New grid design

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
Characteristic variable load, Qk = 0.81 kN/m²
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

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
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)

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
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)
:

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)
`

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
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)
`

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

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
ˉM1a-1=M1-1a = 0.59 kNm
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
∑ 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
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
ˉM1a-1=M1-1a = 0.37 kNm
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
∑ 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

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
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
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
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
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
Beam selfweight = 0.18 0.15 25.00 = 0.68 kN/m Beam selfweight = 0.18 0.15 25.00 = 0.68 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)
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
ˉM1a-1=M1-1a = 4.82 kNm
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 :

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
∑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: Firsloor Level Case 2 (Frame D/1-6)
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
ˉM1a-1=M1-1a = 4.82 kNm
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
∑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 :

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
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)

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
∑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 :

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
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

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 :

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
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

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
∑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 :

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
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

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
∑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 :

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
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

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
∑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 :

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
Slab selfweight = 0.1 25 = 2.50 kN/m²
Stairs = 14.81 kN/m²
Characteristicpermanent load, gk = 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)

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
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 = 0.50 3.75 4.20 = 7.88 kN/m Beam selfweight = 0.42 18.56 3.30 = 25.72 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
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
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
Characteristicvariable load, qk = 6.68 kN/m
kN/m
kN/m Characteristicvariable load, qk = 12.92 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 :

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

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 :

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

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
∑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 :

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
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

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
∑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 :

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

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
∑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 :
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

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
∑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 :

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

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
∑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 :

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
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)

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
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 :

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 :

Case 2 :
1.96
Fixed end moment :
4.20 m MB1-D= MD-B1 = wL²/12
B1 D = 2.88 kNm
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
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)

SPECIFICATION
ACTIONS
Loading :
Dimension :
3.75
4.50
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
Characteristic permanent load, gk = kN/m²
Characteristic variable load, qk = kN/m²
PROJECT : First floor level Case 1 (Frame B1-D/5)

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
Variable load fr. slab = 0.4 x 4.5 x 3.9 = 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 :

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
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
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 :

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
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
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)

SPECIFICATION
ACTIONS
Loading :
Dimension :
3.75
4.50
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
Characteristic permanent load, gk = kN/m²
Characteristic variable load, qk = kN/m²
PROJECT : Ground floor level Case 1 (Frame B-D/5)

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 :

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
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 :

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
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
∑ 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
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)

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
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
∑ 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
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)

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