5589 cm3 - Moment of inertia Jx : - Width of loading a : - Span of purlin L1 : 13.1179 0.305 cm4 m m F1- Beam formwork Calculation Page of 11 MS Slab/Appendix- 03 - Distribution loading : - Standard Distribution loading : q1 = (ΣP) x a= q1tc = (ΣPtc) x a= 1.026935 T/m 0.78995 T/m - Maximum bending momen : Mmax = q1L12/10 0.1026935 Tm - Maximum of stress force : σ = M/Wx = - Maximum deflection : f = (5/384)x(q1tc).L14/(EJx) = - Stress force allowable : - Deflection allowable : - Conclusion : + Stress force: + Deflection : σmax fmax =L1/250 1565.704 kg/cm 0.037338415 cm 2100 kg/cm 0.4 cm OK OK Loading diagram & stress Span of yoke = 1m Look up the table above F1- Beam formwork Calculation H=160mm-> y1=ΣP(1) = 1.2142 T/m2 H=1100mm-> y3=ΣP(3) = 4.147 T/m2 Page of 11 MS Slab/Appendix- 03 Using SAP software to calculate the stress The results as below: Moment Mmax = 0.06 Tm Deflection f = 0.000105 cm Force R1 = 0.73 T Force R2 = 1.55 T Force R3 = 0.27 T Checking second purlin (yoke): - Using steel box : Ly= 1.2 m WxH: 2x50x50 (mm) 2100000 kg/cm - Elastic modulus of steel box E : - Section modulus Wx : 11.81696 cm - Moment of inertia Jx : 29.5424 cm - Maximum of stress force : σ = M/Wx = - Stress force allowable : - Deflection allowable : σmax fmax = Ly/250 = = F1- Beam formwork Calculation 507.745 kg/cm 2100 kg/cm 0.48 cm Page 10 of 11 MS Slab/Appendix- 03 - Conclusion : + Stress force : + Deflection : OK OK Check Tie rods Using D10 tie rod Section area Loads applied on tie rods Force applied on tie rod (kg) -Tensile strength of tie rod steel [σ] - Stress force allowable : σmax - Conclusion : + Stress force : OK R1 730.00 929.4648677 0.78540 R2 1550.00 1973.52129 cm2 R3 270.00 343.7746771 2300 kg/cm2 Checking base jacking : - Using steel pipe D42 - Checking stabilization of beam side - Design span (a): m - Length of lever arm L : 0.7 m - Point loading by horizontal pressure (case in above table) :F1 = (ΣP) x a - Momen (by horizontal pressure) : M = F1.L - For antidumping, base jacking must support : F2 = M/0.75 - Axial force in base jacking : Fdoc = F2xcos45 = = = = 4.862 3.4034 4.53787 2.38384 1851.67 kg/cm 2100 kg/cm - Maximum of stress force : σ = Fdoc/S = - Stress force allowable : - Checking : + Stress force : OK σmax = F1- Beam formwork Calculation T Tm T T Page 11 of 11 [...]... Fdoc = F2xcos45 = = = = 4.862 3.4034 4.53787 2.38384 2 1851.67 kg/cm 2 2100 kg/cm - Maximum of stress force : σ = Fdoc/S = - Stress force allowable : - Checking : + Stress force : OK σmax = F1- Beam formwork Calculation T Tm T T Page 11 of 11 ... Conclusion : + Stress force : OK R1 730.00 929.4648677 0.78540 R2 1550.00 1973.52129 cm2 R3 270.00 343.7746771 2300 kg/cm2 7 Checking base jacking : - Using steel pipe D42 - Checking stabilization of beam side - Design span (a): 2 m - Length of lever arm L : 0.7 m - Point loading by horizontal pressure (case 4 in above table) :F1 = (ΣP) x a - Momen (by horizontal pressure) : M = F1.L - For antidumping,