Beam W L M1 M2 V1 V2 x Mmax

Load case 011b-2 16.30 1.56 0 41.2 (13.70) 39.2 (0.84) (5.80) 0.84 (0.84) - (1.68) 2.65 2.79 2-3 59.10 3.50 41.2 65 96.70 110.2 1.64 (38.00) 1.13 (1.13) 2.77 0.50 2.81 2.94 3-4 51.50 3.50 65 41.1 97.00 83.3 1.89 (26.40) 1.01 (1.01) 2.90 0.87 2.18 2.43 4-5 51.50 3.50 41.1 89.2 76.40 103.9 1.49 (15.60) 0.78 (0.78) 2.26 0.71 3.82 3.91 5-7 54.50 4.55 89.2 66.6 129.00 119 2.37 (63.50) 1.53 (1.53) 3.89 0.84 2.86 2.95 7-8b 24.20 2.86 66.6 0 57.90 11.4 2.39 (2.70) 0.47 (0.47) 2.86 1.92

Load case 021b-2 11.80 1.56 0 39 (15.80) 34.3 (1.34) (10.60) 1.34 (1.34) - (2.68)2-3 59.10 3.50 39 70.3 94.50 112.4 1.60 (36.60) 1.11 (1.11) 2.71 0.49 3-4 59.70 3.50 70.3 46 111.50 97.5 1.87 (33.90) 1.06 (1.06) 2.93 0.80 4-5 51.50 3.50 46 88.1 78.10 102.2 1.52 (13.30) 0.72 (0.72) 2.23 0.80 5-7 54.50 4.55 88.1 66.9 128.70 119.3 2.37 (63.90) 1.53 (1.53) 3.89 0.83 7-8b 24.20 2.86 66.9 0 58.00 11.3 2.40 (2.70) 0.46 (0.46) 2.86 1.93

Load case 031b-2 11.80 1.56 0 32 (11.30) 29.8 (0.96) (5.50) 0.96 (0.96) - (1.92)2-3 51.30 3.50 32 63.8 80.70 98.9 1.58 (31.50) 1.11 (1.11) 2.68 0.47 3-4 59.70 3.50 63.8 53 107.60 101.4 1.81 (33.20) 1.05 (1.05) 2.86 0.75 4-5 59.70 3.50 53 91.3 93.60 115.4 1.57 (20.40) 0.83 (0.83) 2.39 0.74 5-7 54.50 4.55 91.3 64.4 129.90 118.1 2.39 (63.60) 1.53 (1.53) 3.91 0.86 7-8b 24.20 2.86 64.4 0 57.20 12.1 2.37 (3.20) 0.51 (0.51) 2.88 1.85

Load case 04

Minimun (L)

Maximum (L)

1b-2 11.80 1.56 0 34.2 (12.70) 31.2 (1.08) (6.90) 1.08 (1.08) - (2.15)2-3 51.30 3.50 34.2 59.1 82.70 96.9 1.62 (32.50) 1.12 (1.12) 2.74 0.49 3-4 51.50 3.50 59.1 45.9 93.90 86.4 1.83 (26.60) 1.01 (1.01) 2.84 0.81 4-5 59.70 3.50 45.9 99.5 89.20 119.8 1.50 (20.80) 0.83 (0.83) 2.33 0.66 5-7 60.20 4.55 99.5 71.1 143.20 130.8 2.38 (70.90) 1.53 (1.53) 3.91 0.84 7-8b 24.20 2.86 71.1 0 59.50 9.8 2.46 (2.10) 0.41 (0.41) 2.87 2.05

Load case 051b-2 11.80 1.56 0 33.7 (12.40) 30.9 (1.05) (6.60) 1.05 (1.05) - (2.10)2-3 51.30 3.50 33.7 60.4 82.20 97.4 1.61 (32.20) 1.12 (1.12) 2.72 0.48 3-4 51.50 3.50 60.4 41.7 95.50 84.8 1.86 (28.20) 1.05 (1.05) 2.90 0.81 4-5 51.50 3.50 41.7 93.6 75.30 105 1.47 (13.40) 0.72 (0.72) 2.18 0.74 5-7 60.20 4.55 93.6 78.5 140.30 133.7 2.33 (69.90) 1.52 (1.52) 3.85 0.81 7-8b 37.00 2.86 78.5 0 80.40 25.5 2.18 (8.90) 0.69 (0.69) 2.86 1.48

Load case 061b-2 11.80 1.56 0 41.1 (17.10) 35.6 (1.45) (12.40) 1.45 (1.45) - (2.90)2-3 59.10 3.50 41.1 63.5 97.10 109.8 1.65 (38.70) 1.14 (1.14) 2.79 0.50 3-4 51.50 3.50 63.5 46.9 94.90 85.4 1.85 (24.00) 0.96 (0.96) 2.81 0.88 4-5 59.70 3.50 46.9 91.3 91.80 117.2 1.54 (23.70) 0.89 (0.89) 2.43 0.65 5-7 54.50 4.55 91.3 71.6 128.40 119.6 2.36 (60.00) 1.48 (1.48) 3.84 0.87 7-8b 37.00 2.86 71.6 0 78.00 27.9 2.11 (10.70) 0.76 (0.76) 2.87 1.35

Load case 071b-2 16.30 1.56 0 32.4 (8.10) 33.6 (0.50) (2.10) 0.50 (0.50) - (0.99)2-3 51.30 3.50 32.4 65.7 80.30 99.3 1.57 (30.50) 1.09 (1.09) 2.65 0.48 3-4 59.70 3.50 65.7 45.9 110.20 98.8 1.85 (36.10) 1.10 (1.10) 2.94 0.75 4-5 51.50 3.50 45.9 91.4 77.20 103.1 1.50 (12.00) 0.68 (0.68) 2.18 0.82

5-7 60.20 4.55 91.4 82.1 139.00 135 2.31 (69.10) 1.51 (1.51) 3.82 0.79 7-8b 21.20 2.86 82.1 0 59.10 1.6 2.79 (0.30) 0.16 (0.16) 2.95 2.63

BM

1 2 3 4 5 6 0.50 0.47 1a 0 0 0 0 0 0 0 0.88 0.75 2 1.56 41.2 39 32 34.2 33.7 41.1 0.82 0.65 span 3.20 (38.00) (36.60) (31.50) (32.50) (32.20) (38.70) 0.87 0.79 3 5.06 65 70.3 63.8 59.1 60.4 63.5 2.63 1.35 span 6.95 (26.40) (33.90) (33.20) (26.60) (28.20) (24.00) - 4 8.56 41.1 46 53 45.9 45.9 46.9

span 10.05 (15.60) (13.30) (20.40) (20.80) (13.40) (23.70)5 12.06 89.2 88.1 91.3 99.5 99.5 91.3

span 14.43 (63.50) (63.90) (63.60) (70.90) (69.90) (60.00)7 16.61 66.6 66.9 64.4 71.1 78.5 71.6

span 19.00 (2.70) (2.70) (3.20) (2.10) (8.90) (10.70)8b 19.47 0 0 - 0 0 0

Maximum (S)

Minimum (S)

0 5 10 15 20 25

-80

-60

-40

-20

0

20

40

60

80

100

120

0 5 10 15 20 25

-80

-60

-40

-20

0

20

40

60

80

100

120

BM SF

7 1 2 3 4 5 6 70 (13.70) -15.8 -11.3 -12.7 -12.4 -17.1 -8.1

32.4 39.2 34.3 29.8 31.2 30.9 35.6 33.6 (30.50) 96.7 94.5 80.7 82.7 82.2 97.1 80.3

65.7 110.2 112.4 98.9 96.9 97.4 109.8 99.3 (36.10) 97.00 111.5 107.6 93.9 95.5 94.9 110.2

45.9 83.3 97.5 101.4 86.4 84.8 85.4 98.8 (12.00) 76.4 78.1 93.6 89.2 75.3 91.8 77.2

91.4 103.9 102.2 115.4 119.8 105 117.2 103.1 (69.10) 129.00 128.7 129.9 143.2 140.3 128.4 139

82.1 119 119.3 118.1 130.8 133.7 119.6 135 (0.30) 57.9 58 57.2 59.5 80.4 78 59.1

0 11.4 11.3 12.1 9.8 25.5 27.9 1.6

0 5 10 15 20 25

-80

-60

-40

-20

0

20

40

60

80

100

120

0 5 10 15 20 25

-80

-60

-40

-20

0

20

40

60

80

100

120

Load calculations of beams

Beam Span

Loads on second floor beams Loads on first floor beams Loads on roof slab beams

Permanent loads (gk) / kN/m Permanent loads (gk) / kN/m

From slab panels Total Total From slab panels Total Total Total Total

D (1b-8b)

1b-2 3.9 S14 - - 3.9 1.8 - 1.8 9.6 S13 - 20.6 30.2 1.5 - 1.5 - - - - -

2-3 7.2 S11 & S14 - 20.6 27.8 2.9 - 2.9 13.9 S08 & S13 - 20.6 34.5 2.6 - 2.6 - - - - -

3-4 5.1 S12 & S15 - 20.6 25.7 2.1 - 2.1 3.4 S09 - 20.6 24.0 0.8 - 0.8 - - - - -

4-5 5.1 S13 & S16 - 20.6 25.7 2.1 - 2.1 3.4 S10 - 20.6 24.0 0.8 - 0.8 - - - - -

5-7 7.9 S09 & S17 - 20.6 28.5 2.3 - 2.3 - - - - - - - - - - - - -

7-8b 3.1 S18 1.8 - 4.9 1.6 6.8 8.4 3.6 S12 1.8 - 5.4 1.8 6.8 8.6 5.7 S02 5.7 1.7 1.7

4 (B1-H) B1-C 11.0 S15 & S16 - - 11.0 5.6 - 5.6 - - - - - - -

C-D 11.0 S15 & S16 - - 11.0 5.6 - 5.6 - - - - - - -

D-E 9.2 S12 & S13 - 20.6 29.8 2.8 - 2.8 12.0 S09 & S10 - 20.6 32.6 2.8 - 2.8

E-G 10.4 S07 & S08 - 20.6 31.0 2.4 - 2.4 9.6 S03 & S06 - 20.6 30.2 2.9 - 2.9

G-H - - - - - - 5.7 S03 - 20.6 26.3 1.7 - 1.7

* In addition to the above loads there is a point load at node "G" as follows,

Second floor First floor

108.10 kN 13.2 kN

7.00 kN 3.50 kN

5 (A-H) A-B1 - - - - - - - 2.6 S14 - - 2.6 1.2 - 1.2

B1-C 11.0 S16 & S17 - - 11.0 5.6 - 5.6 2.6 S14 - - 2.6 1.2 1.2

C-D 11.0 S16 & S17 - - 11.0 5.6 - 5.6 9.3 S11 - 20.6 29.9 2.3 2.3

D-E 17.5 S09 & S13 - 20.6 38.1 4.1 - 4.1 15.3 S10 & S11 - 20.6 35.9 2.7 2.7

E-F 18.1 S08 & S09 - 20.6 38.7 3.9 - 3.9 13.2 S06 & S11 - 20.6 33.8 2.4 2.4

F-G 8.1 S05 & S08 - 20.6 28.7 2.1 - 2.1 6.8 S05 & S06 - 20.6 27.4 2.1 - 2.1

Variable loads (qk) / kN/m

Variable loads (qk) / kN/m

Permanent loads (gk) / kN/m

Variable loads (qk) / kN/m

From staircase

From brick work

From slab

panelFrom

staircaseFrom

staircaseFrom brick work

From slab

panelFrom

staircaseFrom slab

panelsFrom slab

panel

Gk = Gk =

Qk = Qk =

G-H 2.9 S05 - 20.6 23.5 0.9 - 0.9 2.9 S05 - 20.6 23.5 0.9 - 0.9

* In addition to the above loads there is a point load at node "F" & "G"as follows,

Second floor First floor

F- 20.80 kN F- 18.5 kN

5.00 kN 5.00 kN

G- 14.6 kN G- 13.2 kN

3.50 kN 3.50 kN

Gk = Gk =

Qk = Qk =

Gk = Gk =

Qk = Qk =

Design of beam for Hogging moment, Sagging moment & Shear

Beam Span Location SF /kN

Before curtailment

Curtailment

Theoritical Shifted

X1 X2 X1 X2 X1 X2 Remarks Links

D(1

b-8b

)

1b-2

Support 1 35 350 225 297 1.3 -3.58 0.003 Singly R/F 282.2 11.0 226 2 H 12 226 2 H 12 20.6 - - - - No curtailment Within the limit 4.50 159.9 No crushing (θ=22) 7.00 29.80 H 8 @ 200

Span 35 350 225 - 297 1562 0 0 0.00 - N/A 282.2 N/A 0.0 226 2 H 12 226 2 H 12 20.6 - - - - No curtailment Within the limit

Support 2 35 350 225 297 16.69 17.93 0.034 Singly R/F 282.2 136.0 226 2 H 12 226 2 H 12 20.6 - - - - No curtailment Within the limit 17.00 159.9 No crushing (θ=22) 14.00 29.80 H 8 @ 200

2-3

Support 1 35 350 225 297 21.27 70.01 0.043 Singly R/F 282.2 174.0 226 2 H 12 226 2 H 12 20.6 - - - - No curtailment Within the limit 63.00 159.9 No crushing (θ=22) 51.00 29.80 H 8 @ 200

Span 35 350 225 125 297 3500 715 35.51 0.00 0.023 Singly R/F 282.2 Flange 290.0 339 3 H 12 226 2 H 12 20.6 750 2425 418 2775 70 3120 Within the limit

Support 2 35 350 225 297 48.54 85.20 0.098 Singly R/F 268.7 416.0 427 2 H 12, 1 H 16 226 2 H 12 20.6 450 - 783 1540 - Within the limit 79.00 159.9 No crushing (θ=22) 68.00 36.80 H 8 @ 200

3-4

Support 1 35 350 225 297 45.85 69.47 0.093 Singly R/F 270.3 390.0 427 2 H 12, 1 H 16 226 2 H 12 20.6 400 - 750 1510 - Within the limit 66.00 159.9 No crushing (θ=22) 55.50 36.80 H 8 @ 200

Span 35 350 225 125 297 3500 715 19.43 0.00 0.013 Singly R/F 282.2 Flange 159.0 226 2 H 12 226 2 H 12 20.6 - - - - No curtailment Within the limit

Support 2 35 350 225 297 33.69 62.75 0.068 Singly R/F 278 279.0 339 3 H 12 226 2 H 12 20.6 250 - 595 1090 - Within the limit 57.00 159.9 No crushing (θ=22) 45.00 34.10 H 8 @ 200

4-5

Support 1 35 350 225 297 32.09 57.60 0.065 Singly R/F 278.9 265.0 339 3 H 12 226 2 H 12 20.6 300 - 650 1145 - Within the limit 53.00 159.9 No crushing (θ=22) 45.00 34.10 H 8 @ 200

Span 35 350 225 125 297 3500 715 13.37 0.00 0.009 Singly R/F 282.2 Flange 109.0 226 2 H 12 226 2 H 12 20.6 - - - - No curtailment Within the limit

Support 2 35 350 225 297 64.15 75.30 0.130 Singly R/F 257.8 573.0 716 2 H 16, 1 H 20 402 2 H 16 34.5 450 - 770 1795 - Within the limit 70.00 159.9 No crushing (θ=22) 62.00 43.70 H 8 @ 200

5-7

Support 1 35 350 225 297 70.2 105.05 0.142 Singly R/F 253.5 637.0 716 2 H 16, 1 H 20 402 2 H 16 34.5 400 - 750 1775 - Within the limit 101.00 159.9 No crushing (θ=22) 88.00 43.70 H 8 @ 200

Span 35 350 225 150 297 4550 862 54.76 0.00 0.029 Singly R/F 282.2 Flange 447.0 515 2 H 16, 1 H 12 402 2 H 16 34.5 1300 3500 972 3850 625 4195 Within the limit

Support 2 35 350 225 297 52.79 97.29 0.107 Singly R/F 265.7 457.0 515 2 H 16, 1 H 12 402 2 H 16 34.5 400 - 729 1225 - Within the limit 92.50 159.9 No crushing (θ=22) 81.00 39.20 H 8 @ 200

7-8b

Support 1 35 350 225 297 44.89 73.73 0.091 Singly R/F 270.9 381.0 515 2 H 16, 1 H 12 402 2 H 16 34.5 350 - 700 1195 - Within the limit 69.50 159.9 No crushing (θ=22) 56.00 39.20 H 8 @ 200

Span 35 350 225 - 297 4550 0 20.92 0.00 0.043 Singly R/F 282.2 N/A 171.0 226 2 H 12 226 2 H 12 20.6 - - - - No curtailment Within the limit

Support 2 35 350 225 297 4.99 45.15 0.011 Singly R/F 282.2 41.0 226 2 H 12 226 2 H 12 20.6 - - - - No curtailment Within the limit 41.00 159.9 No crushing (θ=22) 27.00 29.80 H 8 @ 200

B1-C

Support 1 35 350 225 297 - - - N/A ### 0.0 402 2 H 16 Within the limit 159.9 No crushing (θ=22) 36.10 #DIV/0!

Span 35 350 225 125 297 1000 0 - - ### #DIV/0! ### ### #DIV/0! 226 2 H 12 Within the limit

Support 2 35 350 225 297 13 26.00 0.027 Singly R/F ### 106.0 226 2 H 12 Within the limit 23.10 159.9 No crushing (θ=22) 15.40 29.80 H 8 @ 200

C-D

Support 1 35 350 225 297 15.9 25.30 0.033 Singly R/F ### 130.0 402 2 H 16 Within the limit 22.30 159.9 No crushing (θ=22) 14.40 36.10 H 8 @ 200

Span 35 350 225 125 297 1,600.0 - - - ### #DIV/0! ### ### #DIV/0! 226 2 H 12 Within the limit

Support 2 35 350 225 297 9.1 17.60 0.019 Singly R/F ### 75.0 226 2 H 12 Within the limit 14.60 159.9 No crushing (θ=22) 6.70 29.80 H 8 @ 200

D-E

Support 1 35 350 225 297 18.2 71.20 0.037 Singly R/F ### 149.0 402 2 H 16 Within the limit 64.40 159.9 No crushing (θ=22) 46.30 36.10 H 8 @ 200

Span 35 350 225 125 297 2,950.0 - 22.7 - ### #DIV/0! ### ### #DIV/0! 226 2 H 12 Within the limit

Support 2 35 350 225 297 76.4 ### 0.154 Singly R/F ### 706.0 226 2 H 12 Within the limit ### 159.9 No crushing (θ=22) 83.70 29.80 H 8 @ 200

E-H

Support 1 35 400 225 347 91.6 ### 0.136 Singly R/F ### 705.0 402 2 H 16 Within the limit ### 186.9 No crushing (θ=22) ### 38.70 H 8 @ 250

Span 35 400 225 125 347 3,950.0 - 79.1 - ### #DIV/0! ### ### #DIV/0! 226 2 H 12 Within the limit

Support 2 35 400 225 347 28.3 96.10 0.042 Singly R/F ### 198.0 226 2 H 12 Within the limit 89.10 186.9 No crushing (θ=22) 67.20 31.90 H 8 @ 250

Nominal

cover (mm)

Beam depth

(h) /mm

Beam width (mm)

Flange thick. /

mm

Effective depth (deff) / mm

Effective length

(leff) / mm

Effective flange width /

mm

BM /kNm

Singly R/F or Doubly R/F Lever

arm (Z)

/mm

Location of

Neutral axis

As,required / mm2

Maxm/min m R/F percentage

Crushing srength of concrete struts (at column face)

Shear links (at distance "d" from column face)

As,provided / mm2

Moment resistance

(MR1)

Practical cut off points

K = M / bd2fck

As,provided / mm2 VEf / kN

VRd,max / kN

VEd / kN

VRd,c / kN

Shear R/F not

required

Shear R/F

required

Shear R/F

required

Shear R/F

required

Shear R/F

required

Shear R/F

required

Shear R/F not

required

Shear R/F not

required

Shear R/F

required

Shear R/F

required

Deflection check

35.6 5.3 Ok

25.1 11.8 Ok

62.1 11.8 Ok

65.6 11.8 Ok

23 15.4 Ok

69.7 15.4 Ok

#DIV/0! 3.4 ###

#DIV/0! 5.4 ###

#DIV/0! 10 ###

#DIV/0! 11.4 ###

l/d (allowable)

l/d

(actual)