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The document provides information for calculating shear forces and bending moments for slabs and beams in a building. It includes slab dimensions, imposed loads, material properties, beam and column sizes, and calculated fixed end moments and shear force coefficients for various slab sections. Moment distribution factors are calculated for joints in the frame to determine internal bending moments. Shear forces are then calculated at each joint by summing moments equal to zero.

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Finishes, services = 0.4 kN/m Density of concrete = 25 kN/m³ Imposed Load = 0.81 kN/m Slab thickness, h = 100 Beam size, b×h = 150 × 280 Column size, b×h = 150 × 150 GROUND FLOOR Slab 2-4/B-D : = 4.2/3.9 = 1.08 two-way slab Case 3 shear force coefficient = 0.36 Slab 3-4/D-F : = 3.9/3.3 = 1.18 two-way slab Case 3 shear force coefficient = 0.44 Slab 4-5/A-B : = 4.8/1.5 = 3.20 one-way slab shear force coefficient = 0.50 Slab 4-5/B-C : = 4.8/3.0 = 1.60 two-way slab Case 1 shear force coefficient = 0.33 Slab 4-5/C-E : = 4.8/2.4 = 2.00 one-way slab shear force coefficient = 0.50 Slab 5-6/C-E : = 2.4/0.6 = 4.00 one-way slab shear force coefficient = 0.50 Slab 3a-4/E-F : = 2.1/1.8 = 1.17 two-way slab Case 2 shear force coefficient = 0.36 Slab 4-6/E-F : = 2.7/2.1 = 1.29 two-way slab Case 4 shear force coefficient = 0.50 Slab 5-6/D-E : = 3.3/2.1 = 1.57 two-way slab Case 4 shear force coefficient = 0.26 Slab 3a-5/D-E : = 3.3/2.4 = 1.38 two-way slab Case 1 shear force coefficient = 0.33 FIRST FLOOR Slab 5-3/B1-D : = 4.2/3.9 = 1.07 two-way slab case 4 shear force coefficient = 0.33 Slab 3-1a/B1-D : = 4.2/3.9 = 1.07 two-way slab case 2 shear force coefficient = 0.34 Slab 1a-1/B1-D : = 4.2/1.5 = 2.80 one-way slab shear force coefficient = 0.50 Slab 6-3a/D-E : = 4.5/3.3= 1.36 two-way slab case 2 shear force coefficient = 0.45 Slab 3a-1b/D-F : = SPECIFICATION Loading Dimension : Loading distribution : ACTIONS Loads on beam, n kN/m : Char act er i st i c per manent l oad, g Char act er i st i c var i abl e l oad, q : 5.4/4.5 = 1.20 two-way slab case 3 shear force coefficient = 0.36 Slab 5-3a/D-E : = 3.3/2.4 = 1.38 two-way slab shear force coefficient = 0.38 beam selfweight = 0.15×0.28×25 = 1.05 kN/m Finishes, services = kN/m = 1.45 kN/m Imposed Load = kN/m = 0.81 kN/m L L L L L L L L L L L L L L L L y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x L L L L L L L L L L L L L L L L 0.4 0.81 k k 2100 3900 3900 1500 PROJECT: Roof Level Case 1(Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
Size b h Beam 150 280 Column 150 150 Beam 150× 280³ /12 274400000 Column ³ 42187500 Stiffness : K = I/L (mm³) I L I/L 0 0 0 0.92 0.00 0.08 42187500 3600 11718.75 I L I/L 0.51 0.45 0.00 0.05 274400000 2100 130666.67 274400000 2400 114333.33 0.37 0.59 0.00 0.04 274400000 1500 182933.33 274400000 3000 91466.667 0.64 0.32 0.00 0.04 274400000 900 304888.89 Fcl 274400000 1500 182933.33 0.22 0.75 0.00 0.03 Fcu 0.61 0.37 0.00 0.04 0.94 0.00 0.06 3.17 3.17 1.96 1.96 3.17 3.17 Fixed end moment : 2.1 m 2.4 m 1.5 3.00 0.9 1.5 1.8m wL²/12 m m = 1.16 kNm 6 5 3a 3 1b 1a Data : Column Joint 6 Joint 5 Beam Joint 3a Joint 3 Joint 1b Joint 1a Joint 1 Case 1 : 1 1.52 kNm 0.37 kNm 1.47 kNm 0.21 kNm 0.59 kNm Moment distribution : 6 1.16 5 0.36 3a -1.15 3 1.1 1b -1.26 1a 0.38 1 -0.59 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 1.16 1.52 0.37 1.47 0.21 0.59 0.17 0.99 0.18 0.03 0.15 0.67 0.09 0.34 0.23 0.03 0.14 0.17 1.34 0.03 1.11 1.04 0.09 1.19 0.44 0.03 0.06 Moment of I ner t i a : 150 × 150 / 12 Di st r i but i on f act or : F F F K K F F F F K F F F F K K F F F F K K F F F K F F F F F F M =M = ˉ M =M = ˉ M =M = ˉ M =M = ˉ M =M = ˉ M =M = I=bh³/12 (mm ⁴) F=K/∑K 6-5 cu cl cu cl 5-6 5-3a cu cl 6-5 3a-5 3a-3 cu cl 5-3a 3a-3 3-3a 3-1b cu cl 3-1b 1b-1a 1b-3 1b-1a cu 1a-1 1a-1b 1a-1 cl 1-1a cu cl 6-5 5-6 5-3a 3a-5 3a-3 3-3a 3-1b 1b-3 1b-1a 1a-1b 1a-1 1-1a (1.16) (1.52) (0.37) (1.47) (0.21) (0.59) (0.41) (0.08) (0.66) (0.28) (0.08) (0.92) (0.53) (0.06) (0.17) (1.37) (0.08) (1.03) (1.13) (0.08) (1.13) (0.45) (0.06) w1 w2 w3 w4 w5 w6 2.1m 2.4m 1.5m 3.0m 0.9m 1.5m 6 5 3a 3 1b 1a 1 Beam selfweight = 1.05 kN/m Beam selfweight = 1.05 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic variable load, Qk = 0.81 kN/m Characteristic variable load, Qk = 0.81 kN/m Design load, 1.35Gk + 1.5Qk = 3.17 kN/m Design load, 1.35Gk + 1.5Qk = 3.17 kN/m Loads on beam, w kN/m (Roof level) : 1.35Gk = 1.96 kN/m 1.35Gk = 1.96 kN/m Beam selfweight = 1.05 kN/m Beam selfweight = 1.05 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic variable load, Qk = 0.81 kN/m Characteristic variable load, Qk = 0.81 kN/m Design load, 1.35Gk + 1.5Qk = 3.17 kN/m Design load, 1.35Gk + 1.5Qk = 3.17 kN/m 1.35Gk = 1.96 kN/m 1.35Gk = 1.96 kN/m Beam selfweight = 1.05 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic variable load, Qk = 0.81 kN/m Design load, 1.35Gk + 1.5Qk = 3.17 kN/m 1.35Gk = 1.96 kN/m Beam selfweight = 1.05 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic variable load, Qk = 0.81 kN/m² Design load, 1.35Gk + 1.5Qk = 3.17 kN/m 1.35Gk = 1.96 kN/m Span 1(6-5) : w1 Span 5(1b-1a) : w5 Span 2 (5-3a) : w2 Span 6(1a-1) : w6 Span 3 (3a-3) : w3 Span 4 (3-1b) : w4 PROJECT: Roof Level Case 1(Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
3.17 3.17 1.96 1.96 3.17 3.17 Fixed end moment : 2.1 m 2.4 m 1.5 3.00 0.9 1.5 1.8m wL²/12 m m = 1.16 kNm 6 5 3a 3 1b 1a 1 1.52 kNm 0.37 kNm 1.47 kNm 0.21 kNm 0.59 kNm Moment distribution : 6 1.16 5 0.36 3a -1.15 3 1.1 1b -1.26 1a 0.38 1 -0.59 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 1.16 1.52 0.37 1.47 0.21 0.59 0.17 0.99 0.18 0.03 0.15 0.67 0.09 0.34 0.23 0.03 0.14 0.17 1.34 0.03 1.11 1.04 0.09 1.19 0.44 0.03 0.06 Shear force : 1.106 -1.129 1.1928 -0.174 3.17 1.3364 -1.3652 3.17 -1.0255 1.96 1.041 1.96 -1.1298 3.17 0.438 -0.4532 3.17 0.0649 1.5 3 0.9 2.1 V5-6 V5-3a 2.4 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a 1.5 ∑M@ 5= 0 ∑M@ 1a =0 V6-5(2.1)- (3.17×2.1×1.05)+1.3364-0.174 = 0 V1b-1a(0.9)-(3.17×0.9×0.45)+0.438-1.1298 = 0 V6-5 = 3.88 kN V1b-1a = 0.66 V5-6 = 2.78 kN V1a-1b = 2.19 ∑M@ 3a = 0 ∑M@ 1= 0 V5-3a(2.4)-(3.17×2.4×1.2)+1.106-1.3652 = 0 V1a-1(1.5)-(3.17×1.5×0.75)+0.0649-0.4532 = 0 V5-3a = 3.7 kN V1a-1 = 2.12 V3a-5 = 3.91 kN V1-1a = 2.64 ∑M@ 3= 0 V3a-3(1.5)-(1.96×1.5×0.75)+1.041-1.0255 = 0 V3a-3 = 1.48 kN V3-3a = 1.46 kN ∑ Case 1: 0.03 0.09 0.17 0.03 0.06 0.04 0.09 0.02 0.01 0.03 M@ 1b = 0 V3-1b(3)-(1.96×3×1.5)+1.1928-1.129 = 0 V3-1b = 2.96 kN V1b-3 = 2.92 kN Shear force and bending moment diagrams for roof level case 1 2.12 3.88 3.70 1.48 2.96 0.66 2.78 1.46 2.19 3.91 2.92 2.64 0.46 M =M = ˉ M =M = ˉ M =M = ˉ M =M = ˉ M =M = ˉ M =M = V V V V 6-5 5-6 5-3a 3a-5 3a-3 3-3a 3-1b 1b-3 1b-1a 1a-1b 1a-1 1-1a 6-5 1a-1b 1a-1 1-1a 1.34 1.11 1.19 1.04 0.438 0.06 0.69 (1.16) (1.52) (0.37) (1.47) (0.21) (0.59) (0.41) (0.08) (0.66) (0.28) (0.08) (0.92) (0.53) (0.06) (0.17) (1.37) (0.08) (1.03) (1.13) (0.08) (1.13) (0.45) (0.06) 2.33 2.22 0.56 2.23 0.07 0.71 1.20 1.20 0.76 1.51 0.21 0.67 (1.37) (1.13) (1.13) (1.03) (0.45) (0.17) (0.85) (1.11) (0.26) (2.15) (0.08) (0.08) (0.04) (0.04) PROJECT: Floor Level Case 1(Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks
3.17 3.17 1.96 1.96 3.17 3.17 Fixed end moment : 2.1 m 2.4 m 1.5 3.00 0.9 1.5 1.8m wL²/12 m m = 1.16 kNm 6 5 3a 3 1b 1a 1 1.52 kNm 0.37 kNm 1.47 kNm 0.21 kNm 0.59 kNm Moment distribution : 6 1.16 5 0.36 3a -1.15 3 1.1 1b -1.26 1a 0.38 1 -0.59 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 1.16 1.52 0.37 1.47 0.21 0.59 0.17 0.99 0.18 0.03 0.15 0.67 0.09 0.34 0.23 0.03 0.14 0.17 1.34 0.03 1.11 1.04 0.09 1.19 0.44 0.03 0.06 Shear force : 1.106 -1.129 1.1928 -0.174 3.17 1.3364 -1.3652 3.17 -1.0255 1.96 1.041 1.96 -1.1298 3.17 0.438 -0.4532 3.17 0.0649 1.5 3 0.9 2.1 V5-6 V5-3a 2.4 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a 1.5 ∑M@ 5= 0 ∑M@1a = 0 V6-5(2.1)- (3.17×2.1×1.05)+1.3364-0.174 = 0 V1b-1a(0.9)-(3.17×0.9×0.45)+0.438-1.1298 = 0 V6-5 = 3.88 kN V1b-1a = 0.66 V5-6 = 2.78 kN V1a-1b = 2.19 ∑M@ 3a = 0 ∑M@1= 0 V5-3a(2.4)-(3.17×2.4×1.2)+1.106-1.3652 = 0 V1a-1(1.5)-(3.17×1.5×0.75)+0.0649-0.4532 = 0 V5-3a = 3.7 kN V1a-1 = 2.12 V3a-5 = 3.91 kN V1-1a = 2.64 ∑M@ 3= 0 V3a-3(1.5)-(1.96×1.5×0.75)+1.041-1.0255 = 0 V3a-3 = 1.48 kN V3-3a = 1.46 kN ∑ Case 1: 0.03 0.09 0.17 0.03 0.06 0.04 0.09 0.02 0.01 0.03 M@ 1b = 0 V3-1b(3)-(1.96×3×1.5)+1.1928-1.129 = 0 V3-1b = 2.96 kN V1b-3 = 2.92 kN Shear force and bending moment diagrams for roof level case 1 2.12 3.88 3.70 1.48 2.96 0.66 2.78 1.46 2.19 3.91 2.92 2.64 0.46 M =M = ˉ M =M = ˉ M =M = ˉ M =M = ˉ M =M = ˉ M =M = V V V V 6-5 5-6 5-3a 3a-5 3a-3 3-3a 3-1b 1b-3 1b-1a 1a-1b 1a-1 1-1a 6-5 1a-1b 1a-1 1-1a 1.34 1.11 1.19 1.04 0.438 0.06 0.69 (1.16) (1.52) (0.37) (1.47) (0.21) (0.59) (0.41) (0.08) (0.66) (0.28) (0.08) (0.92) (0.53) (0.06) (0.17) (1.37) (0.08) (1.03) (1.13) (0.08) (1.13) (0.45) (0.06) 2.33 2.22 0.56 2.23 0.07 0.71 1.20 1.20 0.76 1.51 0.21 0.67 (1.37) (1.13) (1.13) (1.03) (0.45) (0.17) (0.85) (1.11) (0.26) (2.15) (0.08) (0.08) (0.04) (0.04) PROJECT: Roof Level Case 2 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks :
Case 3 3.17 3.17 3.17 3.17 1.96 1.96 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 1.164975 kNm ˉM5-3a=M3a-5 = 1.5216 kNm ˉM3a-3=M3-3a = 0.594375 kNm ˉM3-1b=M1b-3 = 2.3775 kNm ˉM1b-1a=M1a-1b = 0.1323 kNm ˉM1a-1=M1-1a = 0.3675 kNm Momentdistribution: 0.51 0.98 6.00 1.16 5.00 0.36 3a 3.00 1.78 1b 1a 0.24 1.00 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.6 0.07 0.36 0.89 0.11 1.16 1.52 0.93 0.59 2.38 2.25 0.13 0.37 0.17 0.99 0.17 0.03 0.15 1.09 0.14 0.55 0.14 0.02 0.08 0.09 0.50 0.33 0.08 0.62 0.54 0.28 0.35 0.07 0.04 0.31 0.04 0.16 0.59 0.07 0.35 0.16 1.83 0.00 1.04 1.73 0.18 2.08 0.04 0.09 0.05 Shearforce : 3.17 1.83 3.17 1.04 3.17 1.73 3.17 2.08 1.96 0.04 1.96 0.05 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 1.50 V3-3a V3-1b 3.00 V1b-3 V1b-1a 0.90 V1a-1b V1a-1 1.50 V1-1a ∑ V6-5 2.10 1.83 0.16 = 0.00 ∑ V6-5 2.10 = 0.00 V3-1b 3.00 2.08 = 0.00 V6-5 = 2.38 V3-1b 3.00 = 0.00 V5-6 = 4.28 V3-1b = 4.70 V1b-3 = 4.81 ∑M@3a=0 V5-3a 2.40 1.04 = 0.00 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 0.04 = 0.00 V5-3a = 4.07 V1b-1a 0.90 = 0.00 V3a-5 = 3.54 V1b-1a = 3.00 V1a-1b = ∑M@3=0 V3a-3 1.50 1.73 = 0.00 ∑M@1=0 V3a-3 1.50 = 0.00 V1a-1 1.50 0.05 = 0.00 V3a-3 = 1.85 V1a-1 1.50 = 0.00 V3-3a = 2.91 V1a-1 = 1.50 V1-1a = 1.44 Shearforce andbendingmomentdiagramsforroof level case 3 1.50 2.38 4.07 1.85 4.70 3.00 2.91 4.28 3.54 4.81 1.44 (0.09) (0.33) (0.62) (0.35) (0.04) (0.93) (2.25) (0.37) (1.16) (1.52) (0.59) (1.78) (2.38) (0.13) (0.24) (0.37) (0.33) (0.06) (0.53) (0.49) (0.13) (1.64) (0.33) (0.04) (0.17) (0.26) (0.51) (0.25) (0.82) (0.98) (0.16) (0.01) (0.07) (0.16) (0.03) (0.14) (0.22) (0.04) (0.35) (0.08) (0.02) (0.25) (0.04) (0.00) (0.16) (1.68) (0.11) (0.93) (1.91) (0.16) (1.95) (0.09) (0.05) (0.16) (1.68) (0.93) (1.91) (1.95) (0.09) (6.99) (4.99) (14.27) (1.91) (14.09) (9.13) (1.68) (9.76) (0.79) (1.95) (2.70) (1.24) (3.57) (0.93) (2.77) (2.21) (0.09) (2.25) (1.24) (0.36) M @5 = 0 M@1b = 0 0.89 2.60 0.54 3.48 0.96 0.58 0.75 1.28 0.58 1.48 0.64 0.77 (1.91) (1.95) (1.68) (0.93) (0.09) (0.16) (0.93) (1.56) (0.49) (0.73) 2.08 1.83 1.04 1.73 0.04 0.05 0.40 0.99 0.00 0.18 0.16 0.09 0.09 0.08 0.00 0.04 (0.11) (0.16) (0.05) (0.05) (0.08) (0.02) ` PROJECT: Roof Level Case 3 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
Case 4 1.96 3.17 3.17 3.17 3.17 1.96 2.10 2.40 1.50 3.00 0.90 1.50 6.00 5.00 3a 3.00 1b 1a Fixedendmoment : M6-5=M5-6 = wL²/12 = 0.72 kNm ˉM5-3a=M3a-5 = 1.52 kNm ˉM3a-3=M3-3a = 0.59 kNm ˉM3-1b=M1b-3 = 2.38 kNm ˉM1b-1a=M1a-1b = 0.21 kNm ˉM1a-1=M1-1a = 0.37 kNm Moment distribution : 0.50 0.95 6.00 0.72 5.00 0.80 3a 3.00 1.78 1b 1a 0.15 1.00 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 0.72 1.52 0.93 0.59 2.38 2.16 0.21 0.37 0.11 0.61 0.39 0.07 0.34 1.09 0.14 0.55 0.09 0.01 0.06 0.20 0.31 0.47 0.17 0.72 0.54 0.28 0.32 0.05 0.03 0.31 0.04 0.16 0.57 0.07 0.08 1.19 0.03 1.10 1.72 0.18 2.11 0.09 0.08 0.04 Shear force : 1.96 1.19 3.17 1.10 3.17 1.72 3.17 2.11 3.17 0.09 1.96 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 1.50 V3-3a V3-1b 3.00 V1b-3 V1b-1a 0.90 V1a-1b V1a-1 1.50 ∑ ∑ V6-5 2.10 1.19 = 0.00 V3-1b 3.00 2.11 = 0.00 V6-5 2.10 = 0.00 V3-1b 3.00 = 0.00 V6-5 = 1.53 V3-1b = 4.69 V5-6 = 2.59 V1b-3 = 4.82 ∑M@3a=0 ∑M@1a=0 V5-3a 2.40 1.10 = 0.00 V1b-1a 0.90 0.09 = 0.00 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0.00 V5-3a = 3.99 V1b-1a = 3.53 V3a-5 = 3.62 V1a-1b = ∑M@3=0 ∑M@1=0 V3a-3 1.50 1.72 = 0.00 V1a-1 1.50 0.04 = 0.00 V3a-3 1.50 = 0.00 V1a-1 1.50 = 0.00 V3a-3 = 1.89 V1a-1 = 1.86 V3-3a = 2.87 V1-1a = 2.94 Shearforce and bendingmomentdiagrams forroof level case 1 1.86 1.53 3.99 1.89 4.69 3.53 2.87 2.59 3.62 4.82 2.94 (0.20) (0.47) (0.72) (0.32) (0.03) (0.93) (2.16) (0.37) (0.72) (0.80) (1.52) (0.59) (1.78) (2.38) (0.21) (0.15) (0.37) (0.33) (0.06) (0.53) (0.48) (0.13) (1.58) (0.33) (0.04) (0.17) (0.26) (0.50) (0.24) (0.79) (0.95) (0.16) (0.03) (0.17) (0.23) (0.04) (0.20) (0.26) (0.05) (0.41) (0.07) (0.02) (0.24) (0.16) (0.02) (0.00) (0.08) (1.55) (0.12) (0.99) (1.91) (0.15) (1.98) (0.63) (0.04) (0.33) (0.01) (0.01) (0.02) (0.46) (0.08) (1.55) (0.99) (1.91) (1.98) (0.63) (4.32) (0.08) (14.27) (1.91) (3.21) (14.07) (9.13) (1.55) (1.28) (1.98) (9.57) (3.18) (0.68) (3.57) (0.99) (2.21) (0.63) (2.83) (2.79) (0.68) M @5 = 0 M @1b = 0 0.60 2.49 0.57 3.47 1.32 0.55 0.78 1.25 0.60 1.48 0.75 0.59 (1.91) (1.98) (1.55) (0.99) (0.63) (0.08) (0.95) (1.56) (0.52) 2.11 1.19 1.10 1.72 0.09 0.04 0.42 1.89 0.08 0.03 0.18 0.08 0.08 0.09 0.04 0.01 0.04 (0.12) (0.15) (0.04) (0.06) (0.07) (0.02) PROJECT: Roof Level Case 4 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks ` DESIGNED BY: APPROVED BY:
Case 5 1.96 1.96 3.17 3.17 3.17 3.17 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 Fixed end moment : M6-5=M5-6 = wL²/12 = 0.7203 kNm ˉM5-3a=M3a-5 = 0.9408 kNm ˉM3a-3=M3-3a = 0.594375 kNm ˉM3-1b=M1b-3 = 2.3775 kNm ˉM1b-1a=M1a-1b = 0.213975 kNm ˉM1a-1=M1-1a = 0.594375 kNm Momentdistribution : 0.34 1.05 6 0.72 5 0.22 3a 3 1.78 1b 1a 0.38 1 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 0.72 0.94 0.35 0.59 2.38 2.16 0.21 0.59 0.11 0.61 0.11 0.02 0.09 1.09 0.14 0.55 0.23 0.03 0.14 0.05 0.31 0.24 0.05 0.59 0.54 0.28 0.39 0.11 0.07 0.21 0.03 0.10 0.63 0.07 0.38 0.10 1.02 0.65 1.79 0.17 2.09 0.29 0.10 0.07 Shear force : 3.17 3.17 2.09 3.17 0.29 3.17 1.96 1.02 1.96 0.65 1.79 0.07 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑ M@5=0 V6-5 2.10 1.02 = 0.00 ∑ V6-5 2.10 = 0.00 V3-1b 3.00 2.09 = 0.00 V6-5 = 1.62 V3-1b 3.00 = 0.00 V5-6 = 2.49 V3-1b = 4.71 V1b-3 = 4.80 ∑ M@3a =0 V5-3a 2.40 0.65 = 0.00 ∑ M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 0.29 = 0.00 V5-3a = 2.50 V1b-1a 0.90 = 0.00 V3a-5 = 2.20 V1b-1a = 3.29 V1a-1b = ∑ M@3=0 V3a-3 1.50 1.79 = 0.00 ∑ M@1=0 V3a-3 1.50 = 0.00 V1a-1 1.50 0.07 = 0.00 V3a-3 = 1.58 V1a-1 1.50 = 0.00 V3-3a = 3.18 V1a-1 = 2.56 V1-1a = 2.20 Shear force and bending momentdiagrams for roof level case 1 2.56 1.62 2.50 1.58 4.71 3.29 3.18 2.49 2.20 4.80 2.20 (0.05) (0.24) (0.59) (0.39) (0.07) (0.35) (2.16) (0.59) (0.72) (0.22) (0.94) (0.59) (1.78) (2.38) (0.21) (0.38) (0.59) (0.12) (0.02) (0.20) (0.48) (0.13) (1.58) (0.53) (0.07) (0.06) (0.10) (0.34) (0.24) (0.79) (1.05) (0.26) (0.01) (0.05) (0.12) (0.02) (0.10) (0.21) (0.04) (0.34) (0.09) (0.02) (0.29) (0.06) (0.01) (0.10) (0.00) (1.01) (0.07) (0.59) (1.96) (0.15) (1.96) (0.34) (0.07) (1.96) (1.96) (0.10) (1.01) (0.59) (0.34) (4.32) (0.10) (3.41) (14.27) (1.96) (14.13) (5.64) (1.01) (6.01) (1.28) (1.96) (2.96) (0.44) (3.57) (0.59) (2.36) (3.57) (0.34) (3.84) (0.44) M @1b = 0 0.67 1.60 0.40 3.51 1.30 1.04 0.83 1.28 0.51 1.49 0.79 0.81 (0.59) (1.96) (1.01) (0.59) (1.96) (0.10) (0.59) (2.92) (0.13) (0.57) 1.79 2.09 1.02 0.65 1.79 0.29 0.18 0.93 (0.00) (0.07) (0.15) (0.07) (0.00) (0.03) (0.08) (0.04) 0.17 0.10 0.10 0.08 0.05 0.05 PROJECT: Roof Level Case 5 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
Case 6 3.17 3.17 3.17 3.17 1.96 1.96 2.1 2.4 1.5 3 0.9 1.5 Fixed end moment : M6-5= M5-6 = wL²/12 = 1.16 kNm ˉM5-3a=M3a-5 = 0.94 kNm ˉM3a-3=M3-3a = 0.37 kNm ˉM3-1b=M1b-3 = 2.38 kNm ˉM1b-1a=M1a-1b = 0.21 kNm ˉM1a-1=M1-1a = 0.59 kNm Moment distribution : 0.05 0.40 1.05 6 1.16 5 3a 3 2.01 1b 1a 0.38 1 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 1.16 0.22 0.94 0.57 0.37 2.38 2.16 0.21 0.59 0.17 0.99 1.23 0.16 0.62 0.23 0.03 0.14 0.50 0.39 0.56 0.61 0.31 0.43 0.11 0.07 0.01 0.05 0.24 0.03 0.12 0.63 0.07 0.38 0.18 1.36 0.48 1.68 0.19 2.12 0.29 0.10 0.07 Shear force : 3.17 2.12 3.17 0.29 3.17 3.17 1.36 1.96 0.48 1.96 1.68 0.07 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑ M@5= 0 V6-5 2.10 1.36 = 0.00 ∑ M@ 1b =0 V6-5 2.10 = 0.00 V3-1b 3.00 2.12 = 0.00 V6-5 = 2.77 V3-1b 3.00 = 0.00 V5-6 = 0.55 V3-1b = 4.67 V1b-3 = 4.84 ∑ M@3a= 0 V5-3a 2.40 0.48 = 0.00 ∑ M@ 1a = 0 V5-3a 2.40 = 0.00 V1b-1a 0.90 0.29 = 0.00 V5-3a = 2.70 V1b-1a 0.90 = 0.00 V3a-5 = 2.01 V1b-1a = 3.00 V1a-1b = ∑ M@3= 0 V3a-3 1.50 1.68 = 0.00 ∑ M@ 1= 0 V3a-3 1.50 = 0.00 V1a-1 1.50 0.07 = 0.00 V3a-3 = 0.62 V1a-1 1.50 = 0.00 V3-3a = 2.32 V1a-1 = 2.56 V1-1a = 2.20 Shear force and bending moment diagramsfor roof level case 1 2.56 2.77 2.70 0.62 4.67 3.00 0.55 2.32 2.01 4.84 2.20 (0.39) (0.56) (0.43) (0.07) (0.22) (0.57) (2.16) (0.59) (1.16) (0.94) (0.37) (2.01) (2.38) (0.21) (0.38) (0.59) (0.11) (0.02) (0.10) (0.21) (0.04) (0.33) (0.48) (0.13) (1.58) (0.53) (0.07) (0.05) (0.10) (0.05) (0.16) (0.40) (0.24) (0.79) (1.05) (0.26) (0.19) (0.04) (0.17) (0.20) (0.04) (0.32) (0.09) (0.03) (0.31) (0.06) (0.01) (0.18) (0.06) (1.31) (0.08) (0.40) (1.87) (0.16) (1.70) (0.34) (0.07) (1.87) (1.70) (0.18) (1.31) (0.40) (0.34) (6.99) (0.18) (5.81) (14.27) (1.87) (14.01) (5.64) (1.31) (6.47) (1.28) (1.70) (2.70) (0.15) (2.21) (0.40) (0.93) (3.57) (0.34) (3.84) (0.15) 2.42 1.86 0.10 3.43 1.29 1.04 1.75 1.38 0.32 1.47 0.86 0.81 1.36 2.12 1.68 0.48 0.29 0.07 0.30 1.42 (1.31) (1.87) (1.70) (0.40) (0.34) (0.18) (0.55) (1.57) (0.69) (2.24) (0.06) (0.08) (0.16) (0.07) (0.03) (0.04) (0.08) (0.04) 0.19 0.18 0.10 0.10 0.09 0.05 PROJECT: Roof Level Case 6 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY :
Case 7 3.17 1.96 3.17 1.96 3.17 1.96 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 Fixed end moment : M6-5= M5-6 = wL²/12 = 1.16 kNm ˉM5-3a=M3a-5 = 0.94 kNm ˉM3a-3=M3-3a = 0.59 kNm ˉM3-1b=M1b-3 = 1.47 kNm ˉM1b-1a=M1a-1b = 0.21 kNm ˉM1a-1=M1-1a = 0.37 kNm Moment distribution : 6 1.16 5 3a 3 0.88 1b 1a 0.15 1 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 1.16 0.22 0.94 0.35 0.59 1.47 1.26 0.21 0.37 0.17 0.99 0.53 0.07 0.27 0.09 0.01 0.06 0.17 1.06 0.82 1.13 0.07 1.19 0.31 0.01 0.04 Shear force : 1.19 3.17 0.31 1.96 0.04 3.17 1.06 1.96 0.82 3.17 1.13 1.96 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑ M@ 5= 0 ∑ M@ 1b = 0 V6-5 2.10 1.06 = 0.00 V3-1b 3.00 1.19 = 0.00 V6-5 2.10 = 0.00 V3-1b 3.00 = 0.00 V6-5 = 2.91 V3-1b = 2.94 V5-6 = 3.75 V1b-3 = 2.94 ∑ M@ 3a = 0 ∑ M@ 1a = 0 V5-3a 2.40 0.82 = 0.00 V1b-1a 0.90 0.31 = 0.00 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0.00 V5-3a = 2.44 V1b-1a = 2.34 V3a-5 = 2.26 V1a-1b = 0.51 ∑ M@ 3= 0 ∑ M@ 1= 0 V3a-3 1.50 1.13 = 0.00 V1a-1 1.50 0.04 = 0.00 V3a-3 1.50 = 0.00 V1a-1 1.50 = 0.00 V3a-3 = 2.15 V1a-1 = 1.65 V3-3a = 2.60 V1-1a = 1.29 Shearforce and bending moment diagrams for roof level case 1 1.65 2.91 2.44 2.15 2.94 2.34 3.75 2.60 0.51 2.26 2.94 1.29 (0.22) (0.35) (1.26) (0.37) (1.16) (0.94) (0.59) (0.88) (1.47) (0.21) (0.15) (0.37) (0.11) (0.02) (0.10) (0.12) (0.02) (0.20) (0.28) (0.08) (0.92) (0.33) (0.04) (0.17) (0.02) (1.04) (0.02) (0.79) (1.20) (0.08) (1.13) (0.31) (0.04) (1.20) (1.13) (0.31) (0.17) (1.04) (0.79) (6.99) (0.17) (8.82) (1.20) (6.11) (8.82) (5.64) (1.04) (1.28) (1.13) (5.87) (2.11) (3.57) (0.79) (2.21) (0.31) (3.23) (2.48) 1.34 1.53 0.73 2.16 1.01 0.67 0.92 1.25 0.68 1.47 0.86 0.81 1.06 1.19 1.13 0.82 0.31 0.04 0.06 0.82 (1.04) (1.20) (1.13) (0.79) (0.31) (0.17) (0.49) (0.96) (0.36) (1.16) (0.02) (0.02) (0.08) (0.04) (0.01) (0.01) (0.04) (0.02) 0.07 0.17 0.01 0.04 0.09 0.01 PROJECT: Roof Level Case 7 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
w1 w2 w3 w4 w5 w6 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 3.30 4.20 0.45 Finishes, ceiling, services = 1.25 ² 0.33 Density of concrete = 25.00 ³ Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² 0.36 Size b h 0.34 Beam 150 280 Column 150 150 Slab thickness 100 5.40 0.50 FIRST FLOOR Slab 5-3/B1-D : = 4.2/3.9= 1.07 two-way slab case 4 shear force coefficient =0.33 Slab 3-1a/B1-D : = 4.2/3.9= 1.07 two-way slab case 2 shear force coefficient =0.34 Slab 1a-1/B1-D : = 4.2/1.5= 2.80 one-way slab shear force coefficient =0.50 Slab 6-3a/D-E : = 4.5/3.3= 1.36 two-way slab case 2 shear force coefficient =0.45 Slab 3a-1b/D-F : = 5.4/4.5= 1.20 two-way slab case 3 shear force coefficient =0.36 Loads on slab, n kN/m² : Slab selfweight = 0.1 25 = 2.50 ² Stairs = 81.15 ² Finishes, ceiling, services = 1.25 ² Characteristic permanent load, gk = ² Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² Characteristicvariable load, qk = kN/m² Perm. load from slab = 0.45 84.90 3.30 = 126.08 kN/m Perm. load from slab = 0.45 84.90 3.30 = 126.08 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Perm. load from slab = 0.33 84.90 4.20 = 117.67 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Variable load from slab = 0.45 4.50 2.10 = 4.25 kN/m Variable load from slab = 0.45 4.50 3.30 = 6.68 kN/m Design load, 1.35Gk+1.5Qk = 177.49 Variable load from slab = 0.33 4.50 4.20 = 6.24 kN/m 1.5Gk = 190.13 Design load, 1.35Gk+1.5Qk = 349.35 kN/m 1.5Gk = 366.63 kN/m Perm. load from slab = 0.33 3.75 4.20 = 5.20 kN/m Perm. load from slab = 0.36 3.75 5.40 = 7.29 kN/m Perm. load from slab = 0.36 3.75 5.40 = 7.29 kN/m Perm. load from slab = 0.34 3.75 4.20 = 5.36 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Beam selfweight = 0.33 84.90 4.20 = 117.67 kN/m Variable load from slab = 0.33 4.50 4.20 = 6.24 kN/m Variable load from slab = 0.36 4.50 5.40 = 8.75 kN/m Variable load from slab = 0.36 4.50 5.40 = 8.75 kN/m Variable load from slab = 0.34 4.50 4.20 = 6.43 kN/m Design load, 1.35Gk+1.5Qk = 40.25 kN/m Design load, 1.35Gk+1.5Qk = 198.69 kN/m 1.5Gk = 19.74 kN/m 1.5Gk = 195.47 kN/m Perm. load from slab = 0.34 3.75 4.20 = 5.36 kN/m Perm. load from slab = 0.50 3.75 4.20 = 7.88 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Variable load from slab = 0.34 4.50 4.20 = 6.43 kN/m Variable load from slab = 0.50 4.50 4.20 = 9.45 kN/m Design load, 1.35Gk+1.5Qk = 17.78 kN/m Design load, 1.35Gk+1.5Qk = 25.72 kN/m 1.5Gk = 9.05 kN/m 1.5Gk = 12.83 kN/m SPECIFICATIONS Span 1(6-5) : w1 Span 2(5-3a) : w2 Span 2(3a-3) : w3 Span 2(3-1b) : w4 Span 2(1b-1a) : w5 Span 2(1a-1) : w6 Loading Dimension : Looding distribution : 84.90 4.50 Loads on beam, w kN/m: Characteristic permanent load, gk = 126.75 kN/m Characteristicpermanent load, gk = 244.42 kN/m Characteristic variable load, qk = 4.25 kN/m kN/m kN/m Characteristicvariable load, qk = 12.92 kN/m Characteristic permanent load, gk = 13.16 kN/m Characteristicpermanent load, gk = 130.32 kN/m Characteristic variable load, qk = 14.99 kN/m Characteristicvariable load, qk = 15.17 kN/m Characteristic permanent load, gk = 6.03 kN/m Characteristicpermanent load, gk = 8.55 kN/m Characteristic variable load, qk = 6.43 kN/m Characteristicvariable load, qk = 9.45 kN/m kN/ m kN/ m kN/ m kN/ m kN/ m kN/ m : L L L L L y/ x y/ x y/ x y/ x y/ x L L L L L ACTIONS PROJECT: Floor Level Case 1 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY : APPROVED BY :
Moment of Inertia: I=bh³/12(mm⁴) Stiffness : K=I/L Distribution factor: F=K/∑K Beam 150×280³ /12 274400000 I L I/L Column 150×150³/12 42187500 42187500 3600 11718.75 0.85 0.08 0.08 42187500 3600 11718.75 I L I/L 0.49 0.43 0.04 0.04 274400000 2100 130666.67 274400000 2400 114333.33 0.36 0.57 0.04 0.04 274400000 1500 182933.33 274400000 3000 91466.667 0.61 0.31 0.04 0.04 274400000 900 304888.89 F1b-3 Fcl K1a-1 274400000 1500 182933.33 0.22 0.73 0.03 0.03 F1a-1b F1a-1 Fcu Fcl 0.60 0.36 0.02 0.04 F1-1a Fcu Fcl 0.89 0.06 0.06 177.49 349.35 19.74 195.47 17.78 25.72 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 65.23 kNm ˉM5-3a=M3a-5 = 167.69 kNm ˉM3a-3=M3-3a = 3.70 kNm ˉM3-1b=M1b-3 = 146.61 kNm ˉM1b-1a=M1a-1b = 1.20 kNm ˉM1a-1=M1-1a = 4.82 kNm Moment distribution : 2.46 5.94 9.50 2.01 0.82 0.04 0.75 0.03 0.74 0.02 0.98 0.04 1.55 0.06 3.06 0.07 4.31 0.19 3.85 0.15 2.81 0.06 3.65 0.16 8.41 0.33 13.80 0.32 22.28 0.97 21.25 0.84 8.65 0.20 1.58 0.07 62.61 2.46 54.94 1.26 4.96 65.23 102.46 4.47 142.90 5.62 3.62 0.08 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 65.23 167.69 163.99 3.70 146.61 145.41 1.20 4.82 4.96 55.31 49.87 4.47 43.64 87.77 5.62 43.89 2.16 0.13 1.30 24.94 27.65 21.82 65.71 43.89 21.94 23.02 1.08 0.65 0.77 0.07 0.67 38.46 2.46 19.23 32.76 1.96 19.66 0.38 0.34 19.56 19.23 9.61 26.00 16.38 9.83 10.85 0.97 9.49 13.05 0.84 6.53 Data: Column Joint6 Joint5 Beam Joint 3a Joint3 Joint 1b Joint 1a Joint1 6 5 3a 3 1b 1a 1 5.16 0.31 3.09 5.42 4.75 11.27 6.53 3.26 5.84 2.58 1.55 1.78 0.16 1.55 5.17 0.33 2.58 8.23 0.49 4.94 0.89 0.78 3.36 2.58 1.29 5.41 4.11 2.47 2.10 0.19 1.84 2.37 0.15 1.18 1.67 0.10 1.00 1.05 0.92 2.10 1.18 0.59 1.43 0.84 0.50 0.47 0.04 0.42 0.95 0.06 0.48 1.82 0.11 1.09 0.24 0.21 0.68 0.48 0.24 1.15 0.91 0.55 0.40 0.04 0.35 0.46 0.03 0.23 0.44 0.03 0.27 2.46 145.26 5.94 101.42 76.07 9.50 138.17 3.13 17.74 1.16 F F F K K F F F F K F F F F K K F F F F K K F F 6- 5 cu cl cu cl 5- 6 5- 3a cu cl 6- 5 3a- 5 3a- 3 cu cl 5- 3a 3a- 3 3- 3a 3- 1b cu cl 3- 1b 1b- 1a 1b- 1a cu (9.74) (5.81) (1.16) (0.02) (0.24) (0.68) (0.02) (1.15) (0.03) (0.55) (0.03) (0.08) (1.05) (2.10) (0.08) (1.43) (0.04) (0.50) (0.03) (0.07) (0.89) (3.36) (0.12) (5.41) (0.15) (2.47) (0.14) (0.41) (5.42) (11.27) (0.41) (5.84) (0.16) (1.55) (0.09) (0.03) (0.38) (19.56) (0.71) (26.00) (0.73) (9.83) (0.56) (1.90) (24.94) (65.71) (2.40) (23.02) (0.64) (0.65) (0.04) (163.99) (5.99) (145.41) (4.06) (4.82) (0.27) (65.23) (102.46) (167.69) (3.70) (142.90) (146.61) (1.20) (3.62) (4.82) (58.46) (5.99) (93.54) (31.68) (4.06) (105.61) (4.27) (0.27) (1.58) (29.23) (46.77) (62.61) (15.84) (52.80) (54.94) (2.14) (1.90) (21.14) (23.42) (2.40) (37.48) (5.02) (0.64) (16.72) (0.57) (0.04) (10.57) (22.28) (11.71) (18.74) (21.25) (2.51) (8.36) (8.65) (0.29) (0.03) (0.33) (6.97) (0.71) (11.16) (5.66) (0.73) (18.88) (8.71) (0.56) (0.16) (3.65) (3.49) (5.58) (8.41) (2.83) (9.44) (13.80) (4.36) (0.41) (4.60) (4.02) (0.41) (6.43) (1.27) (0.16) (4.24) (1.37) (0.09) (2.30) (4.31) (2.01) (3.21) (3.85) (0.64) (2.12) (2.81) (0.69) (0.07) (0.75) (1.20) (0.12) (1.92) (1.18) (0.15) (3.93) (2.19) (0.14) (0.38) (0.98) (0.60) (0.96) (1.55) (0.59) (1.96) (3.06) (1.09) (0.08) (0.89) (0.75) (0.08) (1.20) (0.31) (0.04) (1.04) (0.45) (0.03) (0.44) (0.82) (0.37) (0.60) (0.75) (0.16) (0.52) (0.74) (0.22) (0.02) (0.20) (0.24) (0.02) (0.39) (0.25) (0.03) (0.83) (0.48) (0.03) (4.91) (157.14) (9.74) (81.93) (95.06) (5.81) (126.55) (21.76) (1.16) PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
Shearforceandbendingmomentdiagram: 195.47 138.17 17.78 25.72 177.49 145.26 349.35 101.42 19.74 76.07 17.74 1.16 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑M@5=0 V6-5 2.10 145.26 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 138.17 = 0 V6-5 = 119.53 V3-1b 3.00 = 0.00 V5-6 = 31.06 V3-1b = 278.84 V1b-3 = 307.58 ∑M@3a=0 V5-3a 2.40 101.42 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 442.44 V1b-1a 0.90 = 0.00 V3a-5 = 396.00 V1b-1a = 172.78 V1a-1b = ∑M@3=0 V3a-3 1.50 76.07 = 0 ∑M@1=0 V3a-3 1.50 = 0.00 V1a-1 1.50 1.16 17.74 = 0 V3a-3 = 18.72 V1a-1 1.50 = 0.00 V3-3a = 10.90 V1a-1 = 6.69 V1-1a = 31.89 Shearforceandbendingmomentdiagrams: 442.44 278.84 172.78 6.69 119.53 18.72 1.66 1.26 0.69 1.44 0.53 0.68 31.06 10.90 31.89 396.00 307.58 (95.06) (126.55) (21.76) (4.91) (157.14) (81.93) (391.37) (4.91) (251.02) (879.64) (95.06) (836.52) (1006.13) (157.14) (1061.85) (7.20) (21.76) (126.55) (155.51) (156.78) (22.21) (81.93) (28.08) (28.93) (10.03) (156.78) 200.76 99.21 278.74 6.46 1.77 2.27 (95.06) (157.14) (126.55) (81.93) (21.76) (4.91) (94.30) (121.59) (105.71) 138.17 145.26 101.42 76.07 1.16 75.48 19.49 124.77 (5.81) (9.74) (1.16) (9.74) (5.81) (1.16) (4.87) (0.58) (2.91) 2.46 5.94 9.50 9.50 2.01 2.46 5.94 3.13 1.56 1.23 2.97 4.75 PROJECT: Roof Level Case 1(Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
PROJECT: Firsloor Level Case 2 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY: 177.49 349.35 40.25 195.47 9.05 25.72 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 65.23 kNm ˉM5-3a=M3a-5 = 167.69 kNm ˉM3a-3=M3-3a = 7.55 kNm ˉM3-1b=M1b-3 = 146.61 kNm ˉM1b-1a=M1a-1b = 0.61 kNm ˉM1a-1=M1-1a = 4.82 kNm Moment distribution : 2.48 5.89 9.28 2.02 0.81 0.04 0.74 0.03 0.73 0.02 0.95 0.04 1.52 0.06 3.05 0.07 4.26 0.19 3.79 0.15 2.77 0.06 3.50 0.15 8.27 0.33 13.78 0.32 22.07 0.96 20.87 0.82 8.54 0.20 0.89 0.04 61.58 2.42 55.15 1.26 4.96 65.23 102.46 4.47 139.06 5.47 4.21 0.10 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 65.23 167.69 160.14 7.55 146.61 146.00 0.61 4.82 4.96 55.31 49.87 4.47 43.64 85.41 5.47 42.71 2.51 0.15 1.51 24.94 27.65 21.82 64.53 42.71 21.35 22.61 1.26 0.75 0.43 0.04 0.38 37.82 2.42 18.91 32.89 1.97 19.73 0.22 0.19 19.10 18.91 9.46 25.90 16.45 9.87 10.74 0.96 9.40 12.82 0.82 6.41 5.10 0.30 3.06 5.37 4.70 11.11 6.41 3.20 5.75 2.55 1.53 1.70 0.15 1.49 5.08 0.33 2.54 8.22 0.49 4.93 0.85 0.74 3.28 2.54 1.27 5.38 4.11 2.47 2.07 0.19 1.81 2.33 0.15 1.17 1.65 0.10 0.99 1.04 0.91 2.07 1.17 0.58 1.41 0.82 0.49 0.46 0.04 0.40 0.94 0.06 0.47 1.82 0.11 1.09 0.23 0.20 0.67 0.47 0.23 1.14 0.91 0.54 0.02 0.39 0.04 0.34 0.46 0.03 0.23 0.44 0.03 0.26 2.51 144.82 5.89 103.24 78.18 9.28 137.34 3.15 17.91 2.33 (9.53) (5.81) (1.16) (0.02) (0.23) (0.67) (0.02) (1.14) (0.03) (0.54) (0.03) (0.08) (1.04) (2.07) (0.08) (1.41) (0.04) (0.49) (0.03) (0.06) (0.85) (3.28) (0.12) (5.38) (0.15) (2.47) (0.14) (0.41) (5.37) (11.11) (0.41) (5.75) (0.16) (1.53) (0.09) (0.02) (0.22) (19.10) (0.70) (25.90) (0.72) (9.87) (0.56) (1.90) (24.94) (64.53) (2.36) (22.61) (0.63) (0.75) (0.04) (160.14) (5.85) (146.00) (4.08) (4.82) (0.27) (65.23) (102.46) (167.69) (7.55) (139.06) (146.61) (0.61) (4.21) (4.82) (57.09) (5.85) (91.35) (31.81) (4.08) (106.03) (4.27) (0.27) (0.89) (28.55) (45.67) (61.58) (15.91) (53.02) (55.15) (2.14) (1.90) (21.14) (23.00) (2.36) (36.81) (4.93) (0.63) (16.42) (0.67) (0.04) (10.57) (22.07) (11.50) (18.40) (20.87) (2.46) (8.21) (8.54) (0.33) (0.02) (0.18) (6.81) (0.70) (10.90) (5.64) (0.72) (18.81) (8.75) (0.56) (0.09) (3.50) (3.40) (5.45) (8.27) (2.82) (9.41) (13.78) (4.37) (0.41) (4.56) (3.96) (0.41) (6.34) (1.25) (0.16) (4.18) (1.35) (0.09) (2.28) (4.26) (1.98) (3.17) (3.79) (0.63) (2.09) (2.77) (0.68) (0.06) (0.72) (1.17) (0.12) (1.87) (1.17) (0.15) (3.91) (2.19) (0.14) (0.36) (0.95) (0.59) (0.94) (1.52) (0.59) (1.95) (3.05) (1.09) (0.08) (0.88) (0.74) (0.08) (1.18) (0.31) (0.04) (1.02) (0.44) (0.03) (0.44) (0.81) (0.37) (0.59) (0.74) (0.15) (0.51) (0.73) (0.22) (0.20) (0.24) (0.02) (0.38) (0.25) (0.03) (0.83) (0.48) (0.03) (4.96) (156.60) (9.53) (84.17) (96.74) (5.81) (125.72) (21.96) (1.16) 6 5 3a 3 1b 1a 1
Shearforce: 195.47 137.34 9.05 25.72 177.49 144.82 349.35 103.24 40.25 78.18 17.91 2.33 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑M@5=0 V6-5 2.10 144.82 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 137.34 = 0 V6-5 = 119.76 V3-1b 3.00 = 0.00 V5-6 = 31.06 V3-1b = 279.68 V1b-3 = 306.75 ∑M@3a=0 V5-3a 2.40 103.24 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 441.46 V1b-1a 0.90 = 0.00 V3a-5 = 396.98 V1b-1a = 168.16 V1a-1b = ∑M@3=0 V3a-3 1.50 78.18 = 0 ∑M@1=0 V3a-3 1.50 = 0.00 V1a-1 1.50 2.33 17.91 = 0 V3a-3 = 34.18 V1a-1 1.50 = 0.00 V3-3a = 26.19 V1a-1 = 5.80 V1-1a = 32.78 Shearforceandbendingmomentdiagram: 441.46 279.68 168.16 5.80 119.76 34.18 1.66 1.25 0.72 1.45 0.49 0.68 31.06 26.19 32.78 396.98 306.75 2.48 5.89 9.28 9.28 2.02 2.51 5.89 3.15 1.26 2.95 1.57 4.64 (96.74) (125.72) (21.96) (4.96) (156.60) (84.17) (391.37) (4.96) (251.51) (879.64) (96.74) (839.03) (1006.13) (156.60) (1059.49) (3.66) (21.96) (125.72) (151.34) (160.02) (45.28) (84.17) (51.27) (28.93) (8.69) (160.02) (5.81) (9.53) (1.16) (9.53) (5.81) (1.16) (4.77) (0.58) (2.91) 275.91 99.40 12.31 202.76 1.42 1.97 144.82 137.34 103.24 78.18 17.91 2.33 19.99 71.87 124.30 (156.60) (96.74) (84.17) (125.72) (21.96) (4.96) (94.45) (106.03) (119.31) PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
177.49 349.35 40.25 198.69 9.05 12.83 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 65.23 kNm ˉM5-3a=M3a-5 = 167.69 kNm ˉM3a-3=M3-3a = 7.55 kNm ˉM3-1b=M1b-3 = 149.02 kNm ˉM1b-1a=M1a-1b = 0.61 kNm ˉM1a-1=M1-1a = 2.40 kNm Momentdistribution : 2.47 5.90 9.39 1.95 0.81 0.04 0.75 0.03 0.72 0.02 0.95 0.04 1.52 0.06 3.04 0.07 4.29 0.19 3.81 0.15 2.72 0.06 3.51 0.15 8.29 0.33 13.76 0.32 22.21 0.97 21.04 0.83 8.23 0.19 0.89 0.04 61.84 2.43 54.96 1.26 4.96 65.23 102.46 4.47 141.47 5.57 1.79 0.04 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 65.23 167.69 160.14 7.55 149.02 148.41 0.61 2.40 4.96 55.31 49.87 4.47 43.64 86.89 5.57 43.45 1.07 0.06 0.64 24.94 27.65 21.82 65.27 43.45 21.72 22.26 0.53 0.32 0.43 0.04 0.38 37.98 2.43 18.99 32.77 1.96 19.66 0.22 0.19 19.18 18.99 9.50 25.88 16.39 9.83 10.81 0.97 9.46 12.92 0.83 6.46 4.90 0.29 2.94 5.40 4.73 11.19 6.46 3.23 5.68 2.45 1.47 1.71 0.15 1.50 5.09 0.33 2.55 8.20 0.49 4.92 0.85 0.75 3.29 2.55 1.27 5.37 4.10 2.46 2.09 0.19 1.83 2.34 0.15 1.17 1.62 0.10 0.97 1.04 0.91 2.08 1.17 0.59 1.39 0.81 0.49 0.46 0.04 0.40 0.94 0.06 0.47 1.81 0.11 1.09 0.23 0.20 0.67 0.47 0.23 1.14 0.91 0.54 0.40 0.04 0.35 0.46 0.03 0.23 0.43 0.03 0.26 2.47 144.89 5.90 102.95 79.69 9.39 139.77 3.04 20.56 1.99 (9.57) (5.87) (0.99) (0.02) (0.23) (0.67) (0.02) (1.14) (0.03) (0.54) (0.03) (0.08) (1.04) (2.08) (0.08) (1.39) (0.04) (0.49) (0.03) (0.06) (0.85) (3.29) (0.12) (5.37) (0.15) (2.46) (0.14) (0.41) (5.40) (11.19) (0.41) (5.68) (0.16) (1.47) (0.08) (0.02) (0.22) (19.18) (0.70) (25.88) (0.72) (9.83) (0.56) (1.90) (24.94) (65.27) (2.38) (22.26) (0.62) (0.32) (0.02) (160.14) (5.85) (148.41) (4.14) (2.40) (0.14) (65.23) (102.46) (167.69) (7.55) (141.47) (149.02) (0.61) (1.79) (2.40) (57.09) (5.85) (91.35) (32.34) (4.14) (107.78) (2.13) (0.14) (0.89) (28.55) (45.67) (61.84) (16.17) (53.89) (54.96) (1.07) (1.90) (21.14) (23.27) (2.38) (37.23) (4.85) (0.62) (16.17) (0.28) (0.02) (10.57) (22.21) (11.63) (18.61) (21.04) (2.42) (8.08) (8.23) (0.14) (0.02) (0.18) (6.84) (0.70) (10.94) (5.64) (0.72) (18.80) (8.72) (0.56) (0.09) (3.51) (3.42) (5.47) (8.29) (2.82) (9.40) (13.76) (4.36) (0.41) (4.58) (3.99) (0.41) (6.38) (1.24) (0.16) (4.13) (1.30) (0.08) (2.29) (4.29) (1.99) (3.19) (3.81) (0.62) (2.06) (2.72) (0.65) (0.06) (0.72) (1.17) (0.12) (1.88) (1.17) (0.15) (3.90) (2.18) (0.14) (0.36) (0.95) (0.59) (0.94) (1.52) (0.59) (1.95) (3.04) (1.09) (0.08) (0.88) (0.74) (0.08) (1.19) (0.30) (0.04) (1.01) (0.43) (0.03) (0.44) (0.81) (0.37) (0.59) (0.75) (0.15) (0.51) (0.72) (0.22) (0.02) (0.20) (0.24) (0.02) (0.38) (0.25) (0.03) (0.83) (0.48) (0.03) (4.95) (156.69) (9.57) (83.81) (98.47) (5.87) (128.04) (24.47) (0.99) 6 5 3a 3 1b 1a 1 PROJECT : First floor Level Case 3 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
Shearforce 198.69 139.77 9.05 12.83 177.49 144.89 349.35 102.95 40.25 79.69 20.56 1.99 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑M@5=0 V6-5 2.10 144.89 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 139.77 = 0 V6-5 = 119.73 V3-1b 3.00 = 0.00 V5-6 = 31.06 V3-1b = 284.27 V1b-3 = 311.80 ∑M@3a=0 V5-3a 2.40 102.95 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 441.61 V1b-1a 0.90 = 0.00 V3a-5 = 396.83 V1b-1a = 173.52 V1a-1b = ∑M@3=0 V3a-3 1.50 79.69 = 0 ∑M@1=0 V3a-3 1.50 = 0.00 V1a-1 1.50 1.99 20.56 = 0 V3a-3 = 32.93 V1a-1 1.50 8.12 = 0.00 V3-3a = 27.44 V1a-1 = V1-1a = 24.65 Shearforceandbendingmomentdiagram 441.61 284.27 173.52 119.73 32.93 1.66 1.26 0.55 1.46 0.48 0.40 31.06 27.44 24.65 396.83 311.80 2.47 5.90 9.39 9.39 2.47 5.90 3.04 1.95 1.24 2.95 1.52 4.70 (98.47) (128.04) (24.47) (4.95) (156.69) (83.81) (391.37) (4.95) (251.43) (894.10) (98.47) (852.80) (1006.13) (156.69) (1059.87) (3.66) (24.47) (128.04) (156.17) (165.38) (45.28) (83.81) (49.40) (14.43) (5.42) (5.42) (165.38) (5.87) (9.57) (0.99) (9.57) (5.87) (0.99) (4.78) (0.50) (2.93) 278.22 207.51 99.37 9.06 41.65 (1.08) (156.69) (98.47) (128.04) (83.81) (4.95) (24.47) (94.42) (121.53) (109.04) 139.77 144.89 79.69 102.95 20.56 1.99 74.75 86.39 21.64 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
190.13 349.35 40.25 198.69 17.78 12.83 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 69.87 kNm ˉM5-3a=M3a-5 = 167.69 kNm ˉM3a-3=M3-3a = 7.55 kNm ˉM3-1b=M1b-3 = 149.02 kNm ˉM1b-1a=M1a-1b = 1.20 kNm ˉM1a-1=M1-1a = 2.40 kNm Moment distribution: 2.99 5.53 9.34 1.91 0.90 0.04 1.49 0.06 3.03 0.07 4.18 0.18 3.74 0.15 2.68 0.06 3.23 0.14 8.16 0.32 13.71 0.31 0.02 0.26 21.55 0.94 20.74 0.82 8.11 0.19 61.78 2.43 54.74 1.25 5.31 69.87 97.82 4.27 141.47 5.57 1.20 0.03 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 69.87 167.69 160.14 7.55 149.02 147.82 1.20 2.40 5.31 59.25 47.61 4.27 41.66 86.89 5.57 43.45 0.72 0.04 0.43 23.81 29.62 1.08 20.83 64.28 43.45 21.72 22.08 0.36 0.22 37.94 2.43 18.97 32.65 1.95 19.59 18.74 18.97 9.49 25.81 16.32 9.79 0.02 0.22 10.49 0.94 9.18 12.74 0.82 6.37 4.84 0.29 2.90 5.25 0.11 4.59 10.96 6.37 3.18 5.60 2.42 1.45 1.57 0.14 1.38 5.01 0.32 2.51 8.18 0.49 4.91 0.79 0.69 3.19 2.51 1.25 5.34 4.09 2.45 2.03 0.18 1.78 2.29 0.15 1.15 1.60 0.10 0.96 1.02 0.89 2.04 1.15 0.57 1.37 0.80 0.48 0.44 0.04 0.38 0.45 0.92 0.06 0.46 0.90 0.81 0.11 0.41 2.99 148.58 5.53 102.00 79.95 9.34 139.91 2.98 19.56 1.91 (9.48) (5.81) (0.95) (0.08) (1.02) (2.04) (0.07) (1.37) (0.04) (0.48) (0.03) (0.06) (0.79) (3.19) (0.12) (5.34) (0.15) (2.45) (0.14) (0.40) (5.25) (10.96) (0.40) (5.60) (0.16) (1.45) (0.08) (18.74) (0.68) (25.81) (0.72) (9.79) (0.56) (1.81) (23.81) (1.08) (0.05) (64.28) (2.35) (22.08) (0.62) (0.22) (0.01) (160.14) (5.85) (147.82) (4.13) (2.40) (0.14) (69.87) (97.82) (167.69) (7.55) (141.47) (149.02) (1.20) (1.20) (2.40) (57.09) (5.85) (91.35) (32.21) (4.13) (107.36) (2.13) (0.14) (28.55) (45.67) (61.78) (16.10) (53.68) (54.74) (1.07) (1.81) (20.19) (0.52) (0.05) (0.46) (22.92) (2.35) (36.66) (4.81) (0.62) (16.04) (0.19) (0.01) (0.26) (10.09) (21.55) (11.46) (0.23) (18.33) (20.74) (2.41) (8.02) (8.11) (0.10) (6.68) (0.68) (10.69) (5.62) (0.72) (18.74) (8.68) (0.56) (3.23) (3.34) (5.35) (8.16) (2.81) (9.37) (13.71) (4.34) (0.40) (4.45) (3.91) (0.40) (6.25) (1.22) (0.16) (4.07) (1.29) (0.08) (2.22) (4.18) (1.95) (3.13) (3.74) (0.61) (2.03) (2.68) (0.64) (0.06) (0.67) (1.14) (0.12) (1.82) (1.16) (0.15) (3.88) (2.17) (0.14) (0.33) (0.90) (0.57) (0.91) (1.49) (0.58) (1.94) (3.03) (1.09) (0.08) (0.86) (0.73) (0.07) (0.30) (0.04) (0.42) (0.03) (5.97) (159.63) (9.48) (81.43) (98.63) (5.81) (126.40) (25.06) (0.95) 6 5 3a 3 1b 1a 1 PROJECT : First floor Level Case 4 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
Shearforce 198.69 139.91 17.78 12.83 190.13 148.58 349.35 102.00 40.25 79.95 19.56 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 ∑M@5=0 V6-5 2.10 148.58 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 139.91 = 0 V6-5 = 131.73 V3-1b 3.00 = 0.00 V5-6 = 33.27 V3-1b = 284.27 V1b-3 = 311.79 ∑M@3a=0 V5-3a 2.40 102.00 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 443.24 V1b-1a 0.90 = 0.00 V3a-5 = 395.20 V1b-1a = 176.28 V1a-1b = ∑M@3=0 V3a-3 1.50 79.95 = 0 ∑M@1=0 V3a-3 1.50 = 0.00 V1a-1 1.50 1.91 19.56 = 0 V3a-3 = 31.17 V1a-1 1.50 7.04 = 0.00 V3-3a = 29.20 V1a-1 = V1-1a = 23.93 Shearforceandbendingmomentdiagram 443.24 284.27 176.28 131.73 31.17 1.65 1.25 0.56 1.45 0.51 0.41 33.27 29.20 23.93 395.20 311.79 2.99 5.53 9.34 9.34 1.91 2.99 5.53 2.98 1.49 2.76 1.49 4.67 (98.63) (126.40) (25.06) (5.97) (159.63) (81.43) (419.23) (5.97) (276.62) (894.10) (98.63) (852.82) (1006.13) (159.63) (1063.76) (7.20) (25.06) (126.40) (158.65) (160.28) (45.28) (81.43) (46.76) (14.43) (4.69) (4.69) (160.28) (5.81) (9.48) (0.95) (9.48) (5.81) (0.95) (4.74) (0.48) (2.90) 206.10 108.67 277.02 44.958.73 (0.96) (159.63) (98.63) (126.40) (81.43) (25.06) (5.97) (102.70) (117.39) (107.47) 139.91 148.58 102.00 79.95 19.56 1.91 72.70 81.45 20.52 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
190.13 366.63 40.25 198.69 17.78 25.72 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 69.87 kNm ˉM5-3a=M3a-5 = 175.98 kNm ˉM3a-3=M3-3a = 7.55 kNm ˉM3-1b=M1b-3 = 149.02 kNm ˉM1b-1a=M1a-1b = 1.20 kNm ˉM1a-1=M1-1a = 4.82 kNm Momentdistribution: 2.77 6.03 9.48 2.02 0.97 0.04 1.56 0.06 3.11 0.07 4.37 0.19 3.88 0.15 2.80 0.06 3.57 0.16 8.53 0.34 14.05 0.32 22.72 0.99 21.32 0.84 8.57 0.20 0.40 0.02 64.14 2.52 55.82 1.28 5.31 69.87 106.11 4.63 141.47 5.57 3.62 0.08 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 69.87 175.98 168.44 7.55 149.02 147.82 1.20 4.82 5.31 59.25 51.65 4.63 45.20 86.89 5.57 43.45 2.16 0.13 1.30 25.83 29.62 22.60 66.04 43.45 21.72 22.80 1.08 0.65 0.20 0.02 0.17 39.40 2.52 19.70 33.29 1.99 19.97 0.10 0.09 19.78 19.70 9.85 26.49 16.64 9.99 11.06 0.99 9.68 13.09 0.84 6.55 5.11 0.31 3.07 5.53 4.84 11.39 6.55 3.27 5.83 2.55 1.53 1.74 0.16 1.52 5.24 0.34 2.62 8.38 0.50 5.03 0.87 0.76 3.38 2.62 1.31 5.50 4.19 2.51 2.13 0.19 1.86 2.38 0.15 1.19 1.67 0.10 1.00 1.06 0.93 2.12 1.19 0.60 1.43 0.83 0.50 0.47 0.04 0.41 0.96 0.06 0.48 0.90 0.11 1.11 2.77 153.04 6.03 108.53 78.78 9.48 140.04 3.14 18.01 2.27 (9.91) (5.86) (1.14) (0.08) (1.06) (2.12) (0.08) (1.43) (0.04) (0.50) (0.03) (0.07) (0.87) (3.38) (0.12) (5.50) (0.15) (2.51) (0.14) (0.42) (5.53) (11.39) (0.42) (5.83) (0.16) (1.53) (0.09) (0.01) (0.10) (19.78) (0.72) (26.49) (0.74) (9.99) (0.57) (1.96) (25.83) (66.04) (2.41) (22.80) (0.64) (0.65) (0.04) (168.44) (6.15) (147.82) (4.13) (4.82) (0.27) (69.87) (106.11) (175.98) (7.55) (141.47) (149.02) (1.20) (3.62) (4.82) (60.05) (6.15) (96.08) (32.21) (4.13) (107.36) (4.27) (0.27) (0.40) (30.02) (48.04) (64.14) (16.10) (53.68) (55.82) (2.14) (1.96) (21.90) (23.55) (2.41) (37.67) (4.97) (0.64) (16.56) (0.57) (0.04) (10.95) (22.72) (11.77) (18.84) (21.32) (2.48) (8.28) (8.57) (0.29) (0.01) (0.08) (7.05) (0.72) (11.29) (5.77) (0.74) (19.24) (8.85) (0.57) (0.04) (3.57) (3.53) (5.64) (8.53) (2.89) (9.62) (14.05) (4.43) (0.42) (4.69) (4.06) (0.42) (6.49) (1.27) (0.16) (4.23) (1.36) (0.09) (2.34) (4.37) (2.03) (3.25) (3.88) (0.63) (2.12) (2.80) (0.68) (0.07) (0.74) (1.20) (0.12) (1.93) (1.20) (0.15) (3.99) (2.23) (0.14) (0.37) (0.97) (0.60) (0.96) (1.56) (0.60) (2.00) (3.11) (1.11) (0.08) (0.90) (0.76) (0.08) (0.21) (0.31) (0.04) (0.09) (0.44) (0.03) (5.55) (165.10) (9.91) (87.71) (97.74) (5.86) (127.38) (22.99) (1.14) 6 5 3a 3 1b 1a 1 PROJECT : First floor Level Case 5 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
198.69 140.04 17.78 25.72 190.13 153.04 366.63 108.53 40.25 78.78 18.01 2.27 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑M@5=0 V6-5 2.10 153.04 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 140.04 = 0 V6-5 = 129.40 V3-1b 3.00 = 0.00 V5-6 = 33.27 V3-1b = 283.93 V1b-3 = 312.13 ∑M@3a=0 V5-3a 2.40 108.53 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 463.53 V1b-1a 0.90 = 0.00 V3a-5 = 416.39 V1b-1a = 175.08 V1a-1b = ∑M@3=0 V3a-3 1.50 78.78 = 0 ∑M@1 (97.74) (127.38) (22.99) (5.55) (165.10) (87.71) (419.23) (5.55) (271.74) (894.10) (97.74) (851.80) (1055.91) (165.10) (1112.48) (7.20) (22.99) (127.38) (157.57) (159.08) (45.28) (87.71) (54.21) (28.93) (8.65) (159.08) (5.86) (9.91) (1.14) (9.91) (5.86) (1.14) (4.95) (0.57) (2.93) =0 V3a-3 1.50 = 0.00 V1a-1 1.50 2.27 18.01 = 0 V3a-3 = 36.14 V1a-1 1.50 = 0.00 V3-3a = 24.23 V1a-1 = 5.77 V1-1a = 32.81 463.53 283.93 175.08 5.77 129.40 36.14 1.67 1.27 0.48 1.46 0.51 0.63 33.27 24.23 32.81 416.39 312.13 2.77 6.03 9.48 9.48 2.77 6.03 3.14 2.02 1.39 3.02 1.57 4.74 294.34 207.27 108.05 8.67 44.64 1.82 (97.74) (127.38) (165.10) (87.71) (5.55) (22.99) (102.50) (129.24) (109.53) 140.04 153.04 108.53 78.78 18.01 2.27 79.04 16.19 82.73 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
177.49 366.63 19.74 198.69 17.78 25.72 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 65.23 kNm ˉM5-3a=M3a-5 = 175.98 kNm ˉM3a-3=M3-3a = 3.70 kNm ˉM3-1b=M1b-3 = 149.02 kNm ˉM1b-1a=M1a-1b = 1.20 kNm ˉM1a-1=M1-1a = 4.82 kNm Momentdistribution: 2.26 6.42 9.72 2.02 1.05 0.05 1.62 0.06 3.14 0.07 4.53 0.20 4.01 0.16 2.87 0.07 4.00 0.17 8.80 0.35 14.11 0.32 23.59 1.03 22.00 0.87 8.78 0.20 3.06 0.13 65.24 2.57 55.82 1.28 4.96 65.23 110.76 4.84 145.31 5.72 3.62 0.08 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 65.23 175.98 172.28 3.70 149.02 147.82 1.20 4.82 4.96 55.31 53.91 4.84 47.17 89.25 5.72 44.63 2.16 0.13 1.30 26.96 27.65 23.59 68.21 44.63 22.31 23.39 1.08 0.65 1.49 0.13 1.30 40.07 2.57 20.04 33.29 1.99 19.97 0.74 0.65 20.69 20.04 10.02 26.66 16.64 9.99 11.48 1.03 10.05 13.51 0.87 6.76 5.24 0.31 3.14 5.74 5.02 11.78 6.76 3.38 6.00 2.62 1.57 1.95 0.17 1.70 5.41 0.35 2.70 8.41 0.50 5.05 0.97 0.85 3.56 2.70 1.35 5.56 4.21 2.52 2.21 0.20 1.93 2.46 0.16 1.23 1.71 0.10 1.03 1.10 0.97 2.20 1.23 0.62 1.47 0.86 0.51 0.51 0.05 0.45 0.99 0.06 0.50 1.87 0.11 1.12 2.26 149.84 6.42 107.70 76.54 9.72 140.74 3.15 18.12 2.28 (10.18) (5.89) (1.14) (0.08) (1.10) (2.20) (0.08) (1.47) (0.04) (0.51) (0.03) (0.07) (0.97) (3.56) (0.13) (5.56) (0.16) (2.52) (0.14) (0.44) (5.74) (11.78) (0.43) (6.00) (0.17) (1.57) (0.09) (0.06) (0.74) (20.69) (0.76) (26.66) (0.74) (9.99) (0.57) (2.05) (26.96) (68.21) (2.49) (23.39) (0.65) (0.65) (0.04) (172.28) (6.30) (147.82) (4.13) (4.82) (0.27) (65.23) (110.76) (175.98) (3.70) (145.31) (149.02) (1.20) (3.62) (4.82) (61.42) (6.30) (98.27) (32.21) (4.13) (107.36) (4.27) (0.27) (3.06) (30.71) (49.14) (65.24) (16.10) (53.68) (55.82) (2.14) (2.05) (22.86) (24.32) (2.49) (38.91) (5.10) (0.65) (16.99) (0.57) (0.04) (11.43) (23.59) (12.16) (19.45) (22.00) (2.55) (8.50) (8.78) (0.29) (0.06) (0.63) (7.37) (0.76) (11.80) (5.81) (0.74) (19.36) (8.85) (0.57) (0.32) (4.00) (3.69) (5.90) (8.80) (2.90) (9.68) (14.11) (4.43) (0.44) (4.87) (4.20) (0.43) (6.72) (1.31) (0.17) (4.36) (1.39) (0.09) (2.43) (4.53) (2.10) (3.36) (4.01) (0.65) (2.18) (2.87) (0.70) (0.07) (0.83) (1.27) (0.13) (2.03) (1.21) (0.16) (4.04) (2.24) (0.14) (0.41) (1.05) (0.63) (1.01) (1.62) (0.61) (2.02) (3.14) (1.12) (0.08) (0.94) (0.78) (0.08) (1.25) (0.32) (0.04) (0.85) (0.46) (0.03) (4.52) (162.67) (10.18) (87.33) (95.98) (5.89) (128.75) (22.17) (1.14) 6 5 3a 3 1b 1a 1 PROJECT : First floor Level Case 6 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
198.69 140.74 17.78 25.72 177.49 149.84 366.63 107.70 19.74 76.54 18.12 2.28 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑M@5=0 V6-5 2.10 149.84 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 140.74 = 0 V6-5 = 117.17 V3-1b 3.00 = 0.00 V5-6 = 31.06 V3-1b = 283.11 V1b-3 = 312.95 ∑M@3a=0 V5-3a 2.40 107.70 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 462.87 V1b-1a 0.90 = 0.00 V3a-5 = 417.06 V1b-1a = 175.69 V1a-1b = ∑M@3=0 V3a-3 1.50 76.54 = 0 ∑M@1 (95.98) (128.75) (22.17) (4.52) (162.67) (87.33) (391.37) (4.52) (246.05) (894.10) (95.98) (849.33) (1055.91) (162.67) (1110.88) (7.20) (22.17) (128.75) (158.12) (159.69) (22.21) (87.33) (33.00) (28.93) (8.53) (159.69) (5.89) (10.18) (1.14) (10.18) (5.89) (1.14) (5.09) (0.57) (2.94) =0 V3a-3 1.50 = 0.00 V1a-1 1.50 2.28 18.12 = 0 V3a-3 = 22.00 V1a-1 1.50 = 0.00 V3-3a = 7.62 V1a-1 = 5.69 V1-1a = 32.89 462.87 283.11 175.69 5.69 117.17 22.00 1.68 1.28 0.18 1.45 0.51 0.63 31.06 7.62 32.89 417.06 312.95 2.26 6.42 9.72 9.72 2.26 6.42 3.15 2.02 1.13 3.21 1.58 4.86 296.23 205.26 98.42 1.98 44.80 1.79 (95.98) (162.67) (128.75) (87.33) (4.52) (22.17) (93.90) (133.56) (109.28) 140.74 149.84 76.54 107.70 18.12 2.28 85.35 16.33 83.95 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
177.49 366.63 40.25 195.47 17.78 12.83 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 65.23 kNm ˉM5-3a=M3a-5 = 175.98 kNm ˉM3a-3=M3-3a = 7.55 kNm ˉM3-1b=M1b-3 = 146.61 kNm ˉM1b-1a=M1a-1b = 1.20 kNm ˉM1a-1=M1-1a = 2.40 kNm Momentdistribution: 2.28 6.36 9.37 1.89 1.01 0.04 1.57 0.06 3.04 0.07 4.45 0.19 3.89 0.15 2.68 0.06 3.83 0.17 8.56 0.34 13.67 0.31 23.25 1.01 21.27 0.84 7.98 0.18 2.37 0.10 63.88 2.51 53.87 1.23 4.96 65.23 110.76 4.84 139.06 5.47 1.20 0.03 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 65.23 175.98 168.44 7.55 146.61 145.41 1.20 2.40 4.96 55.31 53.91 4.84 47.17 85.41 5.47 42.71 0.72 0.04 0.43 26.96 27.65 23.59 66.29 42.71 21.35 21.71 0.36 0.22 1.15 0.10 1.01 39.24 2.51 19.62 32.12 1.92 19.27 0.58 0.50 20.12 19.62 9.81 25.87 16.06 9.64 11.31 1.01 9.90 13.07 0.84 6.53 4.76 0.28 2.86 5.66 4.95 11.48 6.53 3.27 5.65 2.38 1.43 1.87 0.17 1.63 5.26 0.34 2.63 8.15 0.49 4.89 0.93 0.82 3.44 2.63 1.31 5.39 4.07 2.44 2.16 0.19 1.89 2.39 0.15 1.19 1.60 0.10 0.96 1.08 0.95 2.14 1.19 0.60 1.40 0.80 0.48 0.49 0.04 0.43 0.96 0.06 0.48 0.92 0.11 0.93 2.28 149.32 6.36 109.85 76.93 9.37 138.19 2.94 19.79 1.89 (9.94) (5.73) (0.94) (0.08) (1.08) (2.14) (0.08) (1.40) (0.04) (0.48) (0.03) (0.07) (0.93) (3.44) (0.13) (5.39) (0.15) (2.44) (0.14) (0.43) (5.66) (11.48) (0.42) (5.65) (0.16) (1.43) (0.08) (0.04) (0.58) (20.12) (0.74) (25.87) (0.72) (9.64) (0.55) (2.05) (26.96) (66.29) (2.42) (21.71) (0.61) (0.22) (0.01) (168.44) (6.15) (145.41) (4.06) (2.40) (0.14) (65.23) (110.76) (175.98) (7.55) (139.06) (146.61) (1.20) (1.20) (2.40) (60.05) (6.15) (96.08) (31.68) (4.06) (105.61) (2.13) (0.14) (2.37) (30.02) (48.04) (63.88) (15.84) (52.80) (53.87) (1.07) (2.05) (22.86) (23.63) (2.42) (37.81) (4.73) (0.61) (15.77) (0.19) (0.01) (11.43) (23.25) (11.82) (18.91) (21.27) (2.37) (7.88) (7.98) (0.10) (0.04) (0.49) (7.17) (0.74) (11.48) (5.64) (0.72) (18.79) (8.54) (0.55) (0.24) (3.83) (3.59) (5.74) (8.56) (2.82) (9.39) (13.67) (4.27) (0.43) (4.80) (4.09) (0.42) (6.55) (1.23) (0.16) (4.10) (1.27) (0.08) (2.40) (4.45) (2.05) (3.28) (3.89) (0.62) (2.05) (2.68) (0.63) (0.07) (0.79) (1.23) (0.13) (1.96) (1.17) (0.15) (3.91) (2.17) (0.14) (0.40) (1.01) (0.61) (0.98) (1.57) (0.59) (1.96) (3.04) (1.08) (0.08) (0.92) (0.76) (0.08) (0.90) (0.30) (0.04) (0.70) (0.43) (0.03) (4.57) (162.04) (9.94) (89.65) (95.67) (5.73) (126.40) (24.62) (0.94) 6 5 3a 3 1b 1a 1 PROJECT : First floor Level Case 7 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
195.47 138.19 17.78 12.83 177.49 149.32 366.63 109.85 40.25 76.93 19.79 1.89 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑M@5=0 V6-5 2.10 149.32 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 138.19 = 0 V6-5 = 117.44 V3-1b 3.00 = 0.00 V5-6 = 31.06 V3-1b = 279.04 V1b-3 = 307.38 ∑M@3a=0 V5-3a 2.40 109.85 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 461.71 V1b-1a 0.90 = 0.00 V3a-5 = 418.22 V1b-1a = 175.80 V1a-1b = ∑M@3=0 V3a-3 1.50 76.93 = 0 ∑M@1 (95.67) (126.40) (24.62) (4.57) (162.04) (89.65) (391.37) (4.57) (246.62) (879.64) (95.67) (837.12) (1055.91) (162.04) (1108.10) (7.20) (24.62) (126.40) (158.22) (159.80) (45.28) (89.65) (58.01) (14.43) (4.83) (4.83) (159.80) (5.73) (9.94) (0.94) (9.94) (5.73) (0.94) (4.97) (0.47) (2.87) =0 V3a-3 1.50 = 0.00 V1a-1 1.50 1.89 19.79 = 0 V3a-3 = 38.67 V1a-1 1.50 7.25 = 0.00 V3-3a = 21.70 V1a-1 = V1-1a = 24.07 461.71 279.04 175.80 117.44 38.67 1.68 1.26 0.65 1.45 0.53 0.52 31.06 21.70 24.07 418.22 307.38 2.28 6.36 9.37 9.37 2.28 6.36 2.94 1.89 1.14 3.18 4.69 1.47 290.87 98.65 12.57 202.30 46.59 (1.26) 149.32 138.19 109.85 76.93 19.79 1.89 77.09 79.82 21.04 (162.04) (95.67) (126.40) (89.65) (4.57) (24.62) (94.08) (128.84) (106.63) PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
w1 w2 w3 w4 w5 3.6 1.5 0.9 1.5 0.9 5.6 2.1 2.4 2.4 3 1.5 6 5 3a 2 3.3 1a 1 3.30 0.45 4.5 3.9 0.42 0.33 2.4 Finishes, ceiling, services = 1.25 kN/m² Density of concrete = 25.00 kN/m³ Imposed Load = 4.00 kN/m² 3.9 0.50 Partition = 0.50 kN/m² 0.36 4.5 4.20 Size b h Beam 150 280 4.8 Column 250 300 Slab thickness 100 Groundfloor: Slab 1-2/D-E1 : = 4.8/4.5= 1.07 two-way slab case 2 shearforce coefficient=0.36 Slab 3a-6/D-E : = 4.5/3.3= 1.36 two-way slab case 2 shearforce coefficient=0.45 Slab 3-3a/D-F : = 3.3/2.4= 1.38 two-way slab case 1 shearforce coefficient=0.33 Slab 1a-3/B1-D : = 3.9/1.5= 2.60 one-way slab shearforce coefficient=0.50 Slab 3-5/C-D : = 3.9/3.3= 1.18 two-way slab case 2 shearforce coefficient=0.42 Loads on slab, n kN/m² : Slab selfweight = 0.1 25 = 2.50 kN/m² Stairs = 14.81 kN/m² Finishes, ceiling, services = 1.25 kN/m² Characteristicpermanent load, gk = kN/m² Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² Characteristicvariable load, qk = kN/m² SPECIFICATIONS Loading Dimension: Loodingdistribution : 18.56 4.50 : L L L L L y/ x y/ x y/ x y/ x y/ x L L L L L ACTIONS PROJECT : Ground floor Level Case 1 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
Perm. load fromslab = 0.45 18.56 3.30 = 27.56 kN/m Perm. load from slab = 0.45 18.56 3.30 = 27.56 kN/m Beam selfweight= 0.18 0.15 25.00 = 0.68 kN/m Perm. load from slab = 0.42 18.56 3.30 = 25.72 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Variable load from slab = 0.45 4.50 3.30 = 6.68 kN/m Variable loadfromslab= 0.45 4.50 3.30 = 6.68 kN/m Design load, 1.35Gk+1.5Qk = 48.14 Variable loadfromslab= 0.42 4.50 3.30 = 6.24 kN/m 1.5Gk = 42.35 Designload, 1.35Gk+1.5Qk = 92.23 kN/m 1.5Gk = 80.94 kN/m Perm. load fromslab = 0.42 3.75 3.30 = 5.20 kN/m Perm. load from slab = 0.50 3.75 4.20 = 7.88 kN/m Perm. load fromslab = 0.33 3.75 4.80 = 5.94 kN/m Perm. load from slab = 0.36 3.75 4.80 = 6.48 kN/m Perm. load fromslab = 0.50 3.75 4.20 = 7.88 kN/m Beam selfweight = 0.42 18.56 3.30 = 25.72 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Variable loadfromslab= 0.50 4.50 4.20 = 9.45 kN/m Variable load from slab = 0.42 4.50 3.30 = 6.24 kN/m Variable loadfromslab= 0.36 4.50 4.80 = 7.78 kN/m Variable load from slab = 0.33 4.50 4.80 = 7.13 kN/m Designload, 1.35Gk+1.5Qk = 79.95 kN/m Design load, 1.35Gk+1.5Qk = 46.63 kN/m 1.5Gk = 60.12 kN/m 1.5Gk = 29.53 kN/m Perm. load fromslab = 0.36 3.75 4.80 = 6.48 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Variable load from slab = 0.36 4.50 4.80 = 7.78 kN/m Design load, 1.35Gk+1.5Qk = 21.32 kN/m 1.5Gk = 10.73 kN/m Moment of Inertia:I=bh³/12(mm⁴) Stiffness :K=I/L Distribution factor:F=K/∑K Beam 150×280³/12 274400000 I L I/L Column 250x 300³/12 562500000 562500000 3600 156250 0.33 0.40 0.27 562500000 5400 104166.6667 I L I/L 0.26 0.23 0.31 0.21 274400000 2100 130666.6667 F3a-5 F3a-2 Fcu Fcl 274400000 2400 114333.3333 0.23 0.23 0.32 0.21 K3a-2 274400000 2400 114333.3333 F2-3a F2-1a Fcu Fcl K2-1a 274400000 3000 91466.66667 Loads onbeam, wkN/m: Characteristicpermanentload, gk = 28.24 kN/m Characteristicpermanentload, gk = 53.96 kN/m Characteristicvariable load, qk = 6.68 kN/m kN/m kN/m Characteristicvariable load, qk = 12.92 kN/m Characteristicpermanentload, gk = 40.08 kN/m Characteristicpermanentload, gk = 19.69 kN/m Characteristicvariable load, qk = 17.23 kN/m Characteristicvariable load, qk = 13.37 kN/m Characteristicpermanentload, gk = 7.16 kN/m Characteristicvariable load, qk = 7.78 kN/m Data: Column Joint6 Joint5 Beam Joint3a Joint2 Joint1a Joint1 Span 1(6-5) :w1 Span 2(5-3a) :w2 Span 3(3a-3) :w3 Span 4(3-1b) :w4 Span 5(1b-1a) :w5 0.25 0.20 0.34 0.22 K1a-1 274400000 1500 182933.3333 F1a-2 F1a-1 Fcu Fcl 0.17 0.34 0.29 0.19 F1-1a Fcu Fcl 0.41 0.35 0.23 F F F K K F F F F K K 6-5 cu cl cu cl 5-6 5-3a cu cl 6-5 5-3a PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
312.95 165.38 48.14 92.23 46.63 79.95 21.32 3.60 1.50 0.90 1.50 0.90 5.40 2.10 2.40 2.40 3.00 1.50 6 5 3a 2 1a 1 ˉM6-5=M5-6 = 17.69 kNm ˉM5-3a=M3a-5 = 44.27 kNm ˉM3a-2 = kNm M2-3a= 132.40 ˉM2-1a = kNm M1a-2= 97.17 ˉM1a-1=M1-1a = 4.00 kNm Momentdistribution: 6.03 6.26 10.81 3.86 0.34 0.84 0.21 0.06 0.20 0.06 3.14 1.00 4.40 1.48 5.74 1.68 15.93 5.62 7.07 17.69 26.58 8.22 30.49 9.74 0.40 0.31 0.32 0.34 0.29 0.35 0.27 0.33 0.26 0.21 0.23 0.23 0.21 0.23 0.25 0.22 0.20 0.17 0.19 0.34 0.41 0.23 17.69 44.27 132.40 50.12 97.17 93.17 4.00 4.71 5.91 6.87 5.48 6.01 7.13 6.49 7.13 3.44 2.96 6.52 3.56 3.01 3.56 0.73 0.67 0.73 1.08 0.98 0.86 0.98 1.12 1.96 6.57 3.74 0.37 0.54 0.37 0.86 0.49 0.43 3.72 3.29 0.98 0.22 0.28 0.05 0.04 0.05 0.05 0.04 0.05 4.02 25.31 4.18 54.44 7.20 124.91 77.10 2.57 (74.76) (82.29) (15.61) (26.63) (0.86) (0.29) (3.72) (1.09) (0.98) (0.35) (1.37) (3.44) (6.52) (2.02) (50.12) (16.80) (93.17) (27.22) (4.00) (1.41) (17.69) (26.58) (44.27) (30.49) (74.76) (82.29) (4.00) (12.29) (11.20) (9.83) (15.93) (18.15) (31.87) (1.65) (0.94) (3.14) (6.15) (4.40) (7.97) (4.92) (5.74) (0.82) (15.93) (0.92) (1.15) (1.69) (1.34) (1.47) (0.84) (0.57) (0.21) (0.74) (0.20) (0.21) (0.19) (0.17) (0.64) (0.72) (0.99) (0.41) (0.23) (10.05) (35.75) (72.45) (10.41) (98.90) (17.75) (32.43) (6.43) 6 5 3a 2 1a 1 PROJECT : Ground floor Level Case 2 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
312.95 165.38 79.95 77.10 21.32 48.14 25.31 92.23 54.44 46.63 124.91 1.5 0.90 1.5 0.9 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-2 2.40 V2-3a V2-1a 3.00 V1a-2 V1a-1 V1-1a ∑M@5=0 V6-5 2.10 25.31 = 0 ∑M@1a=0 V6-5 2.10 = 0.00 V3-1b 3.00 77.10 148.842 = 0 V6-5 = 43.28 V3-1b 3.00 = 0.00 V5-6 = 8.43 V3-1b = 127.19 V1b-3 = 278.03 ∑M@3a=0 V5-3a 2.40 54.44 = 0 V5-3a 2.40 = 0.00 ∑M@1=0 V5-3a = 102.88 V1a-1 1.50 = 0 V3a-5 = 118.46 V1a-1 1.50 = 0.00 V1a-1 = 41.90 ∑M@2=0 V1-1a = V3a-3 2.40 124.91 = 0 V3a-3 2.40 = 0.00 V3a-3 = 151.45 V3-3a = 273.40 102.88 151.45 127.19 41.90 43.28 57.62 38.09 65.12 60.41 25.35 1.76 1.12 0.86 0.95 1.21 8.43 273.40 118.46 278.03 (98.90) (10.05) (35.75) (72.45) (32.43) (6.43) (106.16) (10.05) (90.90) (359.76) (98.90) (381.56) (265.61) (35.75) (246.92) (23.99) (6.43) (32.43) (62.85) (9.92) (134.28) (72.45) (281.66) (363.48) (9.92) (35.75) (72.45) (98.90) (32.43) (10.05) (6.43) (28.04) (21.86) 54.44 124.91 77.10 25.31 7.33 7.08 38.49 (10.41) (26.63) (15.61) (17.75) (5.20) (8.88) 6.03 6.26 10.81 3.86 4.02 4.18 7.20 1.29 2.01 2.09 3.60 2.57 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
312.95 165.38 0.91 39.60 46.63 60.12 21.32 3.60 1.50 0.90 1.50 0.90 5.40 2.10 2.40 2.40 3.00 1.50 6 5 3a 2 1a 1 ˉM6-5=M5-6 = 0.33 kNm ˉM5-3a=M3a-5 = 19.01 kNm ˉM3a-2 = kNm M2-3a= 132.40 ˉM2-1a = kNm M1a-2= 82.30 ˉM1a-1=M1-1a = 4.00 kNm Momentdistribution: 3.65 19.91 2.88 0.34 0.85 0.72 0.23 5.86 1.87 0.18 0.06 7.20 2.10 13.39 4.72 0.13 0.33 18.67 5.77 55.75 17.81 0.40 0.31 0.32 0.34 0.29 0.35 0.27 0.33 0.26 0.21 0.23 0.23 0.21 0.23 0.25 0.22 0.20 0.17 0.19 0.34 0.41 0.23 0.33 19.01 132.40 64.99 82.30 78.30 4.00 0.09 0.11 4.83 3.85 4.22 13.03 11.87 13.03 2.41 0.06 6.57 6.52 2.11 6.52 1.37 1.25 1.37 0.04 0.04 0.04 1.23 1.40 2.46 5.53 3.15 0.28 0.68 0.02 0.68 1.30 0.62 0.02 2.78 2.76 1.23 0.23 0.28 0.17 0.15 0.17 0.82 3.04 2.44 34.95 13.27 123.39 63.31 1.92 (74.76) (67.42) (0.49) (22.16) (21.59) (0.28) (0.09) (1.30) (0.44) (2.78) (0.81) (1.23) (0.43) (0.96) (2.41) (6.57) (2.03) (64.99) (21.78) (78.30) (22.88) (4.00) (1.41) (0.33) (18.67) (19.01) (55.75) (74.76) (67.42) (4.00) (15.94) (14.52) (12.75) (13.39) (15.25) (26.78) (1.65) (0.94) (5.86) (7.97) (0.18) (6.70) (6.37) (7.20) (0.82) (13.39) (0.64) (0.81) (1.70) (1.35) (1.49) (0.85) (0.40) (0.74) (0.72) (0.07) (0.06) (0.06) (0.32) (0.29) (0.26) (0.48) (0.54) (0.95) (0.51) (0.29) (0.33) (9.13) (68.13) (14.77) (86.46) (14.39) (27.33) (4.79) 6 5 3a 2 1a 1 PROJECT : Ground floor Level Case 2 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
312.95 165.38 60.12 63.31 21.32 0.82 0.91 3.04 39.60 34.95 46.63 123.39 1.5 0.90 1.5 0.9 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-2 2.40 V2-3a V2-1a 3.00 V1a-2 V1a-1 V1-1a ∑M@5=0 V6-5 2.10 3.04 0.82 = 0 ∑M@1a=0 V6-5 2.10 1.85 = 0.00 V3-1b 3.00 63.31 148.842 = 0 V6-5 = V3-1b 3.00 = 0.00 V5-6 = 0.16 V3-1b = 97.90 V1b-3 = 82.46 ∑M@3a=0 V5-3a 2.40 34.95 = 0 V5-3a 2.40 = 0.00 ∑M@1=0 V5-3a = 36.76 V1a-1 1.50 = 0 V3a-5 = 58.27 V1a-1 1.50 = 0.00 V1a-1 = 37.41 ∑M@2=0 V1-1a = V3a-3 2.40 123.39 = 0 V3a-3 2.40 = 0.00 V3a-3 = 150.28 V3-3a = 36.76 97.90 150.28 150.28 37.41 17.07 0.78 143.65 122.36 32.82 0.93 1.91 1.63 1.75 0.16 58.27 82.46 (86.46) (9.13) (68.13) (27.33) (4.79) (2.01) (270.53) (86.46) (0.88) (293.69) (114.04) (9.13) (88.23) (23.99) (4.79) (27.33) (56.11) (5.42) (134.28) (68.13) (281.66) (360.68) (38.38) (0.88) (1.78) (38.38) (5.42) 34.95 123.39 63.31 0.82 3.04 (68.13) (86.46) (27.33) (9.13) (4.79) (1.60) (7.93) (75.52) (5.48) (35.90) (22.16) (0.49) (21.59) (0.33) (14.77) (14.39) (0.16) (11.08) (7.20) 3.65 19.91 2.88 2.44 13.27 1.92 1.22 6.64 0.96 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
312.95 165.38 1.01 44.99 29.53 79.95 10.73 3.60 1.50 0.90 1.50 0.90 5.40 2.10 2.40 2.40 3.00 1.50 6 5 3a 2 1a 1 ˉM6-5=M5-6 = 0.37 kNm ˉM5-3a=M3a-5 = 21.60 kNm ˉM3a-2 = kNm M2-3a= 124.20 ˉM2-1a = kNm M1a-2= 97.17 ˉM1a-1=M1-1a = 2.01 kNm Moment distribution : 4.78 16.96 4.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.30 0.76 0.14 0.04 0.39 0.12 2.74 0.87 2.30 0.77 4.53 1.32 16.27 5.74 0.15 0.37 21.23 6.56 49.95 15.96 0.40 0.31 0.32 0.34 0.29 0.35 0.27 0.33 0.26 0.21 0.23 0.23 0.21 0.23 0.25 0.22 0.20 0.17 0.19 0.34 0.41 0.23 0.37 21.60 124.20 41.91 97.17 95.16 2.01 0.10 0.12 5.49 4.37 4.80 11.68 10.64 11.68 2.74 0.06 5.90 5.84 2.40 5.84 0.64 0.58 0.64 0.56 0.51 0.45 0.77 0.88 1.55 6.72 3.82 0.32 0.28 0.32 0.71 0.39 0.23 3.58 3.36 0.77 0.20 0.25 0.04 0.03 0.03 0.09 0.08 0.09 1.07 3.97 3.19 35.74 11.30 120.47 77.17 3.17 0.00 0.00 0.00 0.00 0.00 (71.55) (82.29) (0.64) (13.51) (27.53) (0.71) (0.24) (3.58) (1.05) (0.77) (0.27) (1.10) (2.74) (5.90) (1.82) (41.91) (14.05) (95.16) (27.80) (2.01) (0.71) (0.37) (21.23) (21.60) (49.95) (71.55) (82.29) (2.01) (10.28) (9.36) (8.22) (16.27) (18.53) (32.55) (0.83) (0.47) (2.74) (5.14) (2.30) (8.14) (4.11) (4.53) (0.42) (16.27) (0.73) (0.92) (1.53) (1.22) (1.33) (0.76) (0.46) (0.14) (0.67) (0.39) (0.17) (0.16) (0.14) (0.61) (0.70) (1.23) (0.32) (0.18) (0.43) (11.94) (64.00) (9.01) (97.95) (18.35) (31.30) (7.92) (0.00) 6 5 3a 2 1a 1 PROJECT : Ground floor Level Case 3 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
312.95 165.38 79.95 77.17 10.73 1.07 1.01 3.97 44.99 35.74 29.53 120.47 1.5 0.90 1.5 0.9 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-2 2.40 V2-3a V2-1a 3.00 V1a-2 V1a-1 V1-1a ∑M@5=0 V6-5 2.10 3.97 1.07 = 0 ∑M@1a=0 V6-5 2.10 2.81 = 0.00 V3-1b 3.00 77.17 148.842 = 0 V6-5 = V3-1b 3.00 = 0.00 V5-6 = 0.18 V3-1b = 126.84 V1b-3 = 278.37 ∑M@3a=0 V5-3a 2.40 35.74 = 0 V5-3a 2.40 = 0.00 ∑M@1=0 V5-3a = 44.08 V1a-1 1.50 = 0 V3a-5 = 63.91 V1a-1 1.50 = 0.00 V1a-1 = 34.19 ∑M@2=0 V1-1a = V3a-3 2.40 120.47 = 0 V3a-3 2.40 = 0.00 V3a-3 = 129.27 V3-3a = 254.56 126.84 44.08 129.27 34.19 21.59 59.56 1.62 52.24 16.77 0.98 0.81 0.94 0.98 0.18 254.56 63.91 278.37 (97.95) (11.94) (64.00) (31.30) (7.92) (2.23) (359.76) (97.95) (1.34) (380.53) (129.58) (11.94) (105.79) (12.07) (7.92) (31.30) (51.29) (18.10) (85.05) (64.00) (281.66) (310.24) (1.34) (2.42) (18.10) (64.00) (97.95) (31.30) (11.94) (7.92) (0.55) (9.65) 120.47 77.17 35.74 1.07 3.97 11.76 14.52 38.39 (0.64) (9.01) (27.53) (0.43) (13.51) (18.35) (0.21) (4.50) (9.18) 4.78 4.75 3.19 11.30 16.96 3.17 1.59 1.58 5.65 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
312.95 165.38 0.91 44.99 29.53 79.95 21.32 3.60 1.50 0.90 1.50 0.90 5.40 2.10 2.40 2.40 3.00 1.50 6 5 3a 2 1a 1 ˉM6-5=M5-6 = 0.33 kNm ˉM5-3a=M3a-5 = 21.60 kNm ˉM3a-2 = kNm M2-3a= 124.20 ˉM2-1a = kNm M1a-2= 97.17 ˉM1a-1=M1-1a = 4.00 kNm Momentdistribution: 4.79 16.96 3.91 0.30 0.76 0.14 0.04 0.41 0.13 2.73 0.87 2.13 0.71 4.94 1.44 15.93 5.62 0.13 0.33 21.26 6.57 49.95 15.96 0.40 0.31 0.32 0.34 0.29 0.35 0.27 0.33 0.26 0.21 0.23 0.23 0.21 0.23 0.25 0.22 0.20 0.17 0.19 0.34 0.41 0.23 0.33 21.60 124.20 41.91 97.17 93.17 4.00 0.09 0.11 5.50 4.38 4.81 11.68 10.64 11.68 2.75 0.06 5.89 5.84 2.40 5.84 0.64 0.58 0.64 0.52 0.48 0.42 0.84 0.96 1.69 6.57 3.74 0.32 0.26 0.32 0.74 0.42 0.21 3.50 3.29 0.84 0.20 0.25 0.04 0.03 0.03 0.09 0.09 0.09 1.10 3.94 3.20 35.75 11.31 120.42 77.58 2.61 (71.55) (82.29) (0.66) (13.58) (26.80) (0.74) (0.25) (3.50) (1.02) (0.84) (0.30) (1.10) (2.75) (5.89) (1.82) (41.91) (14.05) (93.17) (27.22) (4.00) (1.41) (0.33) (21.26) (21.60) (49.95) (71.55) (82.29) (4.00) (10.28) (9.36) (8.22) (15.93) (18.15) (31.87) (1.65) (0.94) (2.73) (5.14) (2.13) (7.97) (4.11) (4.94) (0.82) (15.93) (0.73) (0.92) (1.52) (1.21) (1.33) (0.76) (0.46) (0.14) (0.67) (0.41) (0.18) (0.17) (0.15) (0.60) (0.68) (0.96) (0.35) (0.20) (0.44) (11.93) (64.02) (9.05) (97.78) (17.87) (32.68) (6.52) 6 5 3a 2 1a 1 PROJECT : Ground floor Level Case 4 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
312.95 165.38 79.95 77.58 21.32 1.10 0.91 3.94 44.99 35.75 29.53 120.42 1.5 0.90 1.5 0.9 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-2 2.40 V2-3a V2-1a 3.00 V1a-2 V1a-1 V1-1a ∑M@5=0 V6-5 2.10 3.94 1.10 = 0 ∑M@1a=0 V6-5 2.10 3.03 = 0.00 V3-1b 3.00 77.58 148.842 = 0 V6-5 = V3-1b 3.00 = 0.00 V5-6 = 0.16 V3-1b = 126.65 V1b-3 = 278.56 ∑M@3a=0 V5-3a 2.40 35.75 = 0 V5-3a 2.40 = 0.00 ∑M@1=0 V5-3a = 44.07 V1a-1 1.50 = 0 V3a-5 = 63.92 V1a-1 1.50 = 0.00 V1a-1 = 42.12 ∑M@2=0 V1-1a = V3a-3 2.40 120.42 = 0 V3a-3 2.40 = 0.00 V3a-3 = 129.29 V3-3a = 254.53 44.07 129.29 126.65 42.12 21.58 52.26 59.38 25.46 1.89 0.98 0.81 0.94 1.21 0.16 254.53 63.92 278.56 (97.78) (11.93) (64.02) (32.68) (6.52) (2.01) (359.76) (97.78) (1.44) (379.96) (129.58) (11.93) (105.77) (23.99) (6.52) (32.68) (63.18) (10.14) (85.05) (64.02) (281.66) (310.30) (1.44) (1.36) (10.14) (64.02) (97.78) (32.68) (11.93) (6.52) (0.27) (9.65) 120.42 77.58 35.75 1.10 3.94 11.75 7.21 38.40 16.96 4.79 2.61 3.91 3.20 11.31 1.60 1.30 5.65 (0.66) (0.44) (9.05) (26.80) (13.58) (17.87) (0.22) (4.53) (8.93) PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY
312.95 165.38 1.01 44.99 29.53 79.95 21.32 3.60 1.50 0.90 1.50 0.90 5.40 2.10 2.40 2.40 3.00 1.50 6 5 3a 2 1a 1 ˉM6-5=M5-6 = 0.37 kNm ˉM5-3a=M3a-5 = 21.60 kNm ˉM3a-2 = kNm M2-3a= 124.20 ˉM2-1a = kNm M1a-2= 97.17 ˉM1a-1=M1-1a = 4.00 kNm Momentdistribution: 4.78 16.96 3.91 0.30 0.76 0.14 0.04 0.41 0.13 2.74 0.87 2.13 0.71 4.94 1.44 15.93 5.62 0.15 0.37 21.23 6.56 49.95 15.96 0.40 0.31 0.32 0.34 0.29 0.35 0.27 0.33 0.26 0.21 0.23 0.23 0.21 0.23 0.25 0.22 0.20 0.17 0.19 0.34 0.41 0.23 0.37 21.60 124.20 41.91 97.17 93.17 4.00 0.10 0.12 5.49 4.37 4.80 11.68 10.64 11.68 2.74 0.06 5.90 5.84 2.40 5.84 0.64 0.58 0.64 0.52 0.48 0.42 0.84 0.96 1.69 6.57 3.74 0.32 0.26 0.32 0.74 0.42 0.21 3.50 3.29 0.84 0.20 0.25 0.04 0.03 0.03 0.10 0.09 0.10 1.07 3.97 3.19 35.74 11.31 120.42 77.58 2.61 (71.55) (82.29) (0.64) (13.58) (26.77) (0.74) (0.25) (3.50) (0.99) (0.84) (0.30) (1.10) (2.74) (5.90) (1.82) (41.91) (14.05) (93.17) (27.22) (4.00) (1.41) (0.37) (21.23) (21.60) (49.95) (71.55) (82.29) (4.00) (10.28) (9.36) (8.22) (15.93) (18.15) (31.87) (1.65) (0.94) (2.74) (5.14) (2.13) (7.97) (4.11) (4.94) (0.82) (15.93) (0.73) (0.92) (1.53) (1.22) (1.33) (0.76) (0.46) (0.14) (0.67) (0.41) (0.18) (0.17) (0.15) (0.60) (0.68) (0.98) (0.35) (0.20) (0.43) (11.94) (64.02) (9.05) (97.78) (17.87) (32.70) (6.52) 6 5 3a 2 1a 1 PROJECT : Ground floor Level Case 5 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
312.95 165.38 79.95 77.58 21.32 1.07 1.01 3.97 44.99 35.74 29.53 120.42 1.5 0.90 1.5 0.9 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-2 2.40 V2-3a V2-1a 3.00 V1a-2 V1a-1 V1-1a ∑M@5=0 V6-5 2.10 3.97 1.07 = 0 ∑M@1a=0 V6-5 2.10 2.81 = 0.00 V3-1b 3.00 77.58 148.842 = 0 V6-5 = V3-1b 3.00 = 0.00 V5-6 = 0.18 V3-1b = 126.65 V1b-3 = 113.18 ∑M@3a=0 V5-3a 2.40 35.74 = 0 V5-3a 2.40 = 0.00 ∑M@1=0 V5-3a = 44.08 V1a-1 1.50 = 0 V3a-5 = 63.91 V1a-1 1.50 = 0.00 V1a-1 = 42.13 ∑M@2=0 V1-1a = V3a-3 2.40 120.42 = 0 V3a-3 2.40 = 0.00 V3a-3 = 129.29 V3-3a = 44.08 129.29 126.65 42.13 21.59 106.87 100.32 41.63 1.85 0.98 1.65 1.58 1.98 0.18 63.91 113.18 4.78 3.91 3.19 11.31 16.96 2.61 1.59 1.30 5.65 (97.78) (11.94) (64.02) (32.70) (6.52) (2.23) (359.76) (97.78) (1.34) (379.96) (129.58) (11.94) (105.78) (23.99) (6.52) (32.70) (63.20) (10.15) (85.05) (64.02) (281.66) (310.30) (58.42) (1.34) (0.12) (58.42) (10.15) (0.64) (13.58) (9.05) (26.77) (0.43) (17.87) (0.21) (8.93) (4.53) (64.02) (97.78) (32.70) (11.94) (6.52) (2.54) (9.65) (8.93) (42.85) 120.42 77.58 35.74 1.07 3.97 0.95 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
312.95 165.38 0.91 39.60 29.53 79.95 21.32 3.60 1.50 0.90 1.50 0.90 5.40 2.10 2.40 2.40 3.00 1.50 6 5 3a 2 1a 1 ˉM6-5=M5-6 = 0.33 kNm ˉM5-3a=M3a-5 = 19.01 kNm ˉM3a-2 = kNm M2-3a= 124.20 ˉM2-1a = kNm M1a-2= 97.17 ˉM1a-1=M1-1a = 4.00 kNm Momentdistribution: 3.87 17.91 3.91 0.32 0.80 0.05 0.02 0.48 0.15 3.03 0.97 1.83 0.61 4.94 1.44 15.93 5.62 0.13 0.33 18.67 5.77 52.54 16.79 0.40 0.31 0.32 0.34 0.29 0.35 0.27 0.33 0.26 0.21 0.23 0.23 0.21 0.23 0.25 0.22 0.20 0.17 0.19 0.34 0.41 0.23 0.33 19.01 124.20 41.91 97.17 93.17 4.00 0.09 0.11 4.83 3.85 4.22 12.28 11.19 12.28 2.41 0.06 6.20 6.14 2.11 6.14 0.71 0.64 0.71 0.45 0.41 0.36 0.84 0.96 1.69 6.57 3.74 0.35 0.22 0.35 0.78 0.42 0.18 3.47 3.29 0.84 0.21 0.27 0.01 0.01 0.01 0.11 0.10 0.11 0.85 3.23 2.58 33.52 11.94 120.67 77.55 2.61 (71.55) (82.29) (0.51) (13.69) (26.74) (0.78) (0.26) (3.47) (0.96) (0.84) (0.30) (0.96) (2.41) (6.20) (1.92) (41.91) (14.05) (93.17) (27.22) (4.00) (1.41) (0.33) (18.67) (19.01) (52.54) (71.55) (82.29) (4.00) (10.28) (9.36) (8.22) (15.93) (18.15) (31.87) (1.65) (0.94) (3.03) (5.14) (1.83) (7.97) (4.11) (4.94) (0.82) (15.93) (0.64) (0.81) (1.60) (1.28) (1.40) (0.80) (0.40) (0.05) (0.70) (0.48) (0.19) (0.17) (0.15) (0.59) (0.68) (0.97) (0.35) (0.20) (0.34) (9.68) (63.36) (9.13) (97.85) (17.86) (32.69) (6.52) 6 5 3a 2 1a 1 PROJECT : Ground floor Level Case 6 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
312.95 165.38 79.95 77.55 21.32 0.85 0.91 3.23 39.60 33.52 29.53 120.67 1.5 0.90 1.5 0.9 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-2 2.40 V2-3a V2-1a 3.00 V1a-2 V1a-1 V1-1a ∑M@5=0 V6-5 2.10 3.23 0.85 = 0 ∑M@1a=0 V6-5 2.10 2.07 = 0.00 V3-1b 3.00 77.55 148.842 = 0 V6-5 = V3-1b 3.00 = 0.00 V5-6 = 0.16 V3-1b = 126.68 V1b-3 = 278.53 ∑M@3a=0 V5-3a 2.40 33.52 = 0 V5-3a 2.40 = 0.00 ∑M@1=0 V5-3a = 37.58 V1a-1 1.50 = 0 V3a-5 = 57.45 V1a-1 1.50 = 0.00 V1a-1 = 42.13 ∑M@2=0 V1-1a = V3a-3 2.40 120.67 = 0 V3a-3 2.40 = 0.00 V3a-3 = 128.92 V3-3a = 254.91 37.58 128.92 126.68 42.13 17.85 51.57 59.54 25.49 1.81 0.95 0.80 0.94 1.21 0.16 254.91 57.45 278.53 3.87 3.91 2.58 11.94 17.91 2.61 1.29 1.30 5.97 (97.85) (9.68) (63.36) (32.69) (6.52) (2.01) (359.76) (97.85) (0.98) (380.05) (114.04) (9.68) (90.20) (23.99) (6.52) (32.69) (63.19) (10.14) (85.05) (63.36) (281.66) (309.40) (0.98) (0.08) (10.14) (0.51) (13.69) (9.13) (26.74) (0.34) (17.86) (0.17) (8.93) (4.56) (63.36) (97.85) (32.69) (9.68) (6.52) (8.17) 120.67 77.55 33.52 0.85 3.23 38.31 0.77 7.20 11.80 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
SPECIFICATION Loading : Dimension : ACTIONS Loads on beam, n kN/m : Loads on beam, w kN/m (Roof level) : Finishes, services = 0.4 kN/m Density of concrete = 25 kN/m³ Imposed Load = 0.81 kN/m Size b h Beam 150 280 Column 150 150 Slab thickness 100 beam selfweight = 0.15×0.28×25 = 1.05 kN/m Finishes, services = kN/m = 1.45 kN/m Imposed Load = kN/m = 0.81 kN/m w1 4.2m B1 D Beam selfweight = 1.05 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic variable load, Qk = 0.81 kN/m Design load, 1.35Gk + 1.5Qk = 3.17 kN/m 1.35Gk = 1.96 kN/m 0.4 0.81 Span 1(B1-D) : w1 Char act er i st i c per manent l oad, g Char act er i st i c var i abl e l oad, q k k PROJECT : Roof level Case 1 (Frame B1-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
Data : Column Joint B1 Joint D Beam Case 1 : Size b h Beam 150 280 Column 250 300 Moment of Inertia : Beam 150 × 280³ /12 2.74E+08 Column 250 x 300³ 5.63E+08 Stiffness : K = I/L (mm³) I L I/L FB1-D F F 0 0 0 0.92 0.00 0.08 Kcl 42187500 3600 11718.75 FD-B1 F F I L I/L 0.92 0.00 0.08 KB1-D 274400000 2100 130666.7 3.17 Fixed end moment : 4.20 m MB1-D= MD-B1 = wL²/12 B1 D = 4.66 kNm Moment distribution : 0.98 2.14 4.66 B C 0.08 0.92 0.92 0.08 4.66 0.38 4.28 2.14 0.18 1.96 0.98 0.08 0.90 0.64 0.64 I=bh³/12 (mm⁴) F=K/∑K / 12 Di st r i but i on f act or : K cu cl cu cl cu (0.98) (2.14) (4.66) (4.66) (4.28) (0.38) (2.14) (1.96) (0.18) (0.98) (0.90) (0.08) (0.64) (0.64) PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
Shear force : 3.17 0.64 VBC 4.20 VCB ∑M@ C = 0 VBC 4.20 0.64 = VBC 4.20 = 0.00 VBC = 6.66 VBC = 6.66 Shear force and bending moment diagrams : 6.66 2.10 6.66 0.64 0.32 (0.64) (27.98) (0.64) (27.98) (0.64) (0.32) 7.00 (0.64) (6.35) 0.64 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
Case 2 : 1.96 Fixed end moment : 4.20 m MB1-D= MD-B1 = wL²/12 B1 D = 2.88 kNm Moment distribution : 0.61 1.32 2.88 B C 0.08 0.92 0.92 0.08 2.88 0.24 2.64 1.32 0.11 1.21 0.61 0.05 0.56 0.40 0.40 Shear force : 1.96 0.40 VBC 4.20 VCB ∑M@ C = 0 VBC 4.20 0.40 = 0.00 VBC 4.20 = 0.00 VBC = 4.11 VBC = 4.11 Shear force and bending moment diagrams : 4.11 2.10 4.11 0.40 0.20 (0.61) (1.32) (2.88) (2.88) (2.64) (0.24) (1.32) (1.21) (0.11) (0.61) (0.56) (0.05) (0.40) (0.40) (0.40) (17.27) (0.40) (17.27) (0.40) (0.20) 4.32 (0.40) (3.92) 0.40 PROJECT : Roof level Case 2 (Frame B1-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
SPECIFICATION ACTIONS Loading : Dimension : Loading distribution : Loads on slab, n kN/m² : 3.75 4.50 Finishes, ceiling, services = 1.25 kN/m² Density of concrete = 25.00 kN/m³ Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² Size b h Beam 150 280 Column 250 300 Slab thickness 100 4.2 m 5 3.9 m 3 B1 D Slab 5-3/ B1-D : 4.2 /3.9 = 1.08 = 0.40 Case 4 Slab selfweight = 0.1 25 = 2.50 kN/m² Finishes, ceiling, services = 1.25 kN/m² Characteristic permanent load, gk = kN/m² Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² Characteristic variable load, qk = kN/m² PROJECT : First floor level Case 1 (Frame B1-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
Loads on beam, w kN/m : Data : Column Joint B1 Joint D Beam w1 3.60 4.20 m 3.60 B1 D Perm. load from slab = 0.4 x 3.75x 3.9 = 5.85 kN/m Beam selfweight = 0.18x 0.15 x 25 = kN/m Characteristic permanent load, Gk = 6.525 kN/m Variable load fr. slab = 0.4 x 4.5 x 3.9 = kN/m Characteristic variable load, Qk = 7.02 kN/m Design load, 1.35Gk + 1.5Qk = 19.34 kN/m 1.35Gk = 8.81 kN/m Size b h Beam 150 280 Column 250 300 Moment of Inertia : Beam 150× 280³ /12 274400000 Column 250x 300³/12 562500000 Stiffness : K = I/L (mm³) Distribution factor : F=K/∑K I L I/L FB1-D F F Kcu 562500000 3600 156250 0.29 0.35 0.35 Kcl 562500000 3600 156250 FD-B1 F F I L I/L 0.29 0.35 0.35 KB1-D 274400000 2100 130666.6667 Span 1(B1-D) : w1 0.675 7.02 I=bh³/12 (mm⁴) cu cl cu cl PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
Case 1: 19.34 3.60 Fixed end moment : 4.20 m 3.60 MB1-D= MD-B1 = wL²/12 B1 D = 28.43 kNm Moment distribution : 0.22 0.62 1.48 4.19 10.02 28.43 0.35 B1 D 0.35 0.35 0.29 0.29 0.35 28.43 10.02 8.38 4.19 1.48 1.24 0.62 0.22 0.18 0 Shear force : 19.34 23.44 VB1-D 4.20 VD-B1 ∑M@D =0 VB1-D 4.20 23.44 = 0 VB1-D 4.20 = 0 VB1-D = 40.61 VD-B1 = 40.61 Shear force and bending moment diagrams : 40.61 2.10 40.61 11.72 11.72 5.86 11.72 11.72 23.44 (11.72) (23.44) (11.72) (0.62) (0.22) (4.19) (1.48) (28.43) (10.02) (28.43) (8.38) (10.02) (4.19) (1.24) (1.48) (0.62) (0.18) (0.22) (23.44) (170.57) (23.44) (170.57) (11.72) (11.72) (5.86) 42.64 (23.44) (19.20) 23.44 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
Case 2 : 8.81 3.60 Fixed end moment : 4.20 m 3.60 MB1-D= MD-B1 = wL²/12 B1 D = 12.95 kNm Moment distribution : 0.67 1.91 4.57 12.95 0.35 B1 D 0.35 0.35 0.29 0.29 0.35 12.95 4.57 3.82 1.91 0.67 0.56 Shear force : 8.81 10.48 VB1-D 4.20 VD-B1 ∑M @ D = 0 VB1-D 4.20 10.48 = 0 VB1-D 4.20 = 0 VB1-D = 18.50 VD-B1 = 18.50 Shear force and bending moment diagrams : 18.50 2.10 18.50 5.24 5.24 2.62 5.24 5.24 10.48 (5.24) (10.48) (5.24) (1.91) (0.67) (12.95) (4.57) (12.95) (3.82) (4.57) (1.91) (0.56) (0.67) (10.48) (77.69) (10.48) (77.69) (5.24) (5.24) (2.62) 19.42 (10.48) (8.95) 10.48 PROJECT : First floor level Case 2 (Frame B1-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
SPECIFICATION ACTIONS Loading : Dimension : Loading distribution : Loads on slab, n kN/m² : 3.75 4.50 Finishes, ceiling, services = 1.25 kN/m² Density of concrete = 25.00 kN/m³ Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² Size b h Beam 150 280 Column 250 300 Slab thickness 100 4.2 m 3.3 5 3.9 m 3 B C D Slab 5-3/ B-C : 4.2 /3.9 = 1.08 = 0.40 Case 4 Slab 5-3/C-D : 3.9/3.3 = 1.18 = 0.42 Case 2 Slab selfweight = 0.1 25 = 2.50 kN/m² Finishes, ceiling, services = 1.25 kN/m² Characteristic permanent load, gk = kN/m² Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² Characteristic variable load, qk = kN/m² PROJECT : Ground floor level Case 1 (Frame B-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
P(kN) w1 w2 3.6 3.30 0.90 4.20 m 3.30 m 5.4 B C D Perm.loadfromslab = 0.4x3.75x 3.9 = 5.85 kN/m Perm.loadfromslab= 0.42x84.9x 3.9 = 6.14 kN/m Beamselfweight = 0.18x 0.15x 25 = kN/m Beamselfweight = 0.18x0.15x 25 = kN/m Characteristicpermanentload,Gk = 6.53 kN/m Characteristicpermanentload, Gk = 6.82 kN/m Variableloadfr.slab = 0.4x 4.5x 3.9 = kN/m Variable loadfr.slab= 0.42x 4.5x 3.9 = kN/m Characteristicvariable load, Qk = 7.02 kN/m Characteristicvariableload,Qk = 7.37 kN/m Designload,1.35Gk+1.5Qk = 19.34 kN/m Designload,1.35Gk +1.5Qk = 20.26 kN/m 1.35Gk = 8.81 kN/m 1.35Gk = 9.20 kN/m Size b h Beam 150 280 Column 250 300 MomentofInertia: Beam 150×280³/12 274400000 Column 250x 300 Loadsonbeam,wkN/m: Data: Column JointB JointC Beam JointD ³/12 562500000 Stiffness:K=I/L(mm³) Distributionfactor:F=K/∑K I L I/L FBC Fcu F Kcu 562500000 3600 156250.00 0.20 0.48 0.32 Kcl 562500000 5400 104166.67 FCB FCD F F I L I/L 0.16 0.20 0.38 0.25 KBC 274400000 4200 65333.33 FDC Fcu Fcl KCD 274400000 3300 83151.52 0.24 0.45 0.30 Span1(B-C) :w1 Span2(C-D) :w2 0.675 0.675 7.02 7.37 I=bh³/12(mm⁴) cl cu cl PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
40.61 Fixed end moment : 8.81 20.26 3.6 MBC = MCB = 35.51 kNm 3.30 0.90 MBC= MCB = 18.39 kNm 4.20 m 3.30 m 5.4 B C D Moment distribution : 9.82 0.66 1.37 0.31 0.12 1.74 0.79 9.16 19.10 0.48 0.38 0.45 0.32 0.20 0.16 0.25 0.20 0.24 0.30 35.51 17.13 18.39 6.11 3.83 1.92 0.44 0.27 0.05 0.08 0.06 0.42 0.53 6.55 34.74 12.62 Shear force : 40.61 8.81 34.74 20.26 12.62 3.30 0.90 VBC 4.20 VCB VCD 3.30 VDC ∑ M@ C= 0 ∑ M@ D= 0 VBC 4.20 34.74 = 0 VCD 3.30 12.62 = 0 VBC 4.20 = 0 VCD 3.30 = Case 1: B C D 0.00 VBC = 22.83 VCD = 36.89 VCB = 54.78 VDC = 29.97 Shear force and bending moment diagram : 36.89 22.83 15.29 33.20 1.34 1.80 54.78 29.97 9.82 6.55 3.27 (19.10) (6.43) (7.57) (17.13) (6.54) (18.39) (8.36) (19.10) (18.39) (2.74) (4.36) (3.48) (4.45) (5.57) (1.37) (0.31) (2.22) (1.74) (16.37) (4.28) (24.03) (5.05) (16.37) (24.03) (77.69) (16.37) (36.55) (110.32) (24.03) (95.87) (121.73) (6.43) (4.28) (7.57) (5.05) (2.14) (2.52) 34.74 12.62 1.07 (24.03) (16.37) (9.17) PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
40.61 Fixed end moment : 19.34 9.20 3.6 MBC = MCB = 50.99 kNm 3.30 0.90 MBC= MCB = 8.35 kNm 4.20 m 3.30 m 5.4 B C D Moment distribution : 18.22 0.09 0.20 0.25 0.11 1.63 3.41 4.34 1.97 16.59 34.58 0.48 0.38 0.45 0.32 0.20 0.16 0.25 0.20 0.24 0.30 50.99 42.64 8.35 11.06 6.94 3.47 2.46 1.09 0.68 1.05 1.31 0.34 0.87 0.52 0.06 0.04 0.06 0.08 12.21 47.25 3.04 Shear force : 40.61 19.34 47.25 9.20 3.04 3.30 0.90 VBC 4.20 VCB VCD 3.30 VDC ∑ M @ C= 0 ∑ M@ D= 0 VBC 4.20 47.25 = 0 VCD 3.30 Case 2 : B C D 3.04 = 0 VBC 4.20 = 0 VCD 3.30 = 0.00 VBC = 45.29 VCD = 19.88 VCB = 76.54 VDC = 10.49 Shear force and bending moment diagram : 19.88 45.29 30.35 17.89 1.34 1.80 76.54 10.49 18.22 12.21 6.11 (34.58) (17.23) (1.71) (0.87) (0.33) (2.46) (0.94) (42.64) (16.29) (8.35) (3.80) (34.58) (8.35) (6.81) (10.86) (8.67) (2.02) (2.53) (3.41) (1.01) (4.34) (0.39) (0.63) (0.50) (0.20) (0.25) (0.14) (0.22) (0.18) (30.37) (11.71) (18.53) (1.22) (30.37) (18.53) (170.57) (30.37) (36.55) (50.11) (18.53) (190.23) (65.60) (17.23) (11.71) (1.71) (1.22) (5.85) (0.61) 47.25 3.04 0.02 0.64 (18.53) (30.37) PROJECT : Ground floor level Case 2 (Frame B-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
40.61 Fixed end moment : 19.34 20.26 3.6 MBC = MCB = 50.99 kNm 3.30 0.90 MBC= MCB = 18.39 kNm 4.20 m 3.30 m 5.4 B C D Moment distribution : 17.47 0.88 2.60 3.32 0.92 16.59 34.58 0.48 0.38 0.45 0.32 0.20 0.16 0.25 0.20 0.24 0.30 50.99 32.61 18.39 11.06 6.94 3.47 1.24 0.83 0.52 0.80 0.90 11.89 49.05 11.42 Shear force : 40.61 19.34 49.05 20.26 11.42 3.30 0.90 VBC 4.20 VCB VCD 3.30 VDC ∑ M@ C= 0 ∑ M@ D= 0 VBC 4.20 49.05 = 0 VCD 3.30 11.42 = 0 VBC 4.20 = 0 VCD 3.30 = 0.00 VBC = 44.71 VCD = Case 3 : B C D 38.30 VCB = 77.12 VDC = 28.56 Shear force and bending moment diagram : 38.30 44.71 29.96 34.47 1.34 1.80 77.12 28.56 17.47 11.89 5.95 (34.58) (12.93) (7.44) (1.24) (0.47) (32.61) (12.46) (18.39) (8.36) (34.58) (18.39) (5.21) (8.31) (6.63) (4.45) (5.57) (2.60) (2.22) (3.32) (0.20) (0.32) (0.25) (29.73) (8.62) (27.49) (4.67) (29.73) (27.49) (170.57) (29.73) (36.55) (110.32) (27.49) (187.79) (126.39) (12.93) (8.62) (7.44) (4.67) (4.31) (2.34) 49.05 11.42 (27.49) (29.73) (0.23) (6.98) PROJECT : Ground floor level Case 3 (Frame B-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
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New grid design

  • 1.
    Finishes, services =0.4 kN/m Density of concrete = 25 kN/m³ Imposed Load = 0.81 kN/m Slab thickness, h = 100 Beam size, b×h = 150 × 280 Column size, b×h = 150 × 150 GROUND FLOOR Slab 2-4/B-D : = 4.2/3.9 = 1.08 two-way slab Case 3 shear force coefficient = 0.36 Slab 3-4/D-F : = 3.9/3.3 = 1.18 two-way slab Case 3 shear force coefficient = 0.44 Slab 4-5/A-B : = 4.8/1.5 = 3.20 one-way slab shear force coefficient = 0.50 Slab 4-5/B-C : = 4.8/3.0 = 1.60 two-way slab Case 1 shear force coefficient = 0.33 Slab 4-5/C-E : = 4.8/2.4 = 2.00 one-way slab shear force coefficient = 0.50 Slab 5-6/C-E : = 2.4/0.6 = 4.00 one-way slab shear force coefficient = 0.50 Slab 3a-4/E-F : = 2.1/1.8 = 1.17 two-way slab Case 2 shear force coefficient = 0.36 Slab 4-6/E-F : = 2.7/2.1 = 1.29 two-way slab Case 4 shear force coefficient = 0.50 Slab 5-6/D-E : = 3.3/2.1 = 1.57 two-way slab Case 4 shear force coefficient = 0.26 Slab 3a-5/D-E : = 3.3/2.4 = 1.38 two-way slab Case 1 shear force coefficient = 0.33 FIRST FLOOR Slab 5-3/B1-D : = 4.2/3.9 = 1.07 two-way slab case 4 shear force coefficient = 0.33 Slab 3-1a/B1-D : = 4.2/3.9 = 1.07 two-way slab case 2 shear force coefficient = 0.34 Slab 1a-1/B1-D : = 4.2/1.5 = 2.80 one-way slab shear force coefficient = 0.50 Slab 6-3a/D-E : = 4.5/3.3= 1.36 two-way slab case 2 shear force coefficient = 0.45 Slab 3a-1b/D-F : = SPECIFICATION Loading Dimension : Loading distribution : ACTIONS Loads on beam, n kN/m : Char act er i st i c per manent l oad, g Char act er i st i c var i abl e l oad, q : 5.4/4.5 = 1.20 two-way slab case 3 shear force coefficient = 0.36 Slab 5-3a/D-E : = 3.3/2.4 = 1.38 two-way slab shear force coefficient = 0.38 beam selfweight = 0.15×0.28×25 = 1.05 kN/m Finishes, services = kN/m = 1.45 kN/m Imposed Load = kN/m = 0.81 kN/m L L L L L L L L L L L L L L L L y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x y/ x L L L L L L L L L L L L L L L L 0.4 0.81 k k 2100 3900 3900 1500 PROJECT: Roof Level Case 1(Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 2.
    Size b h Beam150 280 Column 150 150 Beam 150× 280³ /12 274400000 Column ³ 42187500 Stiffness : K = I/L (mm³) I L I/L 0 0 0 0.92 0.00 0.08 42187500 3600 11718.75 I L I/L 0.51 0.45 0.00 0.05 274400000 2100 130666.67 274400000 2400 114333.33 0.37 0.59 0.00 0.04 274400000 1500 182933.33 274400000 3000 91466.667 0.64 0.32 0.00 0.04 274400000 900 304888.89 Fcl 274400000 1500 182933.33 0.22 0.75 0.00 0.03 Fcu 0.61 0.37 0.00 0.04 0.94 0.00 0.06 3.17 3.17 1.96 1.96 3.17 3.17 Fixed end moment : 2.1 m 2.4 m 1.5 3.00 0.9 1.5 1.8m wL²/12 m m = 1.16 kNm 6 5 3a 3 1b 1a Data : Column Joint 6 Joint 5 Beam Joint 3a Joint 3 Joint 1b Joint 1a Joint 1 Case 1 : 1 1.52 kNm 0.37 kNm 1.47 kNm 0.21 kNm 0.59 kNm Moment distribution : 6 1.16 5 0.36 3a -1.15 3 1.1 1b -1.26 1a 0.38 1 -0.59 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 1.16 1.52 0.37 1.47 0.21 0.59 0.17 0.99 0.18 0.03 0.15 0.67 0.09 0.34 0.23 0.03 0.14 0.17 1.34 0.03 1.11 1.04 0.09 1.19 0.44 0.03 0.06 Moment of I ner t i a : 150 × 150 / 12 Di st r i but i on f act or : F F F K K F F F F K F F F F K K F F F F K K F F F K F F F F F F M =M = ˉ M =M = ˉ M =M = ˉ M =M = ˉ M =M = ˉ M =M = I=bh³/12 (mm ⁴) F=K/∑K 6-5 cu cl cu cl 5-6 5-3a cu cl 6-5 3a-5 3a-3 cu cl 5-3a 3a-3 3-3a 3-1b cu cl 3-1b 1b-1a 1b-3 1b-1a cu 1a-1 1a-1b 1a-1 cl 1-1a cu cl 6-5 5-6 5-3a 3a-5 3a-3 3-3a 3-1b 1b-3 1b-1a 1a-1b 1a-1 1-1a (1.16) (1.52) (0.37) (1.47) (0.21) (0.59) (0.41) (0.08) (0.66) (0.28) (0.08) (0.92) (0.53) (0.06) (0.17) (1.37) (0.08) (1.03) (1.13) (0.08) (1.13) (0.45) (0.06) w1 w2 w3 w4 w5 w6 2.1m 2.4m 1.5m 3.0m 0.9m 1.5m 6 5 3a 3 1b 1a 1 Beam selfweight = 1.05 kN/m Beam selfweight = 1.05 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic variable load, Qk = 0.81 kN/m Characteristic variable load, Qk = 0.81 kN/m Design load, 1.35Gk + 1.5Qk = 3.17 kN/m Design load, 1.35Gk + 1.5Qk = 3.17 kN/m Loads on beam, w kN/m (Roof level) : 1.35Gk = 1.96 kN/m 1.35Gk = 1.96 kN/m Beam selfweight = 1.05 kN/m Beam selfweight = 1.05 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic variable load, Qk = 0.81 kN/m Characteristic variable load, Qk = 0.81 kN/m Design load, 1.35Gk + 1.5Qk = 3.17 kN/m Design load, 1.35Gk + 1.5Qk = 3.17 kN/m 1.35Gk = 1.96 kN/m 1.35Gk = 1.96 kN/m Beam selfweight = 1.05 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic variable load, Qk = 0.81 kN/m Design load, 1.35Gk + 1.5Qk = 3.17 kN/m 1.35Gk = 1.96 kN/m Beam selfweight = 1.05 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic variable load, Qk = 0.81 kN/m² Design load, 1.35Gk + 1.5Qk = 3.17 kN/m 1.35Gk = 1.96 kN/m Span 1(6-5) : w1 Span 5(1b-1a) : w5 Span 2 (5-3a) : w2 Span 6(1a-1) : w6 Span 3 (3a-3) : w3 Span 4 (3-1b) : w4 PROJECT: Roof Level Case 1(Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 3.
    3.17 3.17 1.961.96 3.17 3.17 Fixed end moment : 2.1 m 2.4 m 1.5 3.00 0.9 1.5 1.8m wL²/12 m m = 1.16 kNm 6 5 3a 3 1b 1a 1 1.52 kNm 0.37 kNm 1.47 kNm 0.21 kNm 0.59 kNm Moment distribution : 6 1.16 5 0.36 3a -1.15 3 1.1 1b -1.26 1a 0.38 1 -0.59 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 1.16 1.52 0.37 1.47 0.21 0.59 0.17 0.99 0.18 0.03 0.15 0.67 0.09 0.34 0.23 0.03 0.14 0.17 1.34 0.03 1.11 1.04 0.09 1.19 0.44 0.03 0.06 Shear force : 1.106 -1.129 1.1928 -0.174 3.17 1.3364 -1.3652 3.17 -1.0255 1.96 1.041 1.96 -1.1298 3.17 0.438 -0.4532 3.17 0.0649 1.5 3 0.9 2.1 V5-6 V5-3a 2.4 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a 1.5 ∑M@ 5= 0 ∑M@ 1a =0 V6-5(2.1)- (3.17×2.1×1.05)+1.3364-0.174 = 0 V1b-1a(0.9)-(3.17×0.9×0.45)+0.438-1.1298 = 0 V6-5 = 3.88 kN V1b-1a = 0.66 V5-6 = 2.78 kN V1a-1b = 2.19 ∑M@ 3a = 0 ∑M@ 1= 0 V5-3a(2.4)-(3.17×2.4×1.2)+1.106-1.3652 = 0 V1a-1(1.5)-(3.17×1.5×0.75)+0.0649-0.4532 = 0 V5-3a = 3.7 kN V1a-1 = 2.12 V3a-5 = 3.91 kN V1-1a = 2.64 ∑M@ 3= 0 V3a-3(1.5)-(1.96×1.5×0.75)+1.041-1.0255 = 0 V3a-3 = 1.48 kN V3-3a = 1.46 kN ∑ Case 1: 0.03 0.09 0.17 0.03 0.06 0.04 0.09 0.02 0.01 0.03 M@ 1b = 0 V3-1b(3)-(1.96×3×1.5)+1.1928-1.129 = 0 V3-1b = 2.96 kN V1b-3 = 2.92 kN Shear force and bending moment diagrams for roof level case 1 2.12 3.88 3.70 1.48 2.96 0.66 2.78 1.46 2.19 3.91 2.92 2.64 0.46 M =M = ˉ M =M = ˉ M =M = ˉ M =M = ˉ M =M = ˉ M =M = V V V V 6-5 5-6 5-3a 3a-5 3a-3 3-3a 3-1b 1b-3 1b-1a 1a-1b 1a-1 1-1a 6-5 1a-1b 1a-1 1-1a 1.34 1.11 1.19 1.04 0.438 0.06 0.69 (1.16) (1.52) (0.37) (1.47) (0.21) (0.59) (0.41) (0.08) (0.66) (0.28) (0.08) (0.92) (0.53) (0.06) (0.17) (1.37) (0.08) (1.03) (1.13) (0.08) (1.13) (0.45) (0.06) 2.33 2.22 0.56 2.23 0.07 0.71 1.20 1.20 0.76 1.51 0.21 0.67 (1.37) (1.13) (1.13) (1.03) (0.45) (0.17) (0.85) (1.11) (0.26) (2.15) (0.08) (0.08) (0.04) (0.04) PROJECT: Floor Level Case 1(Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks
  • 4.
    3.17 3.17 1.961.96 3.17 3.17 Fixed end moment : 2.1 m 2.4 m 1.5 3.00 0.9 1.5 1.8m wL²/12 m m = 1.16 kNm 6 5 3a 3 1b 1a 1 1.52 kNm 0.37 kNm 1.47 kNm 0.21 kNm 0.59 kNm Moment distribution : 6 1.16 5 0.36 3a -1.15 3 1.1 1b -1.26 1a 0.38 1 -0.59 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 1.16 1.52 0.37 1.47 0.21 0.59 0.17 0.99 0.18 0.03 0.15 0.67 0.09 0.34 0.23 0.03 0.14 0.17 1.34 0.03 1.11 1.04 0.09 1.19 0.44 0.03 0.06 Shear force : 1.106 -1.129 1.1928 -0.174 3.17 1.3364 -1.3652 3.17 -1.0255 1.96 1.041 1.96 -1.1298 3.17 0.438 -0.4532 3.17 0.0649 1.5 3 0.9 2.1 V5-6 V5-3a 2.4 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a 1.5 ∑M@ 5= 0 ∑M@1a = 0 V6-5(2.1)- (3.17×2.1×1.05)+1.3364-0.174 = 0 V1b-1a(0.9)-(3.17×0.9×0.45)+0.438-1.1298 = 0 V6-5 = 3.88 kN V1b-1a = 0.66 V5-6 = 2.78 kN V1a-1b = 2.19 ∑M@ 3a = 0 ∑M@1= 0 V5-3a(2.4)-(3.17×2.4×1.2)+1.106-1.3652 = 0 V1a-1(1.5)-(3.17×1.5×0.75)+0.0649-0.4532 = 0 V5-3a = 3.7 kN V1a-1 = 2.12 V3a-5 = 3.91 kN V1-1a = 2.64 ∑M@ 3= 0 V3a-3(1.5)-(1.96×1.5×0.75)+1.041-1.0255 = 0 V3a-3 = 1.48 kN V3-3a = 1.46 kN ∑ Case 1: 0.03 0.09 0.17 0.03 0.06 0.04 0.09 0.02 0.01 0.03 M@ 1b = 0 V3-1b(3)-(1.96×3×1.5)+1.1928-1.129 = 0 V3-1b = 2.96 kN V1b-3 = 2.92 kN Shear force and bending moment diagrams for roof level case 1 2.12 3.88 3.70 1.48 2.96 0.66 2.78 1.46 2.19 3.91 2.92 2.64 0.46 M =M = ˉ M =M = ˉ M =M = ˉ M =M = ˉ M =M = ˉ M =M = V V V V 6-5 5-6 5-3a 3a-5 3a-3 3-3a 3-1b 1b-3 1b-1a 1a-1b 1a-1 1-1a 6-5 1a-1b 1a-1 1-1a 1.34 1.11 1.19 1.04 0.438 0.06 0.69 (1.16) (1.52) (0.37) (1.47) (0.21) (0.59) (0.41) (0.08) (0.66) (0.28) (0.08) (0.92) (0.53) (0.06) (0.17) (1.37) (0.08) (1.03) (1.13) (0.08) (1.13) (0.45) (0.06) 2.33 2.22 0.56 2.23 0.07 0.71 1.20 1.20 0.76 1.51 0.21 0.67 (1.37) (1.13) (1.13) (1.03) (0.45) (0.17) (0.85) (1.11) (0.26) (2.15) (0.08) (0.08) (0.04) (0.04) PROJECT: Roof Level Case 2 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks :
  • 5.
    Case 3 3.17 3.173.17 3.17 1.96 1.96 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 1.164975 kNm ˉM5-3a=M3a-5 = 1.5216 kNm ˉM3a-3=M3-3a = 0.594375 kNm ˉM3-1b=M1b-3 = 2.3775 kNm ˉM1b-1a=M1a-1b = 0.1323 kNm ˉM1a-1=M1-1a = 0.3675 kNm Momentdistribution: 0.51 0.98 6.00 1.16 5.00 0.36 3a 3.00 1.78 1b 1a 0.24 1.00 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.6 0.07 0.36 0.89 0.11 1.16 1.52 0.93 0.59 2.38 2.25 0.13 0.37 0.17 0.99 0.17 0.03 0.15 1.09 0.14 0.55 0.14 0.02 0.08 0.09 0.50 0.33 0.08 0.62 0.54 0.28 0.35 0.07 0.04 0.31 0.04 0.16 0.59 0.07 0.35 0.16 1.83 0.00 1.04 1.73 0.18 2.08 0.04 0.09 0.05 Shearforce : 3.17 1.83 3.17 1.04 3.17 1.73 3.17 2.08 1.96 0.04 1.96 0.05 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 1.50 V3-3a V3-1b 3.00 V1b-3 V1b-1a 0.90 V1a-1b V1a-1 1.50 V1-1a ∑ V6-5 2.10 1.83 0.16 = 0.00 ∑ V6-5 2.10 = 0.00 V3-1b 3.00 2.08 = 0.00 V6-5 = 2.38 V3-1b 3.00 = 0.00 V5-6 = 4.28 V3-1b = 4.70 V1b-3 = 4.81 ∑M@3a=0 V5-3a 2.40 1.04 = 0.00 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 0.04 = 0.00 V5-3a = 4.07 V1b-1a 0.90 = 0.00 V3a-5 = 3.54 V1b-1a = 3.00 V1a-1b = ∑M@3=0 V3a-3 1.50 1.73 = 0.00 ∑M@1=0 V3a-3 1.50 = 0.00 V1a-1 1.50 0.05 = 0.00 V3a-3 = 1.85 V1a-1 1.50 = 0.00 V3-3a = 2.91 V1a-1 = 1.50 V1-1a = 1.44 Shearforce andbendingmomentdiagramsforroof level case 3 1.50 2.38 4.07 1.85 4.70 3.00 2.91 4.28 3.54 4.81 1.44 (0.09) (0.33) (0.62) (0.35) (0.04) (0.93) (2.25) (0.37) (1.16) (1.52) (0.59) (1.78) (2.38) (0.13) (0.24) (0.37) (0.33) (0.06) (0.53) (0.49) (0.13) (1.64) (0.33) (0.04) (0.17) (0.26) (0.51) (0.25) (0.82) (0.98) (0.16) (0.01) (0.07) (0.16) (0.03) (0.14) (0.22) (0.04) (0.35) (0.08) (0.02) (0.25) (0.04) (0.00) (0.16) (1.68) (0.11) (0.93) (1.91) (0.16) (1.95) (0.09) (0.05) (0.16) (1.68) (0.93) (1.91) (1.95) (0.09) (6.99) (4.99) (14.27) (1.91) (14.09) (9.13) (1.68) (9.76) (0.79) (1.95) (2.70) (1.24) (3.57) (0.93) (2.77) (2.21) (0.09) (2.25) (1.24) (0.36) M @5 = 0 M@1b = 0 0.89 2.60 0.54 3.48 0.96 0.58 0.75 1.28 0.58 1.48 0.64 0.77 (1.91) (1.95) (1.68) (0.93) (0.09) (0.16) (0.93) (1.56) (0.49) (0.73) 2.08 1.83 1.04 1.73 0.04 0.05 0.40 0.99 0.00 0.18 0.16 0.09 0.09 0.08 0.00 0.04 (0.11) (0.16) (0.05) (0.05) (0.08) (0.02) ` PROJECT: Roof Level Case 3 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 6.
    Case 4 1.96 3.173.17 3.17 3.17 1.96 2.10 2.40 1.50 3.00 0.90 1.50 6.00 5.00 3a 3.00 1b 1a Fixedendmoment : M6-5=M5-6 = wL²/12 = 0.72 kNm ˉM5-3a=M3a-5 = 1.52 kNm ˉM3a-3=M3-3a = 0.59 kNm ˉM3-1b=M1b-3 = 2.38 kNm ˉM1b-1a=M1a-1b = 0.21 kNm ˉM1a-1=M1-1a = 0.37 kNm Moment distribution : 0.50 0.95 6.00 0.72 5.00 0.80 3a 3.00 1.78 1b 1a 0.15 1.00 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 0.72 1.52 0.93 0.59 2.38 2.16 0.21 0.37 0.11 0.61 0.39 0.07 0.34 1.09 0.14 0.55 0.09 0.01 0.06 0.20 0.31 0.47 0.17 0.72 0.54 0.28 0.32 0.05 0.03 0.31 0.04 0.16 0.57 0.07 0.08 1.19 0.03 1.10 1.72 0.18 2.11 0.09 0.08 0.04 Shear force : 1.96 1.19 3.17 1.10 3.17 1.72 3.17 2.11 3.17 0.09 1.96 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 1.50 V3-3a V3-1b 3.00 V1b-3 V1b-1a 0.90 V1a-1b V1a-1 1.50 ∑ ∑ V6-5 2.10 1.19 = 0.00 V3-1b 3.00 2.11 = 0.00 V6-5 2.10 = 0.00 V3-1b 3.00 = 0.00 V6-5 = 1.53 V3-1b = 4.69 V5-6 = 2.59 V1b-3 = 4.82 ∑M@3a=0 ∑M@1a=0 V5-3a 2.40 1.10 = 0.00 V1b-1a 0.90 0.09 = 0.00 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0.00 V5-3a = 3.99 V1b-1a = 3.53 V3a-5 = 3.62 V1a-1b = ∑M@3=0 ∑M@1=0 V3a-3 1.50 1.72 = 0.00 V1a-1 1.50 0.04 = 0.00 V3a-3 1.50 = 0.00 V1a-1 1.50 = 0.00 V3a-3 = 1.89 V1a-1 = 1.86 V3-3a = 2.87 V1-1a = 2.94 Shearforce and bendingmomentdiagrams forroof level case 1 1.86 1.53 3.99 1.89 4.69 3.53 2.87 2.59 3.62 4.82 2.94 (0.20) (0.47) (0.72) (0.32) (0.03) (0.93) (2.16) (0.37) (0.72) (0.80) (1.52) (0.59) (1.78) (2.38) (0.21) (0.15) (0.37) (0.33) (0.06) (0.53) (0.48) (0.13) (1.58) (0.33) (0.04) (0.17) (0.26) (0.50) (0.24) (0.79) (0.95) (0.16) (0.03) (0.17) (0.23) (0.04) (0.20) (0.26) (0.05) (0.41) (0.07) (0.02) (0.24) (0.16) (0.02) (0.00) (0.08) (1.55) (0.12) (0.99) (1.91) (0.15) (1.98) (0.63) (0.04) (0.33) (0.01) (0.01) (0.02) (0.46) (0.08) (1.55) (0.99) (1.91) (1.98) (0.63) (4.32) (0.08) (14.27) (1.91) (3.21) (14.07) (9.13) (1.55) (1.28) (1.98) (9.57) (3.18) (0.68) (3.57) (0.99) (2.21) (0.63) (2.83) (2.79) (0.68) M @5 = 0 M @1b = 0 0.60 2.49 0.57 3.47 1.32 0.55 0.78 1.25 0.60 1.48 0.75 0.59 (1.91) (1.98) (1.55) (0.99) (0.63) (0.08) (0.95) (1.56) (0.52) 2.11 1.19 1.10 1.72 0.09 0.04 0.42 1.89 0.08 0.03 0.18 0.08 0.08 0.09 0.04 0.01 0.04 (0.12) (0.15) (0.04) (0.06) (0.07) (0.02) PROJECT: Roof Level Case 4 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks ` DESIGNED BY: APPROVED BY:
  • 7.
    Case 5 1.96 1.963.17 3.17 3.17 3.17 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 Fixed end moment : M6-5=M5-6 = wL²/12 = 0.7203 kNm ˉM5-3a=M3a-5 = 0.9408 kNm ˉM3a-3=M3-3a = 0.594375 kNm ˉM3-1b=M1b-3 = 2.3775 kNm ˉM1b-1a=M1a-1b = 0.213975 kNm ˉM1a-1=M1-1a = 0.594375 kNm Momentdistribution : 0.34 1.05 6 0.72 5 0.22 3a 3 1.78 1b 1a 0.38 1 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 0.72 0.94 0.35 0.59 2.38 2.16 0.21 0.59 0.11 0.61 0.11 0.02 0.09 1.09 0.14 0.55 0.23 0.03 0.14 0.05 0.31 0.24 0.05 0.59 0.54 0.28 0.39 0.11 0.07 0.21 0.03 0.10 0.63 0.07 0.38 0.10 1.02 0.65 1.79 0.17 2.09 0.29 0.10 0.07 Shear force : 3.17 3.17 2.09 3.17 0.29 3.17 1.96 1.02 1.96 0.65 1.79 0.07 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑ M@5=0 V6-5 2.10 1.02 = 0.00 ∑ V6-5 2.10 = 0.00 V3-1b 3.00 2.09 = 0.00 V6-5 = 1.62 V3-1b 3.00 = 0.00 V5-6 = 2.49 V3-1b = 4.71 V1b-3 = 4.80 ∑ M@3a =0 V5-3a 2.40 0.65 = 0.00 ∑ M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 0.29 = 0.00 V5-3a = 2.50 V1b-1a 0.90 = 0.00 V3a-5 = 2.20 V1b-1a = 3.29 V1a-1b = ∑ M@3=0 V3a-3 1.50 1.79 = 0.00 ∑ M@1=0 V3a-3 1.50 = 0.00 V1a-1 1.50 0.07 = 0.00 V3a-3 = 1.58 V1a-1 1.50 = 0.00 V3-3a = 3.18 V1a-1 = 2.56 V1-1a = 2.20 Shear force and bending momentdiagrams for roof level case 1 2.56 1.62 2.50 1.58 4.71 3.29 3.18 2.49 2.20 4.80 2.20 (0.05) (0.24) (0.59) (0.39) (0.07) (0.35) (2.16) (0.59) (0.72) (0.22) (0.94) (0.59) (1.78) (2.38) (0.21) (0.38) (0.59) (0.12) (0.02) (0.20) (0.48) (0.13) (1.58) (0.53) (0.07) (0.06) (0.10) (0.34) (0.24) (0.79) (1.05) (0.26) (0.01) (0.05) (0.12) (0.02) (0.10) (0.21) (0.04) (0.34) (0.09) (0.02) (0.29) (0.06) (0.01) (0.10) (0.00) (1.01) (0.07) (0.59) (1.96) (0.15) (1.96) (0.34) (0.07) (1.96) (1.96) (0.10) (1.01) (0.59) (0.34) (4.32) (0.10) (3.41) (14.27) (1.96) (14.13) (5.64) (1.01) (6.01) (1.28) (1.96) (2.96) (0.44) (3.57) (0.59) (2.36) (3.57) (0.34) (3.84) (0.44) M @1b = 0 0.67 1.60 0.40 3.51 1.30 1.04 0.83 1.28 0.51 1.49 0.79 0.81 (0.59) (1.96) (1.01) (0.59) (1.96) (0.10) (0.59) (2.92) (0.13) (0.57) 1.79 2.09 1.02 0.65 1.79 0.29 0.18 0.93 (0.00) (0.07) (0.15) (0.07) (0.00) (0.03) (0.08) (0.04) 0.17 0.10 0.10 0.08 0.05 0.05 PROJECT: Roof Level Case 5 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 8.
    Case 6 3.17 3.173.17 3.17 1.96 1.96 2.1 2.4 1.5 3 0.9 1.5 Fixed end moment : M6-5= M5-6 = wL²/12 = 1.16 kNm ˉM5-3a=M3a-5 = 0.94 kNm ˉM3a-3=M3-3a = 0.37 kNm ˉM3-1b=M1b-3 = 2.38 kNm ˉM1b-1a=M1a-1b = 0.21 kNm ˉM1a-1=M1-1a = 0.59 kNm Moment distribution : 0.05 0.40 1.05 6 1.16 5 3a 3 2.01 1b 1a 0.38 1 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 1.16 0.22 0.94 0.57 0.37 2.38 2.16 0.21 0.59 0.17 0.99 1.23 0.16 0.62 0.23 0.03 0.14 0.50 0.39 0.56 0.61 0.31 0.43 0.11 0.07 0.01 0.05 0.24 0.03 0.12 0.63 0.07 0.38 0.18 1.36 0.48 1.68 0.19 2.12 0.29 0.10 0.07 Shear force : 3.17 2.12 3.17 0.29 3.17 3.17 1.36 1.96 0.48 1.96 1.68 0.07 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑ M@5= 0 V6-5 2.10 1.36 = 0.00 ∑ M@ 1b =0 V6-5 2.10 = 0.00 V3-1b 3.00 2.12 = 0.00 V6-5 = 2.77 V3-1b 3.00 = 0.00 V5-6 = 0.55 V3-1b = 4.67 V1b-3 = 4.84 ∑ M@3a= 0 V5-3a 2.40 0.48 = 0.00 ∑ M@ 1a = 0 V5-3a 2.40 = 0.00 V1b-1a 0.90 0.29 = 0.00 V5-3a = 2.70 V1b-1a 0.90 = 0.00 V3a-5 = 2.01 V1b-1a = 3.00 V1a-1b = ∑ M@3= 0 V3a-3 1.50 1.68 = 0.00 ∑ M@ 1= 0 V3a-3 1.50 = 0.00 V1a-1 1.50 0.07 = 0.00 V3a-3 = 0.62 V1a-1 1.50 = 0.00 V3-3a = 2.32 V1a-1 = 2.56 V1-1a = 2.20 Shear force and bending moment diagramsfor roof level case 1 2.56 2.77 2.70 0.62 4.67 3.00 0.55 2.32 2.01 4.84 2.20 (0.39) (0.56) (0.43) (0.07) (0.22) (0.57) (2.16) (0.59) (1.16) (0.94) (0.37) (2.01) (2.38) (0.21) (0.38) (0.59) (0.11) (0.02) (0.10) (0.21) (0.04) (0.33) (0.48) (0.13) (1.58) (0.53) (0.07) (0.05) (0.10) (0.05) (0.16) (0.40) (0.24) (0.79) (1.05) (0.26) (0.19) (0.04) (0.17) (0.20) (0.04) (0.32) (0.09) (0.03) (0.31) (0.06) (0.01) (0.18) (0.06) (1.31) (0.08) (0.40) (1.87) (0.16) (1.70) (0.34) (0.07) (1.87) (1.70) (0.18) (1.31) (0.40) (0.34) (6.99) (0.18) (5.81) (14.27) (1.87) (14.01) (5.64) (1.31) (6.47) (1.28) (1.70) (2.70) (0.15) (2.21) (0.40) (0.93) (3.57) (0.34) (3.84) (0.15) 2.42 1.86 0.10 3.43 1.29 1.04 1.75 1.38 0.32 1.47 0.86 0.81 1.36 2.12 1.68 0.48 0.29 0.07 0.30 1.42 (1.31) (1.87) (1.70) (0.40) (0.34) (0.18) (0.55) (1.57) (0.69) (2.24) (0.06) (0.08) (0.16) (0.07) (0.03) (0.04) (0.08) (0.04) 0.19 0.18 0.10 0.10 0.09 0.05 PROJECT: Roof Level Case 6 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY :
  • 9.
    Case 7 3.17 1.963.17 1.96 3.17 1.96 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 Fixed end moment : M6-5= M5-6 = wL²/12 = 1.16 kNm ˉM5-3a=M3a-5 = 0.94 kNm ˉM3a-3=M3-3a = 0.59 kNm ˉM3-1b=M1b-3 = 1.47 kNm ˉM1b-1a=M1a-1b = 0.21 kNm ˉM1a-1=M1-1a = 0.37 kNm Moment distribution : 6 1.16 5 3a 3 0.88 1b 1a 0.15 1 0.15 0.85 0.49 0.09 0.43 0.36 0.07 0.57 0.61 0.08 0.31 0.22 0.06 0.73 0.60 0.07 0.36 0.89 0.11 1.16 0.22 0.94 0.35 0.59 1.47 1.26 0.21 0.37 0.17 0.99 0.53 0.07 0.27 0.09 0.01 0.06 0.17 1.06 0.82 1.13 0.07 1.19 0.31 0.01 0.04 Shear force : 1.19 3.17 0.31 1.96 0.04 3.17 1.06 1.96 0.82 3.17 1.13 1.96 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑ M@ 5= 0 ∑ M@ 1b = 0 V6-5 2.10 1.06 = 0.00 V3-1b 3.00 1.19 = 0.00 V6-5 2.10 = 0.00 V3-1b 3.00 = 0.00 V6-5 = 2.91 V3-1b = 2.94 V5-6 = 3.75 V1b-3 = 2.94 ∑ M@ 3a = 0 ∑ M@ 1a = 0 V5-3a 2.40 0.82 = 0.00 V1b-1a 0.90 0.31 = 0.00 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0.00 V5-3a = 2.44 V1b-1a = 2.34 V3a-5 = 2.26 V1a-1b = 0.51 ∑ M@ 3= 0 ∑ M@ 1= 0 V3a-3 1.50 1.13 = 0.00 V1a-1 1.50 0.04 = 0.00 V3a-3 1.50 = 0.00 V1a-1 1.50 = 0.00 V3a-3 = 2.15 V1a-1 = 1.65 V3-3a = 2.60 V1-1a = 1.29 Shearforce and bending moment diagrams for roof level case 1 1.65 2.91 2.44 2.15 2.94 2.34 3.75 2.60 0.51 2.26 2.94 1.29 (0.22) (0.35) (1.26) (0.37) (1.16) (0.94) (0.59) (0.88) (1.47) (0.21) (0.15) (0.37) (0.11) (0.02) (0.10) (0.12) (0.02) (0.20) (0.28) (0.08) (0.92) (0.33) (0.04) (0.17) (0.02) (1.04) (0.02) (0.79) (1.20) (0.08) (1.13) (0.31) (0.04) (1.20) (1.13) (0.31) (0.17) (1.04) (0.79) (6.99) (0.17) (8.82) (1.20) (6.11) (8.82) (5.64) (1.04) (1.28) (1.13) (5.87) (2.11) (3.57) (0.79) (2.21) (0.31) (3.23) (2.48) 1.34 1.53 0.73 2.16 1.01 0.67 0.92 1.25 0.68 1.47 0.86 0.81 1.06 1.19 1.13 0.82 0.31 0.04 0.06 0.82 (1.04) (1.20) (1.13) (0.79) (0.31) (0.17) (0.49) (0.96) (0.36) (1.16) (0.02) (0.02) (0.08) (0.04) (0.01) (0.01) (0.04) (0.02) 0.07 0.17 0.01 0.04 0.09 0.01 PROJECT: Roof Level Case 7 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 10.
    w1 w2 w3w4 w5 w6 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 3.30 4.20 0.45 Finishes, ceiling, services = 1.25 ² 0.33 Density of concrete = 25.00 ³ Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² 0.36 Size b h 0.34 Beam 150 280 Column 150 150 Slab thickness 100 5.40 0.50 FIRST FLOOR Slab 5-3/B1-D : = 4.2/3.9= 1.07 two-way slab case 4 shear force coefficient =0.33 Slab 3-1a/B1-D : = 4.2/3.9= 1.07 two-way slab case 2 shear force coefficient =0.34 Slab 1a-1/B1-D : = 4.2/1.5= 2.80 one-way slab shear force coefficient =0.50 Slab 6-3a/D-E : = 4.5/3.3= 1.36 two-way slab case 2 shear force coefficient =0.45 Slab 3a-1b/D-F : = 5.4/4.5= 1.20 two-way slab case 3 shear force coefficient =0.36 Loads on slab, n kN/m² : Slab selfweight = 0.1 25 = 2.50 ² Stairs = 81.15 ² Finishes, ceiling, services = 1.25 ² Characteristic permanent load, gk = ² Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² Characteristicvariable load, qk = kN/m² Perm. load from slab = 0.45 84.90 3.30 = 126.08 kN/m Perm. load from slab = 0.45 84.90 3.30 = 126.08 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Perm. load from slab = 0.33 84.90 4.20 = 117.67 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Variable load from slab = 0.45 4.50 2.10 = 4.25 kN/m Variable load from slab = 0.45 4.50 3.30 = 6.68 kN/m Design load, 1.35Gk+1.5Qk = 177.49 Variable load from slab = 0.33 4.50 4.20 = 6.24 kN/m 1.5Gk = 190.13 Design load, 1.35Gk+1.5Qk = 349.35 kN/m 1.5Gk = 366.63 kN/m Perm. load from slab = 0.33 3.75 4.20 = 5.20 kN/m Perm. load from slab = 0.36 3.75 5.40 = 7.29 kN/m Perm. load from slab = 0.36 3.75 5.40 = 7.29 kN/m Perm. load from slab = 0.34 3.75 4.20 = 5.36 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Beam selfweight = 0.33 84.90 4.20 = 117.67 kN/m Variable load from slab = 0.33 4.50 4.20 = 6.24 kN/m Variable load from slab = 0.36 4.50 5.40 = 8.75 kN/m Variable load from slab = 0.36 4.50 5.40 = 8.75 kN/m Variable load from slab = 0.34 4.50 4.20 = 6.43 kN/m Design load, 1.35Gk+1.5Qk = 40.25 kN/m Design load, 1.35Gk+1.5Qk = 198.69 kN/m 1.5Gk = 19.74 kN/m 1.5Gk = 195.47 kN/m Perm. load from slab = 0.34 3.75 4.20 = 5.36 kN/m Perm. load from slab = 0.50 3.75 4.20 = 7.88 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Variable load from slab = 0.34 4.50 4.20 = 6.43 kN/m Variable load from slab = 0.50 4.50 4.20 = 9.45 kN/m Design load, 1.35Gk+1.5Qk = 17.78 kN/m Design load, 1.35Gk+1.5Qk = 25.72 kN/m 1.5Gk = 9.05 kN/m 1.5Gk = 12.83 kN/m SPECIFICATIONS Span 1(6-5) : w1 Span 2(5-3a) : w2 Span 2(3a-3) : w3 Span 2(3-1b) : w4 Span 2(1b-1a) : w5 Span 2(1a-1) : w6 Loading Dimension : Looding distribution : 84.90 4.50 Loads on beam, w kN/m: Characteristic permanent load, gk = 126.75 kN/m Characteristicpermanent load, gk = 244.42 kN/m Characteristic variable load, qk = 4.25 kN/m kN/m kN/m Characteristicvariable load, qk = 12.92 kN/m Characteristic permanent load, gk = 13.16 kN/m Characteristicpermanent load, gk = 130.32 kN/m Characteristic variable load, qk = 14.99 kN/m Characteristicvariable load, qk = 15.17 kN/m Characteristic permanent load, gk = 6.03 kN/m Characteristicpermanent load, gk = 8.55 kN/m Characteristic variable load, qk = 6.43 kN/m Characteristicvariable load, qk = 9.45 kN/m kN/ m kN/ m kN/ m kN/ m kN/ m kN/ m : L L L L L y/ x y/ x y/ x y/ x y/ x L L L L L ACTIONS PROJECT: Floor Level Case 1 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY : APPROVED BY :
  • 11.
    Moment of Inertia:I=bh³/12(mm⁴) Stiffness : K=I/L Distribution factor: F=K/∑K Beam 150×280³ /12 274400000 I L I/L Column 150×150³/12 42187500 42187500 3600 11718.75 0.85 0.08 0.08 42187500 3600 11718.75 I L I/L 0.49 0.43 0.04 0.04 274400000 2100 130666.67 274400000 2400 114333.33 0.36 0.57 0.04 0.04 274400000 1500 182933.33 274400000 3000 91466.667 0.61 0.31 0.04 0.04 274400000 900 304888.89 F1b-3 Fcl K1a-1 274400000 1500 182933.33 0.22 0.73 0.03 0.03 F1a-1b F1a-1 Fcu Fcl 0.60 0.36 0.02 0.04 F1-1a Fcu Fcl 0.89 0.06 0.06 177.49 349.35 19.74 195.47 17.78 25.72 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 65.23 kNm ˉM5-3a=M3a-5 = 167.69 kNm ˉM3a-3=M3-3a = 3.70 kNm ˉM3-1b=M1b-3 = 146.61 kNm ˉM1b-1a=M1a-1b = 1.20 kNm ˉM1a-1=M1-1a = 4.82 kNm Moment distribution : 2.46 5.94 9.50 2.01 0.82 0.04 0.75 0.03 0.74 0.02 0.98 0.04 1.55 0.06 3.06 0.07 4.31 0.19 3.85 0.15 2.81 0.06 3.65 0.16 8.41 0.33 13.80 0.32 22.28 0.97 21.25 0.84 8.65 0.20 1.58 0.07 62.61 2.46 54.94 1.26 4.96 65.23 102.46 4.47 142.90 5.62 3.62 0.08 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 65.23 167.69 163.99 3.70 146.61 145.41 1.20 4.82 4.96 55.31 49.87 4.47 43.64 87.77 5.62 43.89 2.16 0.13 1.30 24.94 27.65 21.82 65.71 43.89 21.94 23.02 1.08 0.65 0.77 0.07 0.67 38.46 2.46 19.23 32.76 1.96 19.66 0.38 0.34 19.56 19.23 9.61 26.00 16.38 9.83 10.85 0.97 9.49 13.05 0.84 6.53 Data: Column Joint6 Joint5 Beam Joint 3a Joint3 Joint 1b Joint 1a Joint1 6 5 3a 3 1b 1a 1 5.16 0.31 3.09 5.42 4.75 11.27 6.53 3.26 5.84 2.58 1.55 1.78 0.16 1.55 5.17 0.33 2.58 8.23 0.49 4.94 0.89 0.78 3.36 2.58 1.29 5.41 4.11 2.47 2.10 0.19 1.84 2.37 0.15 1.18 1.67 0.10 1.00 1.05 0.92 2.10 1.18 0.59 1.43 0.84 0.50 0.47 0.04 0.42 0.95 0.06 0.48 1.82 0.11 1.09 0.24 0.21 0.68 0.48 0.24 1.15 0.91 0.55 0.40 0.04 0.35 0.46 0.03 0.23 0.44 0.03 0.27 2.46 145.26 5.94 101.42 76.07 9.50 138.17 3.13 17.74 1.16 F F F K K F F F F K F F F F K K F F F F K K F F 6- 5 cu cl cu cl 5- 6 5- 3a cu cl 6- 5 3a- 5 3a- 3 cu cl 5- 3a 3a- 3 3- 3a 3- 1b cu cl 3- 1b 1b- 1a 1b- 1a cu (9.74) (5.81) (1.16) (0.02) (0.24) (0.68) (0.02) (1.15) (0.03) (0.55) (0.03) (0.08) (1.05) (2.10) (0.08) (1.43) (0.04) (0.50) (0.03) (0.07) (0.89) (3.36) (0.12) (5.41) (0.15) (2.47) (0.14) (0.41) (5.42) (11.27) (0.41) (5.84) (0.16) (1.55) (0.09) (0.03) (0.38) (19.56) (0.71) (26.00) (0.73) (9.83) (0.56) (1.90) (24.94) (65.71) (2.40) (23.02) (0.64) (0.65) (0.04) (163.99) (5.99) (145.41) (4.06) (4.82) (0.27) (65.23) (102.46) (167.69) (3.70) (142.90) (146.61) (1.20) (3.62) (4.82) (58.46) (5.99) (93.54) (31.68) (4.06) (105.61) (4.27) (0.27) (1.58) (29.23) (46.77) (62.61) (15.84) (52.80) (54.94) (2.14) (1.90) (21.14) (23.42) (2.40) (37.48) (5.02) (0.64) (16.72) (0.57) (0.04) (10.57) (22.28) (11.71) (18.74) (21.25) (2.51) (8.36) (8.65) (0.29) (0.03) (0.33) (6.97) (0.71) (11.16) (5.66) (0.73) (18.88) (8.71) (0.56) (0.16) (3.65) (3.49) (5.58) (8.41) (2.83) (9.44) (13.80) (4.36) (0.41) (4.60) (4.02) (0.41) (6.43) (1.27) (0.16) (4.24) (1.37) (0.09) (2.30) (4.31) (2.01) (3.21) (3.85) (0.64) (2.12) (2.81) (0.69) (0.07) (0.75) (1.20) (0.12) (1.92) (1.18) (0.15) (3.93) (2.19) (0.14) (0.38) (0.98) (0.60) (0.96) (1.55) (0.59) (1.96) (3.06) (1.09) (0.08) (0.89) (0.75) (0.08) (1.20) (0.31) (0.04) (1.04) (0.45) (0.03) (0.44) (0.82) (0.37) (0.60) (0.75) (0.16) (0.52) (0.74) (0.22) (0.02) (0.20) (0.24) (0.02) (0.39) (0.25) (0.03) (0.83) (0.48) (0.03) (4.91) (157.14) (9.74) (81.93) (95.06) (5.81) (126.55) (21.76) (1.16) PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 12.
    Shearforceandbendingmomentdiagram: 195.47 138.17 17.7825.72 177.49 145.26 349.35 101.42 19.74 76.07 17.74 1.16 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑M@5=0 V6-5 2.10 145.26 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 138.17 = 0 V6-5 = 119.53 V3-1b 3.00 = 0.00 V5-6 = 31.06 V3-1b = 278.84 V1b-3 = 307.58 ∑M@3a=0 V5-3a 2.40 101.42 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 442.44 V1b-1a 0.90 = 0.00 V3a-5 = 396.00 V1b-1a = 172.78 V1a-1b = ∑M@3=0 V3a-3 1.50 76.07 = 0 ∑M@1=0 V3a-3 1.50 = 0.00 V1a-1 1.50 1.16 17.74 = 0 V3a-3 = 18.72 V1a-1 1.50 = 0.00 V3-3a = 10.90 V1a-1 = 6.69 V1-1a = 31.89 Shearforceandbendingmomentdiagrams: 442.44 278.84 172.78 6.69 119.53 18.72 1.66 1.26 0.69 1.44 0.53 0.68 31.06 10.90 31.89 396.00 307.58 (95.06) (126.55) (21.76) (4.91) (157.14) (81.93) (391.37) (4.91) (251.02) (879.64) (95.06) (836.52) (1006.13) (157.14) (1061.85) (7.20) (21.76) (126.55) (155.51) (156.78) (22.21) (81.93) (28.08) (28.93) (10.03) (156.78) 200.76 99.21 278.74 6.46 1.77 2.27 (95.06) (157.14) (126.55) (81.93) (21.76) (4.91) (94.30) (121.59) (105.71) 138.17 145.26 101.42 76.07 1.16 75.48 19.49 124.77 (5.81) (9.74) (1.16) (9.74) (5.81) (1.16) (4.87) (0.58) (2.91) 2.46 5.94 9.50 9.50 2.01 2.46 5.94 3.13 1.56 1.23 2.97 4.75 PROJECT: Roof Level Case 1(Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 13.
    PROJECT: Firsloor LevelCase 2 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY: 177.49 349.35 40.25 195.47 9.05 25.72 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 65.23 kNm ˉM5-3a=M3a-5 = 167.69 kNm ˉM3a-3=M3-3a = 7.55 kNm ˉM3-1b=M1b-3 = 146.61 kNm ˉM1b-1a=M1a-1b = 0.61 kNm ˉM1a-1=M1-1a = 4.82 kNm Moment distribution : 2.48 5.89 9.28 2.02 0.81 0.04 0.74 0.03 0.73 0.02 0.95 0.04 1.52 0.06 3.05 0.07 4.26 0.19 3.79 0.15 2.77 0.06 3.50 0.15 8.27 0.33 13.78 0.32 22.07 0.96 20.87 0.82 8.54 0.20 0.89 0.04 61.58 2.42 55.15 1.26 4.96 65.23 102.46 4.47 139.06 5.47 4.21 0.10 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 65.23 167.69 160.14 7.55 146.61 146.00 0.61 4.82 4.96 55.31 49.87 4.47 43.64 85.41 5.47 42.71 2.51 0.15 1.51 24.94 27.65 21.82 64.53 42.71 21.35 22.61 1.26 0.75 0.43 0.04 0.38 37.82 2.42 18.91 32.89 1.97 19.73 0.22 0.19 19.10 18.91 9.46 25.90 16.45 9.87 10.74 0.96 9.40 12.82 0.82 6.41 5.10 0.30 3.06 5.37 4.70 11.11 6.41 3.20 5.75 2.55 1.53 1.70 0.15 1.49 5.08 0.33 2.54 8.22 0.49 4.93 0.85 0.74 3.28 2.54 1.27 5.38 4.11 2.47 2.07 0.19 1.81 2.33 0.15 1.17 1.65 0.10 0.99 1.04 0.91 2.07 1.17 0.58 1.41 0.82 0.49 0.46 0.04 0.40 0.94 0.06 0.47 1.82 0.11 1.09 0.23 0.20 0.67 0.47 0.23 1.14 0.91 0.54 0.02 0.39 0.04 0.34 0.46 0.03 0.23 0.44 0.03 0.26 2.51 144.82 5.89 103.24 78.18 9.28 137.34 3.15 17.91 2.33 (9.53) (5.81) (1.16) (0.02) (0.23) (0.67) (0.02) (1.14) (0.03) (0.54) (0.03) (0.08) (1.04) (2.07) (0.08) (1.41) (0.04) (0.49) (0.03) (0.06) (0.85) (3.28) (0.12) (5.38) (0.15) (2.47) (0.14) (0.41) (5.37) (11.11) (0.41) (5.75) (0.16) (1.53) (0.09) (0.02) (0.22) (19.10) (0.70) (25.90) (0.72) (9.87) (0.56) (1.90) (24.94) (64.53) (2.36) (22.61) (0.63) (0.75) (0.04) (160.14) (5.85) (146.00) (4.08) (4.82) (0.27) (65.23) (102.46) (167.69) (7.55) (139.06) (146.61) (0.61) (4.21) (4.82) (57.09) (5.85) (91.35) (31.81) (4.08) (106.03) (4.27) (0.27) (0.89) (28.55) (45.67) (61.58) (15.91) (53.02) (55.15) (2.14) (1.90) (21.14) (23.00) (2.36) (36.81) (4.93) (0.63) (16.42) (0.67) (0.04) (10.57) (22.07) (11.50) (18.40) (20.87) (2.46) (8.21) (8.54) (0.33) (0.02) (0.18) (6.81) (0.70) (10.90) (5.64) (0.72) (18.81) (8.75) (0.56) (0.09) (3.50) (3.40) (5.45) (8.27) (2.82) (9.41) (13.78) (4.37) (0.41) (4.56) (3.96) (0.41) (6.34) (1.25) (0.16) (4.18) (1.35) (0.09) (2.28) (4.26) (1.98) (3.17) (3.79) (0.63) (2.09) (2.77) (0.68) (0.06) (0.72) (1.17) (0.12) (1.87) (1.17) (0.15) (3.91) (2.19) (0.14) (0.36) (0.95) (0.59) (0.94) (1.52) (0.59) (1.95) (3.05) (1.09) (0.08) (0.88) (0.74) (0.08) (1.18) (0.31) (0.04) (1.02) (0.44) (0.03) (0.44) (0.81) (0.37) (0.59) (0.74) (0.15) (0.51) (0.73) (0.22) (0.20) (0.24) (0.02) (0.38) (0.25) (0.03) (0.83) (0.48) (0.03) (4.96) (156.60) (9.53) (84.17) (96.74) (5.81) (125.72) (21.96) (1.16) 6 5 3a 3 1b 1a 1
  • 14.
    Shearforce: 195.47 137.34 9.0525.72 177.49 144.82 349.35 103.24 40.25 78.18 17.91 2.33 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑M@5=0 V6-5 2.10 144.82 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 137.34 = 0 V6-5 = 119.76 V3-1b 3.00 = 0.00 V5-6 = 31.06 V3-1b = 279.68 V1b-3 = 306.75 ∑M@3a=0 V5-3a 2.40 103.24 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 441.46 V1b-1a 0.90 = 0.00 V3a-5 = 396.98 V1b-1a = 168.16 V1a-1b = ∑M@3=0 V3a-3 1.50 78.18 = 0 ∑M@1=0 V3a-3 1.50 = 0.00 V1a-1 1.50 2.33 17.91 = 0 V3a-3 = 34.18 V1a-1 1.50 = 0.00 V3-3a = 26.19 V1a-1 = 5.80 V1-1a = 32.78 Shearforceandbendingmomentdiagram: 441.46 279.68 168.16 5.80 119.76 34.18 1.66 1.25 0.72 1.45 0.49 0.68 31.06 26.19 32.78 396.98 306.75 2.48 5.89 9.28 9.28 2.02 2.51 5.89 3.15 1.26 2.95 1.57 4.64 (96.74) (125.72) (21.96) (4.96) (156.60) (84.17) (391.37) (4.96) (251.51) (879.64) (96.74) (839.03) (1006.13) (156.60) (1059.49) (3.66) (21.96) (125.72) (151.34) (160.02) (45.28) (84.17) (51.27) (28.93) (8.69) (160.02) (5.81) (9.53) (1.16) (9.53) (5.81) (1.16) (4.77) (0.58) (2.91) 275.91 99.40 12.31 202.76 1.42 1.97 144.82 137.34 103.24 78.18 17.91 2.33 19.99 71.87 124.30 (156.60) (96.74) (84.17) (125.72) (21.96) (4.96) (94.45) (106.03) (119.31) PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 15.
    177.49 349.35 40.25198.69 9.05 12.83 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 65.23 kNm ˉM5-3a=M3a-5 = 167.69 kNm ˉM3a-3=M3-3a = 7.55 kNm ˉM3-1b=M1b-3 = 149.02 kNm ˉM1b-1a=M1a-1b = 0.61 kNm ˉM1a-1=M1-1a = 2.40 kNm Momentdistribution : 2.47 5.90 9.39 1.95 0.81 0.04 0.75 0.03 0.72 0.02 0.95 0.04 1.52 0.06 3.04 0.07 4.29 0.19 3.81 0.15 2.72 0.06 3.51 0.15 8.29 0.33 13.76 0.32 22.21 0.97 21.04 0.83 8.23 0.19 0.89 0.04 61.84 2.43 54.96 1.26 4.96 65.23 102.46 4.47 141.47 5.57 1.79 0.04 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 65.23 167.69 160.14 7.55 149.02 148.41 0.61 2.40 4.96 55.31 49.87 4.47 43.64 86.89 5.57 43.45 1.07 0.06 0.64 24.94 27.65 21.82 65.27 43.45 21.72 22.26 0.53 0.32 0.43 0.04 0.38 37.98 2.43 18.99 32.77 1.96 19.66 0.22 0.19 19.18 18.99 9.50 25.88 16.39 9.83 10.81 0.97 9.46 12.92 0.83 6.46 4.90 0.29 2.94 5.40 4.73 11.19 6.46 3.23 5.68 2.45 1.47 1.71 0.15 1.50 5.09 0.33 2.55 8.20 0.49 4.92 0.85 0.75 3.29 2.55 1.27 5.37 4.10 2.46 2.09 0.19 1.83 2.34 0.15 1.17 1.62 0.10 0.97 1.04 0.91 2.08 1.17 0.59 1.39 0.81 0.49 0.46 0.04 0.40 0.94 0.06 0.47 1.81 0.11 1.09 0.23 0.20 0.67 0.47 0.23 1.14 0.91 0.54 0.40 0.04 0.35 0.46 0.03 0.23 0.43 0.03 0.26 2.47 144.89 5.90 102.95 79.69 9.39 139.77 3.04 20.56 1.99 (9.57) (5.87) (0.99) (0.02) (0.23) (0.67) (0.02) (1.14) (0.03) (0.54) (0.03) (0.08) (1.04) (2.08) (0.08) (1.39) (0.04) (0.49) (0.03) (0.06) (0.85) (3.29) (0.12) (5.37) (0.15) (2.46) (0.14) (0.41) (5.40) (11.19) (0.41) (5.68) (0.16) (1.47) (0.08) (0.02) (0.22) (19.18) (0.70) (25.88) (0.72) (9.83) (0.56) (1.90) (24.94) (65.27) (2.38) (22.26) (0.62) (0.32) (0.02) (160.14) (5.85) (148.41) (4.14) (2.40) (0.14) (65.23) (102.46) (167.69) (7.55) (141.47) (149.02) (0.61) (1.79) (2.40) (57.09) (5.85) (91.35) (32.34) (4.14) (107.78) (2.13) (0.14) (0.89) (28.55) (45.67) (61.84) (16.17) (53.89) (54.96) (1.07) (1.90) (21.14) (23.27) (2.38) (37.23) (4.85) (0.62) (16.17) (0.28) (0.02) (10.57) (22.21) (11.63) (18.61) (21.04) (2.42) (8.08) (8.23) (0.14) (0.02) (0.18) (6.84) (0.70) (10.94) (5.64) (0.72) (18.80) (8.72) (0.56) (0.09) (3.51) (3.42) (5.47) (8.29) (2.82) (9.40) (13.76) (4.36) (0.41) (4.58) (3.99) (0.41) (6.38) (1.24) (0.16) (4.13) (1.30) (0.08) (2.29) (4.29) (1.99) (3.19) (3.81) (0.62) (2.06) (2.72) (0.65) (0.06) (0.72) (1.17) (0.12) (1.88) (1.17) (0.15) (3.90) (2.18) (0.14) (0.36) (0.95) (0.59) (0.94) (1.52) (0.59) (1.95) (3.04) (1.09) (0.08) (0.88) (0.74) (0.08) (1.19) (0.30) (0.04) (1.01) (0.43) (0.03) (0.44) (0.81) (0.37) (0.59) (0.75) (0.15) (0.51) (0.72) (0.22) (0.02) (0.20) (0.24) (0.02) (0.38) (0.25) (0.03) (0.83) (0.48) (0.03) (4.95) (156.69) (9.57) (83.81) (98.47) (5.87) (128.04) (24.47) (0.99) 6 5 3a 3 1b 1a 1 PROJECT : First floor Level Case 3 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 16.
    Shearforce 198.69 139.77 9.0512.83 177.49 144.89 349.35 102.95 40.25 79.69 20.56 1.99 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑M@5=0 V6-5 2.10 144.89 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 139.77 = 0 V6-5 = 119.73 V3-1b 3.00 = 0.00 V5-6 = 31.06 V3-1b = 284.27 V1b-3 = 311.80 ∑M@3a=0 V5-3a 2.40 102.95 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 441.61 V1b-1a 0.90 = 0.00 V3a-5 = 396.83 V1b-1a = 173.52 V1a-1b = ∑M@3=0 V3a-3 1.50 79.69 = 0 ∑M@1=0 V3a-3 1.50 = 0.00 V1a-1 1.50 1.99 20.56 = 0 V3a-3 = 32.93 V1a-1 1.50 8.12 = 0.00 V3-3a = 27.44 V1a-1 = V1-1a = 24.65 Shearforceandbendingmomentdiagram 441.61 284.27 173.52 119.73 32.93 1.66 1.26 0.55 1.46 0.48 0.40 31.06 27.44 24.65 396.83 311.80 2.47 5.90 9.39 9.39 2.47 5.90 3.04 1.95 1.24 2.95 1.52 4.70 (98.47) (128.04) (24.47) (4.95) (156.69) (83.81) (391.37) (4.95) (251.43) (894.10) (98.47) (852.80) (1006.13) (156.69) (1059.87) (3.66) (24.47) (128.04) (156.17) (165.38) (45.28) (83.81) (49.40) (14.43) (5.42) (5.42) (165.38) (5.87) (9.57) (0.99) (9.57) (5.87) (0.99) (4.78) (0.50) (2.93) 278.22 207.51 99.37 9.06 41.65 (1.08) (156.69) (98.47) (128.04) (83.81) (4.95) (24.47) (94.42) (121.53) (109.04) 139.77 144.89 79.69 102.95 20.56 1.99 74.75 86.39 21.64 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 17.
    190.13 349.35 40.25198.69 17.78 12.83 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 69.87 kNm ˉM5-3a=M3a-5 = 167.69 kNm ˉM3a-3=M3-3a = 7.55 kNm ˉM3-1b=M1b-3 = 149.02 kNm ˉM1b-1a=M1a-1b = 1.20 kNm ˉM1a-1=M1-1a = 2.40 kNm Moment distribution: 2.99 5.53 9.34 1.91 0.90 0.04 1.49 0.06 3.03 0.07 4.18 0.18 3.74 0.15 2.68 0.06 3.23 0.14 8.16 0.32 13.71 0.31 0.02 0.26 21.55 0.94 20.74 0.82 8.11 0.19 61.78 2.43 54.74 1.25 5.31 69.87 97.82 4.27 141.47 5.57 1.20 0.03 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 69.87 167.69 160.14 7.55 149.02 147.82 1.20 2.40 5.31 59.25 47.61 4.27 41.66 86.89 5.57 43.45 0.72 0.04 0.43 23.81 29.62 1.08 20.83 64.28 43.45 21.72 22.08 0.36 0.22 37.94 2.43 18.97 32.65 1.95 19.59 18.74 18.97 9.49 25.81 16.32 9.79 0.02 0.22 10.49 0.94 9.18 12.74 0.82 6.37 4.84 0.29 2.90 5.25 0.11 4.59 10.96 6.37 3.18 5.60 2.42 1.45 1.57 0.14 1.38 5.01 0.32 2.51 8.18 0.49 4.91 0.79 0.69 3.19 2.51 1.25 5.34 4.09 2.45 2.03 0.18 1.78 2.29 0.15 1.15 1.60 0.10 0.96 1.02 0.89 2.04 1.15 0.57 1.37 0.80 0.48 0.44 0.04 0.38 0.45 0.92 0.06 0.46 0.90 0.81 0.11 0.41 2.99 148.58 5.53 102.00 79.95 9.34 139.91 2.98 19.56 1.91 (9.48) (5.81) (0.95) (0.08) (1.02) (2.04) (0.07) (1.37) (0.04) (0.48) (0.03) (0.06) (0.79) (3.19) (0.12) (5.34) (0.15) (2.45) (0.14) (0.40) (5.25) (10.96) (0.40) (5.60) (0.16) (1.45) (0.08) (18.74) (0.68) (25.81) (0.72) (9.79) (0.56) (1.81) (23.81) (1.08) (0.05) (64.28) (2.35) (22.08) (0.62) (0.22) (0.01) (160.14) (5.85) (147.82) (4.13) (2.40) (0.14) (69.87) (97.82) (167.69) (7.55) (141.47) (149.02) (1.20) (1.20) (2.40) (57.09) (5.85) (91.35) (32.21) (4.13) (107.36) (2.13) (0.14) (28.55) (45.67) (61.78) (16.10) (53.68) (54.74) (1.07) (1.81) (20.19) (0.52) (0.05) (0.46) (22.92) (2.35) (36.66) (4.81) (0.62) (16.04) (0.19) (0.01) (0.26) (10.09) (21.55) (11.46) (0.23) (18.33) (20.74) (2.41) (8.02) (8.11) (0.10) (6.68) (0.68) (10.69) (5.62) (0.72) (18.74) (8.68) (0.56) (3.23) (3.34) (5.35) (8.16) (2.81) (9.37) (13.71) (4.34) (0.40) (4.45) (3.91) (0.40) (6.25) (1.22) (0.16) (4.07) (1.29) (0.08) (2.22) (4.18) (1.95) (3.13) (3.74) (0.61) (2.03) (2.68) (0.64) (0.06) (0.67) (1.14) (0.12) (1.82) (1.16) (0.15) (3.88) (2.17) (0.14) (0.33) (0.90) (0.57) (0.91) (1.49) (0.58) (1.94) (3.03) (1.09) (0.08) (0.86) (0.73) (0.07) (0.30) (0.04) (0.42) (0.03) (5.97) (159.63) (9.48) (81.43) (98.63) (5.81) (126.40) (25.06) (0.95) 6 5 3a 3 1b 1a 1 PROJECT : First floor Level Case 4 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 18.
    Shearforce 198.69 139.91 17.7812.83 190.13 148.58 349.35 102.00 40.25 79.95 19.56 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 ∑M@5=0 V6-5 2.10 148.58 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 139.91 = 0 V6-5 = 131.73 V3-1b 3.00 = 0.00 V5-6 = 33.27 V3-1b = 284.27 V1b-3 = 311.79 ∑M@3a=0 V5-3a 2.40 102.00 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 443.24 V1b-1a 0.90 = 0.00 V3a-5 = 395.20 V1b-1a = 176.28 V1a-1b = ∑M@3=0 V3a-3 1.50 79.95 = 0 ∑M@1=0 V3a-3 1.50 = 0.00 V1a-1 1.50 1.91 19.56 = 0 V3a-3 = 31.17 V1a-1 1.50 7.04 = 0.00 V3-3a = 29.20 V1a-1 = V1-1a = 23.93 Shearforceandbendingmomentdiagram 443.24 284.27 176.28 131.73 31.17 1.65 1.25 0.56 1.45 0.51 0.41 33.27 29.20 23.93 395.20 311.79 2.99 5.53 9.34 9.34 1.91 2.99 5.53 2.98 1.49 2.76 1.49 4.67 (98.63) (126.40) (25.06) (5.97) (159.63) (81.43) (419.23) (5.97) (276.62) (894.10) (98.63) (852.82) (1006.13) (159.63) (1063.76) (7.20) (25.06) (126.40) (158.65) (160.28) (45.28) (81.43) (46.76) (14.43) (4.69) (4.69) (160.28) (5.81) (9.48) (0.95) (9.48) (5.81) (0.95) (4.74) (0.48) (2.90) 206.10 108.67 277.02 44.958.73 (0.96) (159.63) (98.63) (126.40) (81.43) (25.06) (5.97) (102.70) (117.39) (107.47) 139.91 148.58 102.00 79.95 19.56 1.91 72.70 81.45 20.52 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 19.
    190.13 366.63 40.25198.69 17.78 25.72 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 69.87 kNm ˉM5-3a=M3a-5 = 175.98 kNm ˉM3a-3=M3-3a = 7.55 kNm ˉM3-1b=M1b-3 = 149.02 kNm ˉM1b-1a=M1a-1b = 1.20 kNm ˉM1a-1=M1-1a = 4.82 kNm Momentdistribution: 2.77 6.03 9.48 2.02 0.97 0.04 1.56 0.06 3.11 0.07 4.37 0.19 3.88 0.15 2.80 0.06 3.57 0.16 8.53 0.34 14.05 0.32 22.72 0.99 21.32 0.84 8.57 0.20 0.40 0.02 64.14 2.52 55.82 1.28 5.31 69.87 106.11 4.63 141.47 5.57 3.62 0.08 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 69.87 175.98 168.44 7.55 149.02 147.82 1.20 4.82 5.31 59.25 51.65 4.63 45.20 86.89 5.57 43.45 2.16 0.13 1.30 25.83 29.62 22.60 66.04 43.45 21.72 22.80 1.08 0.65 0.20 0.02 0.17 39.40 2.52 19.70 33.29 1.99 19.97 0.10 0.09 19.78 19.70 9.85 26.49 16.64 9.99 11.06 0.99 9.68 13.09 0.84 6.55 5.11 0.31 3.07 5.53 4.84 11.39 6.55 3.27 5.83 2.55 1.53 1.74 0.16 1.52 5.24 0.34 2.62 8.38 0.50 5.03 0.87 0.76 3.38 2.62 1.31 5.50 4.19 2.51 2.13 0.19 1.86 2.38 0.15 1.19 1.67 0.10 1.00 1.06 0.93 2.12 1.19 0.60 1.43 0.83 0.50 0.47 0.04 0.41 0.96 0.06 0.48 0.90 0.11 1.11 2.77 153.04 6.03 108.53 78.78 9.48 140.04 3.14 18.01 2.27 (9.91) (5.86) (1.14) (0.08) (1.06) (2.12) (0.08) (1.43) (0.04) (0.50) (0.03) (0.07) (0.87) (3.38) (0.12) (5.50) (0.15) (2.51) (0.14) (0.42) (5.53) (11.39) (0.42) (5.83) (0.16) (1.53) (0.09) (0.01) (0.10) (19.78) (0.72) (26.49) (0.74) (9.99) (0.57) (1.96) (25.83) (66.04) (2.41) (22.80) (0.64) (0.65) (0.04) (168.44) (6.15) (147.82) (4.13) (4.82) (0.27) (69.87) (106.11) (175.98) (7.55) (141.47) (149.02) (1.20) (3.62) (4.82) (60.05) (6.15) (96.08) (32.21) (4.13) (107.36) (4.27) (0.27) (0.40) (30.02) (48.04) (64.14) (16.10) (53.68) (55.82) (2.14) (1.96) (21.90) (23.55) (2.41) (37.67) (4.97) (0.64) (16.56) (0.57) (0.04) (10.95) (22.72) (11.77) (18.84) (21.32) (2.48) (8.28) (8.57) (0.29) (0.01) (0.08) (7.05) (0.72) (11.29) (5.77) (0.74) (19.24) (8.85) (0.57) (0.04) (3.57) (3.53) (5.64) (8.53) (2.89) (9.62) (14.05) (4.43) (0.42) (4.69) (4.06) (0.42) (6.49) (1.27) (0.16) (4.23) (1.36) (0.09) (2.34) (4.37) (2.03) (3.25) (3.88) (0.63) (2.12) (2.80) (0.68) (0.07) (0.74) (1.20) (0.12) (1.93) (1.20) (0.15) (3.99) (2.23) (0.14) (0.37) (0.97) (0.60) (0.96) (1.56) (0.60) (2.00) (3.11) (1.11) (0.08) (0.90) (0.76) (0.08) (0.21) (0.31) (0.04) (0.09) (0.44) (0.03) (5.55) (165.10) (9.91) (87.71) (97.74) (5.86) (127.38) (22.99) (1.14) 6 5 3a 3 1b 1a 1 PROJECT : First floor Level Case 5 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 20.
    198.69 140.04 17.7825.72 190.13 153.04 366.63 108.53 40.25 78.78 18.01 2.27 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑M@5=0 V6-5 2.10 153.04 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 140.04 = 0 V6-5 = 129.40 V3-1b 3.00 = 0.00 V5-6 = 33.27 V3-1b = 283.93 V1b-3 = 312.13 ∑M@3a=0 V5-3a 2.40 108.53 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 463.53 V1b-1a 0.90 = 0.00 V3a-5 = 416.39 V1b-1a = 175.08 V1a-1b = ∑M@3=0 V3a-3 1.50 78.78 = 0 ∑M@1 (97.74) (127.38) (22.99) (5.55) (165.10) (87.71) (419.23) (5.55) (271.74) (894.10) (97.74) (851.80) (1055.91) (165.10) (1112.48) (7.20) (22.99) (127.38) (157.57) (159.08) (45.28) (87.71) (54.21) (28.93) (8.65) (159.08) (5.86) (9.91) (1.14) (9.91) (5.86) (1.14) (4.95) (0.57) (2.93) =0 V3a-3 1.50 = 0.00 V1a-1 1.50 2.27 18.01 = 0 V3a-3 = 36.14 V1a-1 1.50 = 0.00 V3-3a = 24.23 V1a-1 = 5.77 V1-1a = 32.81 463.53 283.93 175.08 5.77 129.40 36.14 1.67 1.27 0.48 1.46 0.51 0.63 33.27 24.23 32.81 416.39 312.13 2.77 6.03 9.48 9.48 2.77 6.03 3.14 2.02 1.39 3.02 1.57 4.74 294.34 207.27 108.05 8.67 44.64 1.82 (97.74) (127.38) (165.10) (87.71) (5.55) (22.99) (102.50) (129.24) (109.53) 140.04 153.04 108.53 78.78 18.01 2.27 79.04 16.19 82.73 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 21.
    177.49 366.63 19.74198.69 17.78 25.72 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 65.23 kNm ˉM5-3a=M3a-5 = 175.98 kNm ˉM3a-3=M3-3a = 3.70 kNm ˉM3-1b=M1b-3 = 149.02 kNm ˉM1b-1a=M1a-1b = 1.20 kNm ˉM1a-1=M1-1a = 4.82 kNm Momentdistribution: 2.26 6.42 9.72 2.02 1.05 0.05 1.62 0.06 3.14 0.07 4.53 0.20 4.01 0.16 2.87 0.07 4.00 0.17 8.80 0.35 14.11 0.32 23.59 1.03 22.00 0.87 8.78 0.20 3.06 0.13 65.24 2.57 55.82 1.28 4.96 65.23 110.76 4.84 145.31 5.72 3.62 0.08 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 65.23 175.98 172.28 3.70 149.02 147.82 1.20 4.82 4.96 55.31 53.91 4.84 47.17 89.25 5.72 44.63 2.16 0.13 1.30 26.96 27.65 23.59 68.21 44.63 22.31 23.39 1.08 0.65 1.49 0.13 1.30 40.07 2.57 20.04 33.29 1.99 19.97 0.74 0.65 20.69 20.04 10.02 26.66 16.64 9.99 11.48 1.03 10.05 13.51 0.87 6.76 5.24 0.31 3.14 5.74 5.02 11.78 6.76 3.38 6.00 2.62 1.57 1.95 0.17 1.70 5.41 0.35 2.70 8.41 0.50 5.05 0.97 0.85 3.56 2.70 1.35 5.56 4.21 2.52 2.21 0.20 1.93 2.46 0.16 1.23 1.71 0.10 1.03 1.10 0.97 2.20 1.23 0.62 1.47 0.86 0.51 0.51 0.05 0.45 0.99 0.06 0.50 1.87 0.11 1.12 2.26 149.84 6.42 107.70 76.54 9.72 140.74 3.15 18.12 2.28 (10.18) (5.89) (1.14) (0.08) (1.10) (2.20) (0.08) (1.47) (0.04) (0.51) (0.03) (0.07) (0.97) (3.56) (0.13) (5.56) (0.16) (2.52) (0.14) (0.44) (5.74) (11.78) (0.43) (6.00) (0.17) (1.57) (0.09) (0.06) (0.74) (20.69) (0.76) (26.66) (0.74) (9.99) (0.57) (2.05) (26.96) (68.21) (2.49) (23.39) (0.65) (0.65) (0.04) (172.28) (6.30) (147.82) (4.13) (4.82) (0.27) (65.23) (110.76) (175.98) (3.70) (145.31) (149.02) (1.20) (3.62) (4.82) (61.42) (6.30) (98.27) (32.21) (4.13) (107.36) (4.27) (0.27) (3.06) (30.71) (49.14) (65.24) (16.10) (53.68) (55.82) (2.14) (2.05) (22.86) (24.32) (2.49) (38.91) (5.10) (0.65) (16.99) (0.57) (0.04) (11.43) (23.59) (12.16) (19.45) (22.00) (2.55) (8.50) (8.78) (0.29) (0.06) (0.63) (7.37) (0.76) (11.80) (5.81) (0.74) (19.36) (8.85) (0.57) (0.32) (4.00) (3.69) (5.90) (8.80) (2.90) (9.68) (14.11) (4.43) (0.44) (4.87) (4.20) (0.43) (6.72) (1.31) (0.17) (4.36) (1.39) (0.09) (2.43) (4.53) (2.10) (3.36) (4.01) (0.65) (2.18) (2.87) (0.70) (0.07) (0.83) (1.27) (0.13) (2.03) (1.21) (0.16) (4.04) (2.24) (0.14) (0.41) (1.05) (0.63) (1.01) (1.62) (0.61) (2.02) (3.14) (1.12) (0.08) (0.94) (0.78) (0.08) (1.25) (0.32) (0.04) (0.85) (0.46) (0.03) (4.52) (162.67) (10.18) (87.33) (95.98) (5.89) (128.75) (22.17) (1.14) 6 5 3a 3 1b 1a 1 PROJECT : First floor Level Case 6 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 22.
    198.69 140.74 17.7825.72 177.49 149.84 366.63 107.70 19.74 76.54 18.12 2.28 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑M@5=0 V6-5 2.10 149.84 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 140.74 = 0 V6-5 = 117.17 V3-1b 3.00 = 0.00 V5-6 = 31.06 V3-1b = 283.11 V1b-3 = 312.95 ∑M@3a=0 V5-3a 2.40 107.70 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 462.87 V1b-1a 0.90 = 0.00 V3a-5 = 417.06 V1b-1a = 175.69 V1a-1b = ∑M@3=0 V3a-3 1.50 76.54 = 0 ∑M@1 (95.98) (128.75) (22.17) (4.52) (162.67) (87.33) (391.37) (4.52) (246.05) (894.10) (95.98) (849.33) (1055.91) (162.67) (1110.88) (7.20) (22.17) (128.75) (158.12) (159.69) (22.21) (87.33) (33.00) (28.93) (8.53) (159.69) (5.89) (10.18) (1.14) (10.18) (5.89) (1.14) (5.09) (0.57) (2.94) =0 V3a-3 1.50 = 0.00 V1a-1 1.50 2.28 18.12 = 0 V3a-3 = 22.00 V1a-1 1.50 = 0.00 V3-3a = 7.62 V1a-1 = 5.69 V1-1a = 32.89 462.87 283.11 175.69 5.69 117.17 22.00 1.68 1.28 0.18 1.45 0.51 0.63 31.06 7.62 32.89 417.06 312.95 2.26 6.42 9.72 9.72 2.26 6.42 3.15 2.02 1.13 3.21 1.58 4.86 296.23 205.26 98.42 1.98 44.80 1.79 (95.98) (162.67) (128.75) (87.33) (4.52) (22.17) (93.90) (133.56) (109.28) 140.74 149.84 76.54 107.70 18.12 2.28 85.35 16.33 83.95 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 23.
    177.49 366.63 40.25195.47 17.78 12.83 3.6 3.6 2.1 2.4 1.5 3 0.9 1.5 6 5 3a 3 1b 1a 1 M6-5=M5-6 = wL²/12 = 65.23 kNm ˉM5-3a=M3a-5 = 175.98 kNm ˉM3a-3=M3-3a = 7.55 kNm ˉM3-1b=M1b-3 = 146.61 kNm ˉM1b-1a=M1a-1b = 1.20 kNm ˉM1a-1=M1-1a = 2.40 kNm Momentdistribution: 2.28 6.36 9.37 1.89 1.01 0.04 1.57 0.06 3.04 0.07 4.45 0.19 3.89 0.15 2.68 0.06 3.83 0.17 8.56 0.34 13.67 0.31 23.25 1.01 21.27 0.84 7.98 0.18 2.37 0.10 63.88 2.51 53.87 1.23 4.96 65.23 110.76 4.84 139.06 5.47 1.20 0.03 0.08 0.04 0.04 0.04 0.03 0.02 0.06 0.08 0.85 0.49 0.04 0.43 0.36 0.04 0.57 0.61 0.04 0.31 0.22 0.03 0.73 0.60 0.04 0.36 0.89 0.06 65.23 175.98 168.44 7.55 146.61 145.41 1.20 2.40 4.96 55.31 53.91 4.84 47.17 85.41 5.47 42.71 0.72 0.04 0.43 26.96 27.65 23.59 66.29 42.71 21.35 21.71 0.36 0.22 1.15 0.10 1.01 39.24 2.51 19.62 32.12 1.92 19.27 0.58 0.50 20.12 19.62 9.81 25.87 16.06 9.64 11.31 1.01 9.90 13.07 0.84 6.53 4.76 0.28 2.86 5.66 4.95 11.48 6.53 3.27 5.65 2.38 1.43 1.87 0.17 1.63 5.26 0.34 2.63 8.15 0.49 4.89 0.93 0.82 3.44 2.63 1.31 5.39 4.07 2.44 2.16 0.19 1.89 2.39 0.15 1.19 1.60 0.10 0.96 1.08 0.95 2.14 1.19 0.60 1.40 0.80 0.48 0.49 0.04 0.43 0.96 0.06 0.48 0.92 0.11 0.93 2.28 149.32 6.36 109.85 76.93 9.37 138.19 2.94 19.79 1.89 (9.94) (5.73) (0.94) (0.08) (1.08) (2.14) (0.08) (1.40) (0.04) (0.48) (0.03) (0.07) (0.93) (3.44) (0.13) (5.39) (0.15) (2.44) (0.14) (0.43) (5.66) (11.48) (0.42) (5.65) (0.16) (1.43) (0.08) (0.04) (0.58) (20.12) (0.74) (25.87) (0.72) (9.64) (0.55) (2.05) (26.96) (66.29) (2.42) (21.71) (0.61) (0.22) (0.01) (168.44) (6.15) (145.41) (4.06) (2.40) (0.14) (65.23) (110.76) (175.98) (7.55) (139.06) (146.61) (1.20) (1.20) (2.40) (60.05) (6.15) (96.08) (31.68) (4.06) (105.61) (2.13) (0.14) (2.37) (30.02) (48.04) (63.88) (15.84) (52.80) (53.87) (1.07) (2.05) (22.86) (23.63) (2.42) (37.81) (4.73) (0.61) (15.77) (0.19) (0.01) (11.43) (23.25) (11.82) (18.91) (21.27) (2.37) (7.88) (7.98) (0.10) (0.04) (0.49) (7.17) (0.74) (11.48) (5.64) (0.72) (18.79) (8.54) (0.55) (0.24) (3.83) (3.59) (5.74) (8.56) (2.82) (9.39) (13.67) (4.27) (0.43) (4.80) (4.09) (0.42) (6.55) (1.23) (0.16) (4.10) (1.27) (0.08) (2.40) (4.45) (2.05) (3.28) (3.89) (0.62) (2.05) (2.68) (0.63) (0.07) (0.79) (1.23) (0.13) (1.96) (1.17) (0.15) (3.91) (2.17) (0.14) (0.40) (1.01) (0.61) (0.98) (1.57) (0.59) (1.96) (3.04) (1.08) (0.08) (0.92) (0.76) (0.08) (0.90) (0.30) (0.04) (0.70) (0.43) (0.03) (4.57) (162.04) (9.94) (89.65) (95.67) (5.73) (126.40) (24.62) (0.94) 6 5 3a 3 1b 1a 1 PROJECT : First floor Level Case 7 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 24.
    195.47 138.19 17.7812.83 177.49 149.32 366.63 109.85 40.25 76.93 19.79 1.89 1.50 3.00 0.90 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-3 V3-3a V3-1b V1b-3 V1b-1a V1a-1b V1a-1 V1-1a ∑M@5=0 V6-5 2.10 149.32 = 0 ∑M@1b=0 V6-5 2.10 = 0.00 V3-1b 3.00 138.19 = 0 V6-5 = 117.44 V3-1b 3.00 = 0.00 V5-6 = 31.06 V3-1b = 279.04 V1b-3 = 307.38 ∑M@3a=0 V5-3a 2.40 109.85 = 0 ∑M@1a=0 V5-3a 2.40 = 0.00 V1b-1a 0.90 = 0 V5-3a = 461.71 V1b-1a 0.90 = 0.00 V3a-5 = 418.22 V1b-1a = 175.80 V1a-1b = ∑M@3=0 V3a-3 1.50 76.93 = 0 ∑M@1 (95.67) (126.40) (24.62) (4.57) (162.04) (89.65) (391.37) (4.57) (246.62) (879.64) (95.67) (837.12) (1055.91) (162.04) (1108.10) (7.20) (24.62) (126.40) (158.22) (159.80) (45.28) (89.65) (58.01) (14.43) (4.83) (4.83) (159.80) (5.73) (9.94) (0.94) (9.94) (5.73) (0.94) (4.97) (0.47) (2.87) =0 V3a-3 1.50 = 0.00 V1a-1 1.50 1.89 19.79 = 0 V3a-3 = 38.67 V1a-1 1.50 7.25 = 0.00 V3-3a = 21.70 V1a-1 = V1-1a = 24.07 461.71 279.04 175.80 117.44 38.67 1.68 1.26 0.65 1.45 0.53 0.52 31.06 21.70 24.07 418.22 307.38 2.28 6.36 9.37 9.37 2.28 6.36 2.94 1.89 1.14 3.18 4.69 1.47 290.87 98.65 12.57 202.30 46.59 (1.26) 149.32 138.19 109.85 76.93 19.79 1.89 77.09 79.82 21.04 (162.04) (95.67) (126.40) (89.65) (4.57) (24.62) (94.08) (128.84) (106.63) PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 25.
    w1 w2 w3w4 w5 3.6 1.5 0.9 1.5 0.9 5.6 2.1 2.4 2.4 3 1.5 6 5 3a 2 3.3 1a 1 3.30 0.45 4.5 3.9 0.42 0.33 2.4 Finishes, ceiling, services = 1.25 kN/m² Density of concrete = 25.00 kN/m³ Imposed Load = 4.00 kN/m² 3.9 0.50 Partition = 0.50 kN/m² 0.36 4.5 4.20 Size b h Beam 150 280 4.8 Column 250 300 Slab thickness 100 Groundfloor: Slab 1-2/D-E1 : = 4.8/4.5= 1.07 two-way slab case 2 shearforce coefficient=0.36 Slab 3a-6/D-E : = 4.5/3.3= 1.36 two-way slab case 2 shearforce coefficient=0.45 Slab 3-3a/D-F : = 3.3/2.4= 1.38 two-way slab case 1 shearforce coefficient=0.33 Slab 1a-3/B1-D : = 3.9/1.5= 2.60 one-way slab shearforce coefficient=0.50 Slab 3-5/C-D : = 3.9/3.3= 1.18 two-way slab case 2 shearforce coefficient=0.42 Loads on slab, n kN/m² : Slab selfweight = 0.1 25 = 2.50 kN/m² Stairs = 14.81 kN/m² Finishes, ceiling, services = 1.25 kN/m² Characteristicpermanent load, gk = kN/m² Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² Characteristicvariable load, qk = kN/m² SPECIFICATIONS Loading Dimension: Loodingdistribution : 18.56 4.50 : L L L L L y/ x y/ x y/ x y/ x y/ x L L L L L ACTIONS PROJECT : Ground floor Level Case 1 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 26.
    Perm. load fromslab= 0.45 18.56 3.30 = 27.56 kN/m Perm. load from slab = 0.45 18.56 3.30 = 27.56 kN/m Beam selfweight= 0.18 0.15 25.00 = 0.68 kN/m Perm. load from slab = 0.42 18.56 3.30 = 25.72 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Variable load from slab = 0.45 4.50 3.30 = 6.68 kN/m Variable loadfromslab= 0.45 4.50 3.30 = 6.68 kN/m Design load, 1.35Gk+1.5Qk = 48.14 Variable loadfromslab= 0.42 4.50 3.30 = 6.24 kN/m 1.5Gk = 42.35 Designload, 1.35Gk+1.5Qk = 92.23 kN/m 1.5Gk = 80.94 kN/m Perm. load fromslab = 0.42 3.75 3.30 = 5.20 kN/m Perm. load from slab = 0.50 3.75 4.20 = 7.88 kN/m Perm. load fromslab = 0.33 3.75 4.80 = 5.94 kN/m Perm. load from slab = 0.36 3.75 4.80 = 6.48 kN/m Perm. load fromslab = 0.50 3.75 4.20 = 7.88 kN/m Beam selfweight = 0.42 18.56 3.30 = 25.72 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Variable loadfromslab= 0.50 4.50 4.20 = 9.45 kN/m Variable load from slab = 0.42 4.50 3.30 = 6.24 kN/m Variable loadfromslab= 0.36 4.50 4.80 = 7.78 kN/m Variable load from slab = 0.33 4.50 4.80 = 7.13 kN/m Designload, 1.35Gk+1.5Qk = 79.95 kN/m Design load, 1.35Gk+1.5Qk = 46.63 kN/m 1.5Gk = 60.12 kN/m 1.5Gk = 29.53 kN/m Perm. load fromslab = 0.36 3.75 4.80 = 6.48 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Variable load from slab = 0.36 4.50 4.80 = 7.78 kN/m Design load, 1.35Gk+1.5Qk = 21.32 kN/m 1.5Gk = 10.73 kN/m Moment of Inertia:I=bh³/12(mm⁴) Stiffness :K=I/L Distribution factor:F=K/∑K Beam 150×280³/12 274400000 I L I/L Column 250x 300³/12 562500000 562500000 3600 156250 0.33 0.40 0.27 562500000 5400 104166.6667 I L I/L 0.26 0.23 0.31 0.21 274400000 2100 130666.6667 F3a-5 F3a-2 Fcu Fcl 274400000 2400 114333.3333 0.23 0.23 0.32 0.21 K3a-2 274400000 2400 114333.3333 F2-3a F2-1a Fcu Fcl K2-1a 274400000 3000 91466.66667 Loads onbeam, wkN/m: Characteristicpermanentload, gk = 28.24 kN/m Characteristicpermanentload, gk = 53.96 kN/m Characteristicvariable load, qk = 6.68 kN/m kN/m kN/m Characteristicvariable load, qk = 12.92 kN/m Characteristicpermanentload, gk = 40.08 kN/m Characteristicpermanentload, gk = 19.69 kN/m Characteristicvariable load, qk = 17.23 kN/m Characteristicvariable load, qk = 13.37 kN/m Characteristicpermanentload, gk = 7.16 kN/m Characteristicvariable load, qk = 7.78 kN/m Data: Column Joint6 Joint5 Beam Joint3a Joint2 Joint1a Joint1 Span 1(6-5) :w1 Span 2(5-3a) :w2 Span 3(3a-3) :w3 Span 4(3-1b) :w4 Span 5(1b-1a) :w5 0.25 0.20 0.34 0.22 K1a-1 274400000 1500 182933.3333 F1a-2 F1a-1 Fcu Fcl 0.17 0.34 0.29 0.19 F1-1a Fcu Fcl 0.41 0.35 0.23 F F F K K F F F F K K 6-5 cu cl cu cl 5-6 5-3a cu cl 6-5 5-3a PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 27.
    312.95 165.38 48.14 92.2346.63 79.95 21.32 3.60 1.50 0.90 1.50 0.90 5.40 2.10 2.40 2.40 3.00 1.50 6 5 3a 2 1a 1 ˉM6-5=M5-6 = 17.69 kNm ˉM5-3a=M3a-5 = 44.27 kNm ˉM3a-2 = kNm M2-3a= 132.40 ˉM2-1a = kNm M1a-2= 97.17 ˉM1a-1=M1-1a = 4.00 kNm Momentdistribution: 6.03 6.26 10.81 3.86 0.34 0.84 0.21 0.06 0.20 0.06 3.14 1.00 4.40 1.48 5.74 1.68 15.93 5.62 7.07 17.69 26.58 8.22 30.49 9.74 0.40 0.31 0.32 0.34 0.29 0.35 0.27 0.33 0.26 0.21 0.23 0.23 0.21 0.23 0.25 0.22 0.20 0.17 0.19 0.34 0.41 0.23 17.69 44.27 132.40 50.12 97.17 93.17 4.00 4.71 5.91 6.87 5.48 6.01 7.13 6.49 7.13 3.44 2.96 6.52 3.56 3.01 3.56 0.73 0.67 0.73 1.08 0.98 0.86 0.98 1.12 1.96 6.57 3.74 0.37 0.54 0.37 0.86 0.49 0.43 3.72 3.29 0.98 0.22 0.28 0.05 0.04 0.05 0.05 0.04 0.05 4.02 25.31 4.18 54.44 7.20 124.91 77.10 2.57 (74.76) (82.29) (15.61) (26.63) (0.86) (0.29) (3.72) (1.09) (0.98) (0.35) (1.37) (3.44) (6.52) (2.02) (50.12) (16.80) (93.17) (27.22) (4.00) (1.41) (17.69) (26.58) (44.27) (30.49) (74.76) (82.29) (4.00) (12.29) (11.20) (9.83) (15.93) (18.15) (31.87) (1.65) (0.94) (3.14) (6.15) (4.40) (7.97) (4.92) (5.74) (0.82) (15.93) (0.92) (1.15) (1.69) (1.34) (1.47) (0.84) (0.57) (0.21) (0.74) (0.20) (0.21) (0.19) (0.17) (0.64) (0.72) (0.99) (0.41) (0.23) (10.05) (35.75) (72.45) (10.41) (98.90) (17.75) (32.43) (6.43) 6 5 3a 2 1a 1 PROJECT : Ground floor Level Case 2 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 28.
    312.95 165.38 79.95 77.1021.32 48.14 25.31 92.23 54.44 46.63 124.91 1.5 0.90 1.5 0.9 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-2 2.40 V2-3a V2-1a 3.00 V1a-2 V1a-1 V1-1a ∑M@5=0 V6-5 2.10 25.31 = 0 ∑M@1a=0 V6-5 2.10 = 0.00 V3-1b 3.00 77.10 148.842 = 0 V6-5 = 43.28 V3-1b 3.00 = 0.00 V5-6 = 8.43 V3-1b = 127.19 V1b-3 = 278.03 ∑M@3a=0 V5-3a 2.40 54.44 = 0 V5-3a 2.40 = 0.00 ∑M@1=0 V5-3a = 102.88 V1a-1 1.50 = 0 V3a-5 = 118.46 V1a-1 1.50 = 0.00 V1a-1 = 41.90 ∑M@2=0 V1-1a = V3a-3 2.40 124.91 = 0 V3a-3 2.40 = 0.00 V3a-3 = 151.45 V3-3a = 273.40 102.88 151.45 127.19 41.90 43.28 57.62 38.09 65.12 60.41 25.35 1.76 1.12 0.86 0.95 1.21 8.43 273.40 118.46 278.03 (98.90) (10.05) (35.75) (72.45) (32.43) (6.43) (106.16) (10.05) (90.90) (359.76) (98.90) (381.56) (265.61) (35.75) (246.92) (23.99) (6.43) (32.43) (62.85) (9.92) (134.28) (72.45) (281.66) (363.48) (9.92) (35.75) (72.45) (98.90) (32.43) (10.05) (6.43) (28.04) (21.86) 54.44 124.91 77.10 25.31 7.33 7.08 38.49 (10.41) (26.63) (15.61) (17.75) (5.20) (8.88) 6.03 6.26 10.81 3.86 4.02 4.18 7.20 1.29 2.01 2.09 3.60 2.57 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 29.
    312.95 165.38 0.91 39.6046.63 60.12 21.32 3.60 1.50 0.90 1.50 0.90 5.40 2.10 2.40 2.40 3.00 1.50 6 5 3a 2 1a 1 ˉM6-5=M5-6 = 0.33 kNm ˉM5-3a=M3a-5 = 19.01 kNm ˉM3a-2 = kNm M2-3a= 132.40 ˉM2-1a = kNm M1a-2= 82.30 ˉM1a-1=M1-1a = 4.00 kNm Momentdistribution: 3.65 19.91 2.88 0.34 0.85 0.72 0.23 5.86 1.87 0.18 0.06 7.20 2.10 13.39 4.72 0.13 0.33 18.67 5.77 55.75 17.81 0.40 0.31 0.32 0.34 0.29 0.35 0.27 0.33 0.26 0.21 0.23 0.23 0.21 0.23 0.25 0.22 0.20 0.17 0.19 0.34 0.41 0.23 0.33 19.01 132.40 64.99 82.30 78.30 4.00 0.09 0.11 4.83 3.85 4.22 13.03 11.87 13.03 2.41 0.06 6.57 6.52 2.11 6.52 1.37 1.25 1.37 0.04 0.04 0.04 1.23 1.40 2.46 5.53 3.15 0.28 0.68 0.02 0.68 1.30 0.62 0.02 2.78 2.76 1.23 0.23 0.28 0.17 0.15 0.17 0.82 3.04 2.44 34.95 13.27 123.39 63.31 1.92 (74.76) (67.42) (0.49) (22.16) (21.59) (0.28) (0.09) (1.30) (0.44) (2.78) (0.81) (1.23) (0.43) (0.96) (2.41) (6.57) (2.03) (64.99) (21.78) (78.30) (22.88) (4.00) (1.41) (0.33) (18.67) (19.01) (55.75) (74.76) (67.42) (4.00) (15.94) (14.52) (12.75) (13.39) (15.25) (26.78) (1.65) (0.94) (5.86) (7.97) (0.18) (6.70) (6.37) (7.20) (0.82) (13.39) (0.64) (0.81) (1.70) (1.35) (1.49) (0.85) (0.40) (0.74) (0.72) (0.07) (0.06) (0.06) (0.32) (0.29) (0.26) (0.48) (0.54) (0.95) (0.51) (0.29) (0.33) (9.13) (68.13) (14.77) (86.46) (14.39) (27.33) (4.79) 6 5 3a 2 1a 1 PROJECT : Ground floor Level Case 2 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 30.
    312.95 165.38 60.12 63.3121.32 0.82 0.91 3.04 39.60 34.95 46.63 123.39 1.5 0.90 1.5 0.9 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-2 2.40 V2-3a V2-1a 3.00 V1a-2 V1a-1 V1-1a ∑M@5=0 V6-5 2.10 3.04 0.82 = 0 ∑M@1a=0 V6-5 2.10 1.85 = 0.00 V3-1b 3.00 63.31 148.842 = 0 V6-5 = V3-1b 3.00 = 0.00 V5-6 = 0.16 V3-1b = 97.90 V1b-3 = 82.46 ∑M@3a=0 V5-3a 2.40 34.95 = 0 V5-3a 2.40 = 0.00 ∑M@1=0 V5-3a = 36.76 V1a-1 1.50 = 0 V3a-5 = 58.27 V1a-1 1.50 = 0.00 V1a-1 = 37.41 ∑M@2=0 V1-1a = V3a-3 2.40 123.39 = 0 V3a-3 2.40 = 0.00 V3a-3 = 150.28 V3-3a = 36.76 97.90 150.28 150.28 37.41 17.07 0.78 143.65 122.36 32.82 0.93 1.91 1.63 1.75 0.16 58.27 82.46 (86.46) (9.13) (68.13) (27.33) (4.79) (2.01) (270.53) (86.46) (0.88) (293.69) (114.04) (9.13) (88.23) (23.99) (4.79) (27.33) (56.11) (5.42) (134.28) (68.13) (281.66) (360.68) (38.38) (0.88) (1.78) (38.38) (5.42) 34.95 123.39 63.31 0.82 3.04 (68.13) (86.46) (27.33) (9.13) (4.79) (1.60) (7.93) (75.52) (5.48) (35.90) (22.16) (0.49) (21.59) (0.33) (14.77) (14.39) (0.16) (11.08) (7.20) 3.65 19.91 2.88 2.44 13.27 1.92 1.22 6.64 0.96 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 31.
    312.95 165.38 1.01 44.9929.53 79.95 10.73 3.60 1.50 0.90 1.50 0.90 5.40 2.10 2.40 2.40 3.00 1.50 6 5 3a 2 1a 1 ˉM6-5=M5-6 = 0.37 kNm ˉM5-3a=M3a-5 = 21.60 kNm ˉM3a-2 = kNm M2-3a= 124.20 ˉM2-1a = kNm M1a-2= 97.17 ˉM1a-1=M1-1a = 2.01 kNm Moment distribution : 4.78 16.96 4.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.30 0.76 0.14 0.04 0.39 0.12 2.74 0.87 2.30 0.77 4.53 1.32 16.27 5.74 0.15 0.37 21.23 6.56 49.95 15.96 0.40 0.31 0.32 0.34 0.29 0.35 0.27 0.33 0.26 0.21 0.23 0.23 0.21 0.23 0.25 0.22 0.20 0.17 0.19 0.34 0.41 0.23 0.37 21.60 124.20 41.91 97.17 95.16 2.01 0.10 0.12 5.49 4.37 4.80 11.68 10.64 11.68 2.74 0.06 5.90 5.84 2.40 5.84 0.64 0.58 0.64 0.56 0.51 0.45 0.77 0.88 1.55 6.72 3.82 0.32 0.28 0.32 0.71 0.39 0.23 3.58 3.36 0.77 0.20 0.25 0.04 0.03 0.03 0.09 0.08 0.09 1.07 3.97 3.19 35.74 11.30 120.47 77.17 3.17 0.00 0.00 0.00 0.00 0.00 (71.55) (82.29) (0.64) (13.51) (27.53) (0.71) (0.24) (3.58) (1.05) (0.77) (0.27) (1.10) (2.74) (5.90) (1.82) (41.91) (14.05) (95.16) (27.80) (2.01) (0.71) (0.37) (21.23) (21.60) (49.95) (71.55) (82.29) (2.01) (10.28) (9.36) (8.22) (16.27) (18.53) (32.55) (0.83) (0.47) (2.74) (5.14) (2.30) (8.14) (4.11) (4.53) (0.42) (16.27) (0.73) (0.92) (1.53) (1.22) (1.33) (0.76) (0.46) (0.14) (0.67) (0.39) (0.17) (0.16) (0.14) (0.61) (0.70) (1.23) (0.32) (0.18) (0.43) (11.94) (64.00) (9.01) (97.95) (18.35) (31.30) (7.92) (0.00) 6 5 3a 2 1a 1 PROJECT : Ground floor Level Case 3 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 32.
    312.95 165.38 79.95 77.1710.73 1.07 1.01 3.97 44.99 35.74 29.53 120.47 1.5 0.90 1.5 0.9 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-2 2.40 V2-3a V2-1a 3.00 V1a-2 V1a-1 V1-1a ∑M@5=0 V6-5 2.10 3.97 1.07 = 0 ∑M@1a=0 V6-5 2.10 2.81 = 0.00 V3-1b 3.00 77.17 148.842 = 0 V6-5 = V3-1b 3.00 = 0.00 V5-6 = 0.18 V3-1b = 126.84 V1b-3 = 278.37 ∑M@3a=0 V5-3a 2.40 35.74 = 0 V5-3a 2.40 = 0.00 ∑M@1=0 V5-3a = 44.08 V1a-1 1.50 = 0 V3a-5 = 63.91 V1a-1 1.50 = 0.00 V1a-1 = 34.19 ∑M@2=0 V1-1a = V3a-3 2.40 120.47 = 0 V3a-3 2.40 = 0.00 V3a-3 = 129.27 V3-3a = 254.56 126.84 44.08 129.27 34.19 21.59 59.56 1.62 52.24 16.77 0.98 0.81 0.94 0.98 0.18 254.56 63.91 278.37 (97.95) (11.94) (64.00) (31.30) (7.92) (2.23) (359.76) (97.95) (1.34) (380.53) (129.58) (11.94) (105.79) (12.07) (7.92) (31.30) (51.29) (18.10) (85.05) (64.00) (281.66) (310.24) (1.34) (2.42) (18.10) (64.00) (97.95) (31.30) (11.94) (7.92) (0.55) (9.65) 120.47 77.17 35.74 1.07 3.97 11.76 14.52 38.39 (0.64) (9.01) (27.53) (0.43) (13.51) (18.35) (0.21) (4.50) (9.18) 4.78 4.75 3.19 11.30 16.96 3.17 1.59 1.58 5.65 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 33.
    312.95 165.38 0.91 44.9929.53 79.95 21.32 3.60 1.50 0.90 1.50 0.90 5.40 2.10 2.40 2.40 3.00 1.50 6 5 3a 2 1a 1 ˉM6-5=M5-6 = 0.33 kNm ˉM5-3a=M3a-5 = 21.60 kNm ˉM3a-2 = kNm M2-3a= 124.20 ˉM2-1a = kNm M1a-2= 97.17 ˉM1a-1=M1-1a = 4.00 kNm Momentdistribution: 4.79 16.96 3.91 0.30 0.76 0.14 0.04 0.41 0.13 2.73 0.87 2.13 0.71 4.94 1.44 15.93 5.62 0.13 0.33 21.26 6.57 49.95 15.96 0.40 0.31 0.32 0.34 0.29 0.35 0.27 0.33 0.26 0.21 0.23 0.23 0.21 0.23 0.25 0.22 0.20 0.17 0.19 0.34 0.41 0.23 0.33 21.60 124.20 41.91 97.17 93.17 4.00 0.09 0.11 5.50 4.38 4.81 11.68 10.64 11.68 2.75 0.06 5.89 5.84 2.40 5.84 0.64 0.58 0.64 0.52 0.48 0.42 0.84 0.96 1.69 6.57 3.74 0.32 0.26 0.32 0.74 0.42 0.21 3.50 3.29 0.84 0.20 0.25 0.04 0.03 0.03 0.09 0.09 0.09 1.10 3.94 3.20 35.75 11.31 120.42 77.58 2.61 (71.55) (82.29) (0.66) (13.58) (26.80) (0.74) (0.25) (3.50) (1.02) (0.84) (0.30) (1.10) (2.75) (5.89) (1.82) (41.91) (14.05) (93.17) (27.22) (4.00) (1.41) (0.33) (21.26) (21.60) (49.95) (71.55) (82.29) (4.00) (10.28) (9.36) (8.22) (15.93) (18.15) (31.87) (1.65) (0.94) (2.73) (5.14) (2.13) (7.97) (4.11) (4.94) (0.82) (15.93) (0.73) (0.92) (1.52) (1.21) (1.33) (0.76) (0.46) (0.14) (0.67) (0.41) (0.18) (0.17) (0.15) (0.60) (0.68) (0.96) (0.35) (0.20) (0.44) (11.93) (64.02) (9.05) (97.78) (17.87) (32.68) (6.52) 6 5 3a 2 1a 1 PROJECT : Ground floor Level Case 4 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 34.
    312.95 165.38 79.95 77.5821.32 1.10 0.91 3.94 44.99 35.75 29.53 120.42 1.5 0.90 1.5 0.9 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-2 2.40 V2-3a V2-1a 3.00 V1a-2 V1a-1 V1-1a ∑M@5=0 V6-5 2.10 3.94 1.10 = 0 ∑M@1a=0 V6-5 2.10 3.03 = 0.00 V3-1b 3.00 77.58 148.842 = 0 V6-5 = V3-1b 3.00 = 0.00 V5-6 = 0.16 V3-1b = 126.65 V1b-3 = 278.56 ∑M@3a=0 V5-3a 2.40 35.75 = 0 V5-3a 2.40 = 0.00 ∑M@1=0 V5-3a = 44.07 V1a-1 1.50 = 0 V3a-5 = 63.92 V1a-1 1.50 = 0.00 V1a-1 = 42.12 ∑M@2=0 V1-1a = V3a-3 2.40 120.42 = 0 V3a-3 2.40 = 0.00 V3a-3 = 129.29 V3-3a = 254.53 44.07 129.29 126.65 42.12 21.58 52.26 59.38 25.46 1.89 0.98 0.81 0.94 1.21 0.16 254.53 63.92 278.56 (97.78) (11.93) (64.02) (32.68) (6.52) (2.01) (359.76) (97.78) (1.44) (379.96) (129.58) (11.93) (105.77) (23.99) (6.52) (32.68) (63.18) (10.14) (85.05) (64.02) (281.66) (310.30) (1.44) (1.36) (10.14) (64.02) (97.78) (32.68) (11.93) (6.52) (0.27) (9.65) 120.42 77.58 35.75 1.10 3.94 11.75 7.21 38.40 16.96 4.79 2.61 3.91 3.20 11.31 1.60 1.30 5.65 (0.66) (0.44) (9.05) (26.80) (13.58) (17.87) (0.22) (4.53) (8.93) PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY
  • 35.
    312.95 165.38 1.01 44.9929.53 79.95 21.32 3.60 1.50 0.90 1.50 0.90 5.40 2.10 2.40 2.40 3.00 1.50 6 5 3a 2 1a 1 ˉM6-5=M5-6 = 0.37 kNm ˉM5-3a=M3a-5 = 21.60 kNm ˉM3a-2 = kNm M2-3a= 124.20 ˉM2-1a = kNm M1a-2= 97.17 ˉM1a-1=M1-1a = 4.00 kNm Momentdistribution: 4.78 16.96 3.91 0.30 0.76 0.14 0.04 0.41 0.13 2.74 0.87 2.13 0.71 4.94 1.44 15.93 5.62 0.15 0.37 21.23 6.56 49.95 15.96 0.40 0.31 0.32 0.34 0.29 0.35 0.27 0.33 0.26 0.21 0.23 0.23 0.21 0.23 0.25 0.22 0.20 0.17 0.19 0.34 0.41 0.23 0.37 21.60 124.20 41.91 97.17 93.17 4.00 0.10 0.12 5.49 4.37 4.80 11.68 10.64 11.68 2.74 0.06 5.90 5.84 2.40 5.84 0.64 0.58 0.64 0.52 0.48 0.42 0.84 0.96 1.69 6.57 3.74 0.32 0.26 0.32 0.74 0.42 0.21 3.50 3.29 0.84 0.20 0.25 0.04 0.03 0.03 0.10 0.09 0.10 1.07 3.97 3.19 35.74 11.31 120.42 77.58 2.61 (71.55) (82.29) (0.64) (13.58) (26.77) (0.74) (0.25) (3.50) (0.99) (0.84) (0.30) (1.10) (2.74) (5.90) (1.82) (41.91) (14.05) (93.17) (27.22) (4.00) (1.41) (0.37) (21.23) (21.60) (49.95) (71.55) (82.29) (4.00) (10.28) (9.36) (8.22) (15.93) (18.15) (31.87) (1.65) (0.94) (2.74) (5.14) (2.13) (7.97) (4.11) (4.94) (0.82) (15.93) (0.73) (0.92) (1.53) (1.22) (1.33) (0.76) (0.46) (0.14) (0.67) (0.41) (0.18) (0.17) (0.15) (0.60) (0.68) (0.98) (0.35) (0.20) (0.43) (11.94) (64.02) (9.05) (97.78) (17.87) (32.70) (6.52) 6 5 3a 2 1a 1 PROJECT : Ground floor Level Case 5 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 36.
    312.95 165.38 79.95 77.5821.32 1.07 1.01 3.97 44.99 35.74 29.53 120.42 1.5 0.90 1.5 0.9 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-2 2.40 V2-3a V2-1a 3.00 V1a-2 V1a-1 V1-1a ∑M@5=0 V6-5 2.10 3.97 1.07 = 0 ∑M@1a=0 V6-5 2.10 2.81 = 0.00 V3-1b 3.00 77.58 148.842 = 0 V6-5 = V3-1b 3.00 = 0.00 V5-6 = 0.18 V3-1b = 126.65 V1b-3 = 113.18 ∑M@3a=0 V5-3a 2.40 35.74 = 0 V5-3a 2.40 = 0.00 ∑M@1=0 V5-3a = 44.08 V1a-1 1.50 = 0 V3a-5 = 63.91 V1a-1 1.50 = 0.00 V1a-1 = 42.13 ∑M@2=0 V1-1a = V3a-3 2.40 120.42 = 0 V3a-3 2.40 = 0.00 V3a-3 = 129.29 V3-3a = 44.08 129.29 126.65 42.13 21.59 106.87 100.32 41.63 1.85 0.98 1.65 1.58 1.98 0.18 63.91 113.18 4.78 3.91 3.19 11.31 16.96 2.61 1.59 1.30 5.65 (97.78) (11.94) (64.02) (32.70) (6.52) (2.23) (359.76) (97.78) (1.34) (379.96) (129.58) (11.94) (105.78) (23.99) (6.52) (32.70) (63.20) (10.15) (85.05) (64.02) (281.66) (310.30) (58.42) (1.34) (0.12) (58.42) (10.15) (0.64) (13.58) (9.05) (26.77) (0.43) (17.87) (0.21) (8.93) (4.53) (64.02) (97.78) (32.70) (11.94) (6.52) (2.54) (9.65) (8.93) (42.85) 120.42 77.58 35.74 1.07 3.97 0.95 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 37.
    312.95 165.38 0.91 39.6029.53 79.95 21.32 3.60 1.50 0.90 1.50 0.90 5.40 2.10 2.40 2.40 3.00 1.50 6 5 3a 2 1a 1 ˉM6-5=M5-6 = 0.33 kNm ˉM5-3a=M3a-5 = 19.01 kNm ˉM3a-2 = kNm M2-3a= 124.20 ˉM2-1a = kNm M1a-2= 97.17 ˉM1a-1=M1-1a = 4.00 kNm Momentdistribution: 3.87 17.91 3.91 0.32 0.80 0.05 0.02 0.48 0.15 3.03 0.97 1.83 0.61 4.94 1.44 15.93 5.62 0.13 0.33 18.67 5.77 52.54 16.79 0.40 0.31 0.32 0.34 0.29 0.35 0.27 0.33 0.26 0.21 0.23 0.23 0.21 0.23 0.25 0.22 0.20 0.17 0.19 0.34 0.41 0.23 0.33 19.01 124.20 41.91 97.17 93.17 4.00 0.09 0.11 4.83 3.85 4.22 12.28 11.19 12.28 2.41 0.06 6.20 6.14 2.11 6.14 0.71 0.64 0.71 0.45 0.41 0.36 0.84 0.96 1.69 6.57 3.74 0.35 0.22 0.35 0.78 0.42 0.18 3.47 3.29 0.84 0.21 0.27 0.01 0.01 0.01 0.11 0.10 0.11 0.85 3.23 2.58 33.52 11.94 120.67 77.55 2.61 (71.55) (82.29) (0.51) (13.69) (26.74) (0.78) (0.26) (3.47) (0.96) (0.84) (0.30) (0.96) (2.41) (6.20) (1.92) (41.91) (14.05) (93.17) (27.22) (4.00) (1.41) (0.33) (18.67) (19.01) (52.54) (71.55) (82.29) (4.00) (10.28) (9.36) (8.22) (15.93) (18.15) (31.87) (1.65) (0.94) (3.03) (5.14) (1.83) (7.97) (4.11) (4.94) (0.82) (15.93) (0.64) (0.81) (1.60) (1.28) (1.40) (0.80) (0.40) (0.05) (0.70) (0.48) (0.19) (0.17) (0.15) (0.59) (0.68) (0.97) (0.35) (0.20) (0.34) (9.68) (63.36) (9.13) (97.85) (17.86) (32.69) (6.52) 6 5 3a 2 1a 1 PROJECT : Ground floor Level Case 6 (Frame D/1-6) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 38.
    312.95 165.38 79.95 77.5521.32 0.85 0.91 3.23 39.60 33.52 29.53 120.67 1.5 0.90 1.5 0.9 1.50 V6-5 2.10 V5-6 V5-3a 2.40 V3a-5 V3a-2 2.40 V2-3a V2-1a 3.00 V1a-2 V1a-1 V1-1a ∑M@5=0 V6-5 2.10 3.23 0.85 = 0 ∑M@1a=0 V6-5 2.10 2.07 = 0.00 V3-1b 3.00 77.55 148.842 = 0 V6-5 = V3-1b 3.00 = 0.00 V5-6 = 0.16 V3-1b = 126.68 V1b-3 = 278.53 ∑M@3a=0 V5-3a 2.40 33.52 = 0 V5-3a 2.40 = 0.00 ∑M@1=0 V5-3a = 37.58 V1a-1 1.50 = 0 V3a-5 = 57.45 V1a-1 1.50 = 0.00 V1a-1 = 42.13 ∑M@2=0 V1-1a = V3a-3 2.40 120.67 = 0 V3a-3 2.40 = 0.00 V3a-3 = 128.92 V3-3a = 254.91 37.58 128.92 126.68 42.13 17.85 51.57 59.54 25.49 1.81 0.95 0.80 0.94 1.21 0.16 254.91 57.45 278.53 3.87 3.91 2.58 11.94 17.91 2.61 1.29 1.30 5.97 (97.85) (9.68) (63.36) (32.69) (6.52) (2.01) (359.76) (97.85) (0.98) (380.05) (114.04) (9.68) (90.20) (23.99) (6.52) (32.69) (63.19) (10.14) (85.05) (63.36) (281.66) (309.40) (0.98) (0.08) (10.14) (0.51) (13.69) (9.13) (26.74) (0.34) (17.86) (0.17) (8.93) (4.56) (63.36) (97.85) (32.69) (9.68) (6.52) (8.17) 120.67 77.55 33.52 0.85 3.23 38.31 0.77 7.20 11.80 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 39.
    SPECIFICATION Loading : Dimension : ACTIONS Loadson beam, n kN/m : Loads on beam, w kN/m (Roof level) : Finishes, services = 0.4 kN/m Density of concrete = 25 kN/m³ Imposed Load = 0.81 kN/m Size b h Beam 150 280 Column 150 150 Slab thickness 100 beam selfweight = 0.15×0.28×25 = 1.05 kN/m Finishes, services = kN/m = 1.45 kN/m Imposed Load = kN/m = 0.81 kN/m w1 4.2m B1 D Beam selfweight = 1.05 kN/m Permanent load(excluding selfweight) = 0.4 kN/m Characteristic permanent load, Gk = 1.45 kN/m Characteristic variable load, Qk = 0.81 kN/m Design load, 1.35Gk + 1.5Qk = 3.17 kN/m 1.35Gk = 1.96 kN/m 0.4 0.81 Span 1(B1-D) : w1 Char act er i st i c per manent l oad, g Char act er i st i c var i abl e l oad, q k k PROJECT : Roof level Case 1 (Frame B1-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 40.
    Data : Column Joint B1 JointD Beam Case 1 : Size b h Beam 150 280 Column 250 300 Moment of Inertia : Beam 150 × 280³ /12 2.74E+08 Column 250 x 300³ 5.63E+08 Stiffness : K = I/L (mm³) I L I/L FB1-D F F 0 0 0 0.92 0.00 0.08 Kcl 42187500 3600 11718.75 FD-B1 F F I L I/L 0.92 0.00 0.08 KB1-D 274400000 2100 130666.7 3.17 Fixed end moment : 4.20 m MB1-D= MD-B1 = wL²/12 B1 D = 4.66 kNm Moment distribution : 0.98 2.14 4.66 B C 0.08 0.92 0.92 0.08 4.66 0.38 4.28 2.14 0.18 1.96 0.98 0.08 0.90 0.64 0.64 I=bh³/12 (mm⁴) F=K/∑K / 12 Di st r i but i on f act or : K cu cl cu cl cu (0.98) (2.14) (4.66) (4.66) (4.28) (0.38) (2.14) (1.96) (0.18) (0.98) (0.90) (0.08) (0.64) (0.64) PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 41.
    Shear force : 3.170.64 VBC 4.20 VCB ∑M@ C = 0 VBC 4.20 0.64 = VBC 4.20 = 0.00 VBC = 6.66 VBC = 6.66 Shear force and bending moment diagrams : 6.66 2.10 6.66 0.64 0.32 (0.64) (27.98) (0.64) (27.98) (0.64) (0.32) 7.00 (0.64) (6.35) 0.64 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 42.
    Case 2 : 1.96 Fixedend moment : 4.20 m MB1-D= MD-B1 = wL²/12 B1 D = 2.88 kNm Moment distribution : 0.61 1.32 2.88 B C 0.08 0.92 0.92 0.08 2.88 0.24 2.64 1.32 0.11 1.21 0.61 0.05 0.56 0.40 0.40 Shear force : 1.96 0.40 VBC 4.20 VCB ∑M@ C = 0 VBC 4.20 0.40 = 0.00 VBC 4.20 = 0.00 VBC = 4.11 VBC = 4.11 Shear force and bending moment diagrams : 4.11 2.10 4.11 0.40 0.20 (0.61) (1.32) (2.88) (2.88) (2.64) (0.24) (1.32) (1.21) (0.11) (0.61) (0.56) (0.05) (0.40) (0.40) (0.40) (17.27) (0.40) (17.27) (0.40) (0.20) 4.32 (0.40) (3.92) 0.40 PROJECT : Roof level Case 2 (Frame B1-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 43.
    SPECIFICATION ACTIONS Loading : Dimension : Loadingdistribution : Loads on slab, n kN/m² : 3.75 4.50 Finishes, ceiling, services = 1.25 kN/m² Density of concrete = 25.00 kN/m³ Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² Size b h Beam 150 280 Column 250 300 Slab thickness 100 4.2 m 5 3.9 m 3 B1 D Slab 5-3/ B1-D : 4.2 /3.9 = 1.08 = 0.40 Case 4 Slab selfweight = 0.1 25 = 2.50 kN/m² Finishes, ceiling, services = 1.25 kN/m² Characteristic permanent load, gk = kN/m² Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² Characteristic variable load, qk = kN/m² PROJECT : First floor level Case 1 (Frame B1-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 44.
    Loads on beam,w kN/m : Data : Column Joint B1 Joint D Beam w1 3.60 4.20 m 3.60 B1 D Perm. load from slab = 0.4 x 3.75x 3.9 = 5.85 kN/m Beam selfweight = 0.18x 0.15 x 25 = kN/m Characteristic permanent load, Gk = 6.525 kN/m Variable load fr. slab = 0.4 x 4.5 x 3.9 = kN/m Characteristic variable load, Qk = 7.02 kN/m Design load, 1.35Gk + 1.5Qk = 19.34 kN/m 1.35Gk = 8.81 kN/m Size b h Beam 150 280 Column 250 300 Moment of Inertia : Beam 150× 280³ /12 274400000 Column 250x 300³/12 562500000 Stiffness : K = I/L (mm³) Distribution factor : F=K/∑K I L I/L FB1-D F F Kcu 562500000 3600 156250 0.29 0.35 0.35 Kcl 562500000 3600 156250 FD-B1 F F I L I/L 0.29 0.35 0.35 KB1-D 274400000 2100 130666.6667 Span 1(B1-D) : w1 0.675 7.02 I=bh³/12 (mm⁴) cu cl cu cl PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 45.
    Case 1: 19.34 3.60 Fixedend moment : 4.20 m 3.60 MB1-D= MD-B1 = wL²/12 B1 D = 28.43 kNm Moment distribution : 0.22 0.62 1.48 4.19 10.02 28.43 0.35 B1 D 0.35 0.35 0.29 0.29 0.35 28.43 10.02 8.38 4.19 1.48 1.24 0.62 0.22 0.18 0 Shear force : 19.34 23.44 VB1-D 4.20 VD-B1 ∑M@D =0 VB1-D 4.20 23.44 = 0 VB1-D 4.20 = 0 VB1-D = 40.61 VD-B1 = 40.61 Shear force and bending moment diagrams : 40.61 2.10 40.61 11.72 11.72 5.86 11.72 11.72 23.44 (11.72) (23.44) (11.72) (0.62) (0.22) (4.19) (1.48) (28.43) (10.02) (28.43) (8.38) (10.02) (4.19) (1.24) (1.48) (0.62) (0.18) (0.22) (23.44) (170.57) (23.44) (170.57) (11.72) (11.72) (5.86) 42.64 (23.44) (19.20) 23.44 PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 46.
    Case 2 : 8.813.60 Fixed end moment : 4.20 m 3.60 MB1-D= MD-B1 = wL²/12 B1 D = 12.95 kNm Moment distribution : 0.67 1.91 4.57 12.95 0.35 B1 D 0.35 0.35 0.29 0.29 0.35 12.95 4.57 3.82 1.91 0.67 0.56 Shear force : 8.81 10.48 VB1-D 4.20 VD-B1 ∑M @ D = 0 VB1-D 4.20 10.48 = 0 VB1-D 4.20 = 0 VB1-D = 18.50 VD-B1 = 18.50 Shear force and bending moment diagrams : 18.50 2.10 18.50 5.24 5.24 2.62 5.24 5.24 10.48 (5.24) (10.48) (5.24) (1.91) (0.67) (12.95) (4.57) (12.95) (3.82) (4.57) (1.91) (0.56) (0.67) (10.48) (77.69) (10.48) (77.69) (5.24) (5.24) (2.62) 19.42 (10.48) (8.95) 10.48 PROJECT : First floor level Case 2 (Frame B1-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 47.
    SPECIFICATION ACTIONS Loading : Dimension : Loadingdistribution : Loads on slab, n kN/m² : 3.75 4.50 Finishes, ceiling, services = 1.25 kN/m² Density of concrete = 25.00 kN/m³ Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² Size b h Beam 150 280 Column 250 300 Slab thickness 100 4.2 m 3.3 5 3.9 m 3 B C D Slab 5-3/ B-C : 4.2 /3.9 = 1.08 = 0.40 Case 4 Slab 5-3/C-D : 3.9/3.3 = 1.18 = 0.42 Case 2 Slab selfweight = 0.1 25 = 2.50 kN/m² Finishes, ceiling, services = 1.25 kN/m² Characteristic permanent load, gk = kN/m² Imposed Load = 4.00 kN/m² Partition = 0.50 kN/m² Characteristic variable load, qk = kN/m² PROJECT : Ground floor level Case 1 (Frame B-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 48.
    P(kN) w1 w2 3.6 3.300.90 4.20 m 3.30 m 5.4 B C D Perm.loadfromslab = 0.4x3.75x 3.9 = 5.85 kN/m Perm.loadfromslab= 0.42x84.9x 3.9 = 6.14 kN/m Beamselfweight = 0.18x 0.15x 25 = kN/m Beamselfweight = 0.18x0.15x 25 = kN/m Characteristicpermanentload,Gk = 6.53 kN/m Characteristicpermanentload, Gk = 6.82 kN/m Variableloadfr.slab = 0.4x 4.5x 3.9 = kN/m Variable loadfr.slab= 0.42x 4.5x 3.9 = kN/m Characteristicvariable load, Qk = 7.02 kN/m Characteristicvariableload,Qk = 7.37 kN/m Designload,1.35Gk+1.5Qk = 19.34 kN/m Designload,1.35Gk +1.5Qk = 20.26 kN/m 1.35Gk = 8.81 kN/m 1.35Gk = 9.20 kN/m Size b h Beam 150 280 Column 250 300 MomentofInertia: Beam 150×280³/12 274400000 Column 250x 300 Loadsonbeam,wkN/m: Data: Column JointB JointC Beam JointD ³/12 562500000 Stiffness:K=I/L(mm³) Distributionfactor:F=K/∑K I L I/L FBC Fcu F Kcu 562500000 3600 156250.00 0.20 0.48 0.32 Kcl 562500000 5400 104166.67 FCB FCD F F I L I/L 0.16 0.20 0.38 0.25 KBC 274400000 4200 65333.33 FDC Fcu Fcl KCD 274400000 3300 83151.52 0.24 0.45 0.30 Span1(B-C) :w1 Span2(C-D) :w2 0.675 0.675 7.02 7.37 I=bh³/12(mm⁴) cl cu cl PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 49.
    40.61 Fixed end moment: 8.81 20.26 3.6 MBC = MCB = 35.51 kNm 3.30 0.90 MBC= MCB = 18.39 kNm 4.20 m 3.30 m 5.4 B C D Moment distribution : 9.82 0.66 1.37 0.31 0.12 1.74 0.79 9.16 19.10 0.48 0.38 0.45 0.32 0.20 0.16 0.25 0.20 0.24 0.30 35.51 17.13 18.39 6.11 3.83 1.92 0.44 0.27 0.05 0.08 0.06 0.42 0.53 6.55 34.74 12.62 Shear force : 40.61 8.81 34.74 20.26 12.62 3.30 0.90 VBC 4.20 VCB VCD 3.30 VDC ∑ M@ C= 0 ∑ M@ D= 0 VBC 4.20 34.74 = 0 VCD 3.30 12.62 = 0 VBC 4.20 = 0 VCD 3.30 = Case 1: B C D 0.00 VBC = 22.83 VCD = 36.89 VCB = 54.78 VDC = 29.97 Shear force and bending moment diagram : 36.89 22.83 15.29 33.20 1.34 1.80 54.78 29.97 9.82 6.55 3.27 (19.10) (6.43) (7.57) (17.13) (6.54) (18.39) (8.36) (19.10) (18.39) (2.74) (4.36) (3.48) (4.45) (5.57) (1.37) (0.31) (2.22) (1.74) (16.37) (4.28) (24.03) (5.05) (16.37) (24.03) (77.69) (16.37) (36.55) (110.32) (24.03) (95.87) (121.73) (6.43) (4.28) (7.57) (5.05) (2.14) (2.52) 34.74 12.62 1.07 (24.03) (16.37) (9.17) PROJECT : JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 50.
    40.61 Fixed end moment: 19.34 9.20 3.6 MBC = MCB = 50.99 kNm 3.30 0.90 MBC= MCB = 8.35 kNm 4.20 m 3.30 m 5.4 B C D Moment distribution : 18.22 0.09 0.20 0.25 0.11 1.63 3.41 4.34 1.97 16.59 34.58 0.48 0.38 0.45 0.32 0.20 0.16 0.25 0.20 0.24 0.30 50.99 42.64 8.35 11.06 6.94 3.47 2.46 1.09 0.68 1.05 1.31 0.34 0.87 0.52 0.06 0.04 0.06 0.08 12.21 47.25 3.04 Shear force : 40.61 19.34 47.25 9.20 3.04 3.30 0.90 VBC 4.20 VCB VCD 3.30 VDC ∑ M @ C= 0 ∑ M@ D= 0 VBC 4.20 47.25 = 0 VCD 3.30 Case 2 : B C D 3.04 = 0 VBC 4.20 = 0 VCD 3.30 = 0.00 VBC = 45.29 VCD = 19.88 VCB = 76.54 VDC = 10.49 Shear force and bending moment diagram : 19.88 45.29 30.35 17.89 1.34 1.80 76.54 10.49 18.22 12.21 6.11 (34.58) (17.23) (1.71) (0.87) (0.33) (2.46) (0.94) (42.64) (16.29) (8.35) (3.80) (34.58) (8.35) (6.81) (10.86) (8.67) (2.02) (2.53) (3.41) (1.01) (4.34) (0.39) (0.63) (0.50) (0.20) (0.25) (0.14) (0.22) (0.18) (30.37) (11.71) (18.53) (1.22) (30.37) (18.53) (170.57) (30.37) (36.55) (50.11) (18.53) (190.23) (65.60) (17.23) (11.71) (1.71) (1.22) (5.85) (0.61) 47.25 3.04 0.02 0.64 (18.53) (30.37) PROJECT : Ground floor level Case 2 (Frame B-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY:
  • 51.
    40.61 Fixed end moment: 19.34 20.26 3.6 MBC = MCB = 50.99 kNm 3.30 0.90 MBC= MCB = 18.39 kNm 4.20 m 3.30 m 5.4 B C D Moment distribution : 17.47 0.88 2.60 3.32 0.92 16.59 34.58 0.48 0.38 0.45 0.32 0.20 0.16 0.25 0.20 0.24 0.30 50.99 32.61 18.39 11.06 6.94 3.47 1.24 0.83 0.52 0.80 0.90 11.89 49.05 11.42 Shear force : 40.61 19.34 49.05 20.26 11.42 3.30 0.90 VBC 4.20 VCB VCD 3.30 VDC ∑ M@ C= 0 ∑ M@ D= 0 VBC 4.20 49.05 = 0 VCD 3.30 11.42 = 0 VBC 4.20 = 0 VCD 3.30 = 0.00 VBC = 44.71 VCD = Case 3 : B C D 38.30 VCB = 77.12 VDC = 28.56 Shear force and bending moment diagram : 38.30 44.71 29.96 34.47 1.34 1.80 77.12 28.56 17.47 11.89 5.95 (34.58) (12.93) (7.44) (1.24) (0.47) (32.61) (12.46) (18.39) (8.36) (34.58) (18.39) (5.21) (8.31) (6.63) (4.45) (5.57) (2.60) (2.22) (3.32) (0.20) (0.32) (0.25) (29.73) (8.62) (27.49) (4.67) (29.73) (27.49) (170.57) (29.73) (36.55) (110.32) (27.49) (187.79) (126.39) (12.93) (8.62) (7.44) (4.67) (4.31) (2.34) 49.05 11.42 (27.49) (29.73) (0.23) (6.98) PROJECT : Ground floor level Case 3 (Frame B-D/5) JOB NO : DATE : PAGE : Ref. Calculations Remarks DESIGNED BY: APPROVED BY: