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Analysis and design of a structure
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1
2.0 DESIGN INFORMATION
Client Pharmaceuticals Limited.
Relevant Building. Regulations & Design Codes
BS 8110: Structural Use of Concrete. Part 1, 1997 BS 6399 : Loading for Buildings Part 1, 1996
Intended Use of Structure
Shops
Fire Resistance Requirement
1.5 hours for all elements
General Loading Conditions
Roof : = 1.0 kN/m2 Partitions : = 1.0 kN/m2 Finishes : = 1.0 kN/m2 Walls : = 6.3 kN/m Floors : = 4.0 kN/m2 Railings : = 2.1 kN/m Stairs : = 4.0 kN/m2
Subsoil Conditions Allowable Bearing Pressure at 2.5 m = 200 kN/m2
Foundation Type RC. Footings to Columns
Material Data Concrete Grade 25 with 20mm maximum aggregates Characteristic Strength of reinforcement fy = 250 N/mm2
Other Relevant Information
Self weight of Concrete = 23.6 kN/m3 All dimensions shown on drawings are in millimeters (mm)
3.0 STRUCTURAL SUMMARY SHEET FOR FLOOR PLANS
2
1. General Arrangement of Ground Floor
2. General Arrangement of First Floor
3. General Arrangement of Second Floor
4. General Arrangement of Third Floor
5. General Arrangement of Fourth Floor
3.1 SLAB LOADINGS
Design load, η = 1.6qk + 1.4gk
Where qk = total imposed load
gk = total dead load
Considering 150mm thick slab for all floors.
msqkN ./ 14.156
)0.10.16.2315.0(4.10.46.1
Stair loading.
2/06.16
)0.16.2325.0(4.10.46.1
mkN
3.2 SLAB DESIGN
3
GROUND FLOOR SLAB
S1- Design
Slab thickness = 150mm, from
msqkN ./ 14.156
)0.10.16.2315.0(4.10.46.1
By considering the ratio of ly/lx,
Where ly = long span and lx = short span, the slab is designed as two-way.
Detailed calculations can be seen on the slab design sheet.
S2- Design
Slab thickness = 150mm, from
msqkN ./ 14.156
)0.10.16.2315.0(4.10.46.1
Detailed calculations can be seen on the slab design sheet.
FIRST, SECOND, THIRD & FOURTH FLOORS SLAB
S3- Design
Slab thickness = 150mm, from
msqkN ./14.156
)0.10.16.2315.0(4.10.46.1
Detailed calculations can be seen on the slab design sheet.
3.3 FLOORS BEAM LOADINGS AND DESIGNS
4
BEAMS SUPPORTING RECTANGULAR PANELS
- Short Span Beam
xU lW 3
1
- Long Span Beam
km
mlx
klxWU
1 where,
2
3
3
1
3
11
2
1 2
2
Where,
kk qg 6.14.1 is the intensity of total uniformly distributed load and
panelspan short , panelspan long , xy
x
yll
l
lk
3.3.1 GROUND FLOOR BEAMS LOADING
GB - 1
Spans 1, 2, 3 & 4
mkN
WU
/ 52.49
3.672.325.4156.143
1
GB – 2A
Spans 1
mkN
WU
/28.14
3.672.32
44.030.3156.14
3
1
Spans 2
5
mkN
WU
/23.35
3.672.33.1156.143
1525.1156.14
3
1
63.270.342.182
11 kNPu
40.2913.104.522
12 kNPu
GB – 2B
Span 2
mkN
WU
/49.37
3.672.35.4156.143
1
2
44.030.3156.14
3
1
Span 3
mkN
WU
/ 38.45
3.672.3525.1156.143
15.4156.14
3
1
63.270.342.182
1kNPu
GB – 2C
Span 1
/51.413.672.3156.14725.05.4156.143
1mKNWU
Span 2
6
/25.313.672.35.4156.143
1mKNWu
GB - 3
Span 1, 2
/49.523.672.325.4156.143
1mKNWU
GB-4
Span 1
/49.523.672.325.4156.143
1mkNWU
Span 2
43.40kN/m
3.672.3575.2156.143
15.4156.14
3
1
UW
34.975.426.432
1kNPu
Span 3
10.02kN/m
3.672.3
UW
69.215.464.92
1kNPu
GB-5
7
Span 1
/49.523.672.325.4156.143
1mkNWU
Span 2
43.40kN/m
3.672.3575.2156.143
15.4156.14
3
1
UW
34.975.426.432
1kNPu
Span 3
mkN
WU
/34.07
3.672.30.3156.143
1
2
25.03525.1156.14
3
1
GEB-1
mkN
WU
/18.42
3.623.22
25.03525.1156.14
3
1
GEB-2 (max.)
7.90kN/m
1.223.275.0156.143
1
UW
69.215.464.92
1kNPu
GEB-3
8
9.64kN/m
1.223.275.0156.143
1
UW
SB-1
/16.473.62
146.4925.406.16
2
1mKNwu
SB-2
/26.4372.3925.406.162
1mKNwu
SB-3
/04.5235.313.1156.143
14.506.16
2
1mkNwu
3.3.2 GROUND FLOOR BEAMS DESIGN
Detailed calculations can be seen on the beams design sheet.
3.3.3 FIRST AND SECOND FLOORS BEAMS LOADING
9
B - 1
mkN
WU
/ 15.15
3.6956.4825.0156.143
1
2.68375.342.402
1kNPu
B-1A
mkN
WU
/29.09
3.695.4825.0156.143
1
2
22.03125.2156.14
3
1
2.68375.342.402
1kNPu
B – 2
Spans 1, 2 & 3
/49.323.6956.45.4156.143
1mkNWu
B-3
Spans 1, 2 & 3
/72.533.6956.425.4156.143
1mkNWU
Span 4
mkN
WU
/46.43
3.6956.45.4156.143
1
2
22.03125.2156.14
3
1
B-4
10
Spans 1, 2, 3 & 4
/72.533.6956.425.4156.143
1mkNWU
B – 5
Span 1
mkN
WU
/50.61
3.6956.45.4156.143
1
2
44.030.3156.14
3
1
Span 2
mkN
WU
/39.69
3.6956.4525.1156.143
15.4156.14
3
1
kN
PU
28.70
0.3132.192
11
Span 3
mkN
WU
/43.11
3.6956.4156.1475.05.4156.142
1
Span 4
mkN
WU
/32.49
3.6956.45.4156.143
1
B – 6
11
Span 1
mkN
WU
/29.38
3.6956.42
44.030.3156.14
3
1
Span 2
,/18.45
3.6956.4525.1156.142
1
mkN
WU
kN
PU
28.70
0.313.192
1
B – 7
Span 2
mkN
WU
/21.28
3.6956.4125.2156.143
1
kN
PU
99.55
2.682
15.409.29
2
1
Spans 3 & 4
mkN
WU
/32.49
3.6956.45.4156.143
1
B-8
12
Span 2
mkN
WU
/42.52
3.6956.4125.2156.143
15.4156.14
3
1
kN
PU
99.55
2.682
15.409.29
2
1
Spans 3 & 4
/72.533.6956.425.4156.143
1mkNWU
B-9A
Spans 1 & 2
/72.533.6956.425.4156.143
1mkNWU
Span 3
mkN
WU
/44.64
3.6956.4575.2156.143
15.4156.14
3
1
kNPU 100.13 5.45.442
1
Span 4
mkN
WU
/14.8
3.6956.475.0156.143
1
kNPU 17.7 5.487.72
1
B-9
13
Spans 1 & 2
/72.533.6956.425.4156.143
1mkNWU
Span 3
mkN
WU
/44.64
3.6956.4575.2156.143
15.4156.14
3
1
kNPU 100.13 5.45.442
1
Span 4
mkN
WU
/35.3
3.6956.40.3156.143
1
2
25.03525.1156.14
3
1
B-10
Span 1
mkN
WU
/ 32.49
3.6956.45.4156.142
1
Span 2
mkN
WU
/42.05
3.6956.4675.0156.145.4156.143
1
B – 10A
14
mkN
WU
/ 25.41
3.6956.40.3156.142
1
FEB – 1
mkN
WU
/19.13
3.6974.22
25.03525.1156.14
3
1
FEB-2 (max.)
7.90kN/m
1.223.275.0156.143
1
UW
68.215.464.92
1kNPu
FEB-3 (max)
9.64kN/m
1.223.275.0156.142
1
UW
SB-2
15
/50.44956.4925.406.162
1mKNwu
SB-6
/42.401.2974.2825.0156.143
1675.306.16
2
1mkNwu
3.3.4 FIRST AND SECOND FLOORS BEAMS DESIGN
Detailed calculations can be seen on the beams design sheet.
3.3.5 THIRD FLOOR BEAMS LOADING
16
3B - 1
mkN
WU
/ 15.15
3.6956.4825.0156.143
1
2.68375.342.402
1kNPu
3B – 2
Spans 1, 2 & 3
/14.553.6956.4156.146.15.4156.143
1mkNWu
3B-3
mkN
WU
/29.09
3.695.4825.0156.143
1
2
22.03125.2156.14
3
1
2.68375.342.402
1kNPu
3B-4
Spans 1, 2 & 3
/72.533.6956.425.4156.143
1mkNWU
Span 4
mkN
WU
/46.43
3.6956.45.4156.143
1
2
22.03125.2156.14
3
1
3B-5
17
Spans 1, 2, 3 & 4
/72.533.6956.425.4156.143
1mkNWU
3B – 6
Span 1
mkN
WU
/50.61
3.6956.45.4156.143
1
2
44.030.3156.14
3
1
Span 2
mkN
WU
/39.69
3.6956.4525.1156.143
15.4156.14
3
1
kN
PU
28.70
0.3132.192
11
Span 3
mkN
WU
/43.64
3.6956.4575.1156.142
15.4156.14
3
1
Span 4
mkN
WU
/32.49
3.6956.45.4156.143
1
3B – 7
18
Span 1
mkN
WU
/29.38
3.6956.42
44.030.3156.14
3
1
Span 2
,/18.45
3.6956.4525.1156.142
1
mkN
WU
kN
PU
28.70
0.313.192
1
3B – 8
Span 2
mkN
WU
/21.28
3.6956.4125.2156.143
1
kN
PU
99.55
2.682
15.409.29
2
1
Spans 3 & 4
mkN
WU
/32.49
3.6956.45.4156.143
1
3B-9
19
Span 2
mkN
WU
/42.52
3.6956.4125.2156.143
15.4156.14
3
1
kN
PU
99.55
2.682
15.409.29
2
1
Spans 3 & 4
/72.533.6956.425.4156.143
1mkNWU
3B-10A
Spans 1 & 2
/72.533.6956.425.4156.143
1mkNWU
Span 3
mkN
WU
/44.64
3.6956.4575.2156.143
15.4156.14
3
1
kNPU 100.13 5.45.442
1
Span 4
mkN
WU
/18.69
3.6956.4575.1156.143
1
kNPU 34.83 5.448.152
1
3B-10
20
Spans 1 & 2
/72.533.6956.425.4156.143
1mkNWU
Span 3
mkN
WU
/44.64
3.6956.4575.2156.143
15.4156.14
3
1
kNPU 100.13 5.45.442
1
Span 4
mkN
WU
/35.3
3.6956.40.3156.143
1
2
25.03525.1156.14
3
1
3B-11
Span 1
mkN
WU
/ 32.49
3.6956.45.4156.142
1
Span 2
mkN
WU
/43.28
3.6956.4525.1156.142
15.4156.14
3
1
3B – 11A
21
mkN
WU
/ 25.41
3.6956.40.3156.142
1
3EB – 1
mkN
WU
/19.13
3.6974.22
25.03525.1156.14
3
1
3EB-2 (max.)
11.76kN/m
1.223.2575.1156.143
1
UW
83.345.448.152
1kNPu
3EB-3 (max)
15.48kN/m
1.223.2575.1156.142
1
UW
3.3.6 THIRD FLOOR BEAMS DESIGN
Detailed calculations can be seen on the beams design sheet.
3.3.7 FOURTH FLOOR BEAMS LOADING
22
4B - 1
mkN
WU
/ 15.15
3.6956.4825.0156.143
1
2.68375.342.402
1kNPu
4B – 2
Spans 1, 2 & 3
/11.433.6956.45.1156.142
15.4156.14
3
1mkNWu
4B-3
mkN
WU
/29.09
3.695.4825.0156.143
1
2
22.03125.2156.14
3
1
2.68375.342.402
1kNPu
4B-4
Spans 1, 2 & 3
/72.533.6956.425.4156.143
1mkNWU
Span 4
mkN
WU
/46.43
3.6956.45.4156.143
1
2
22.03125.2156.14
3
1
4B-5
23
Spans 1, 2, 3 & 4
/72.533.6956.425.4156.143
1mkNWU
4B – 6
Span 1
mkN
WU
/50.61
3.6956.45.4156.143
1
2
44.030.3156.14
3
1
Span 2
mkN
WU
/39.69
3.6956.4525.1156.143
15.4156.14
3
1
kN
PU
28.70
0.3132.192
11
Span 3
mkN
WU
/43.64
3.6956.4575.1156.142
15.4156.14
3
1
Span 4
mkN
WU
/32.49
3.6956.45.4156.143
1
4B – 7
24
Span 1
mkN
WU
/29.38
3.6956.42
44.030.3156.14
3
1
Span 2
,/18.45
3.6956.4525.1156.142
1
mkN
WU
kN
PU
28.70
0.313.192
1
4B – 8
Span 2
mkN
WU
/21.28
3.6956.4125.2156.143
1
kN
PU
99.55
2.682
15.409.29
2
1
Spans 3 & 4
mkN
WU
/32.49
3.6956.45.4156.143
1
4B-9
25
Span 3
mkN
WU
/42.52
3.6956.4125.2156.143
15.4156.14
3
1
kN
PU
99.55
2.682
15.409.29
2
1
Spans 4 & 5
/72.533.6956.425.4156.143
1mkNWU
4B-10A
Span 1
/412.253.6956.425.1156.143
1mkNWU
/505.8925.489.192
1mkNPU
Spans 2 & 3
/72.533.6956.425.4156.143
1mkNWU
Span 4
mkN
WU
/44.64
3.6956.4575.2156.143
15.4156.14
3
1
kNPU 100.13 5.45.442
1
26
Span 5
mkN
WU
/14.8
3.6956.475.0156.143
1
kNPU 17.7 5.487.72
1
4B-10
Span 1
/412.253.6956.425.1156.143
1mkNWU
/505.8925.489.192
1mkNPU
Spans 2 & 3
/72.533.6956.425.4156.143
1mkNWU
Span 4
mkN
WU
/44.64
3.6956.4575.2156.143
15.4156.14
3
1
kNPU 100.13 5.45.442
1
Span 5
27
mkN
WU
/35.3
3.6956.40.3156.143
1
2
25.03525.1156.14
3
1
4B-11A
mkN
WU
/16.35
3.6973.25.1156.143
1
kNPU 44.75 5.489.192
1
4B – 11
Span 1
mkN
WU
/ 32.49
3.6956.45.4156.142
1
Span 2
mkN
WU
/43.28
3.6956.4525.1156.142
15.4156.14
3
1
4B-12
mkN
WU
/ 25.41
3.6956.40.3156.142
1
4EB – 1
28
mkN
WU
/19.13
3.6974.22
25.03525.1156.14
3
1
4EB-2 (max.)
11.76kN/m
1.223.2575.1156.143
1
UW
83.345.448.152
1kNPu
4EB-3 (max)
15.48kN/m
1.223.2575.1156.142
1
UW
4EB-4 (max)
Spans 1, 2 & 3
19.89kN/m
3.697.25.1156.142
1
UW
3.3.8 FOURTH FLOOR BEAMS DESIGN
Detailed calculations can be seen on the beams design sheet.
4.0 STRUCTRAL SUMMARY SHEET FOR ROOF PLAN
29
1. General Arrangement of Roof Plan
2. General Arrangement of Pent. Roof Plan
4.1 ROOF LOADING
Design load, η = 1.6qk + 1.4gk
Where qk = total imposed load
gk = total dead load
Roof Slab Loading
msqkN ./7.956
0.16.2315.04.10.16.1
Stair loading
msqkN ./11.26
0.16.2325.04.10.16.1
4.2 ROOF BEAMS LOADING
RB-1
Spans 1, 2, 3 & 4
mkN
WU
/ 22.86
4.9565.1956.72
15.4956.7
3
1
RB-1A
mkN
WU
/ 11.91
4.956974.20.1956.73
1
RB – 2
30
Span 1, 2, 3 & 4
/82.28956.425.4956.73
1mkNWU
RB – 3
Spans 1 & 2
/12.353.6956.425.4956.73
1mkNWU
Spans 3 & 4
/82.28956.425.4956.73
1mkNWU
RB- 4
Span 1
mkN
WU
/ 33.37
3.6956.42
44.033956.7
3
15.4956.7
3
1
Span 2
mkN
WU
/ 33.78
956.4326.112
15.4956.7
3
1
22.220.381.142
1kNPu
Span 3 & 4
mkN
WU
/21.85
6.232.1125.04.1956.45.4956.73
1
RB - 5
31
Span1
mkN
WU
/ 23.19
3.6956.45.4956.73
1
Span2
mkN
WU
/15.3
3.6956.4525.1956.73
1
22.220.381.142
1kNPu
RB- 6
Span 2
mkN
WU
/31.043
956.4956.4956.7156.15.4956.73
1
Spans 3 & 4
mkN
WU
/21.85
956.4956.45.4956.73
1
RB- 7
Span 3, 4 & 5
/82.28956.425.4956.73
1mkNWU
RB- 8
32
Span 1
/912.12956.425.1956.73
1mkNWU
55.6225.490.132
1kNPU
Span 2 & 3
/82.28956.425.4956.73
1mkNWU
Span 4
/12.353.6956.425.4956.73
1mkNWU
Span 5
/26.113.6956.4 mkNWU
RB- 8A
Span 1
/912.12956.425.1956.73
1mkNWU
55.6225.490.132
1kNPU
Span 2 & 3
33
/82.28956.425.4956.73
1mkNWU
Span 4
/12.353.6956.425.4956.73
1mkNWU
Span 5
mkN
WU
/ 24.77
3.6956.42
25.03525.1956.7
3
10.3956.7
3
1
RB- 9A
Span 1
mkN
WU
/ 13.89
956.4956.45.1956.73
1
28.315.49.132
1kNPu
RB- 9
Span 1 & 2
mkN
WU
/21.85
956.4956.45.4956.73
1
RB- 10
34
mkN
WU
/19.21
3.6956.40.3956.73
1
REB-1
Span 1, 2 & 3
mkN
WU
/13.90
956.49736.25.1956.73
1
REB- 2
mkN
WU
/14.81
3.697.22
25.03525.1956.7
3
1
4.3 ROOF BEAMS DESIGN
Detailed calculations can be seen on the beams design sheet.
4.4 PENT. ROOF BEAMS LOADING
35
Roof Slab Loading
msqkN ./7.956
0.16.2315.04.10.16.1
PRB-1
Spans 2 & 3
mkN
WU
/14.825
89.25.4956.73
1
PRB-2
Spans 2 & 3
mkN
WU
/ 25.01
89.22
44.033956.7
3
15.4956.7
3
1
PRB-3
Span 1 & 2
mkN
WU
/ 13.07
89.22
44.033956.7
3
1
PRB-4
mkN
WU
/ 10.85
89.20.3956.73
1
PRB-5
36
Span 1
/76.2689.225.4956.73
1mkNWU
Span 2
/80.1889.220.3956.73
1mkNWU
PRB-6
Span 1
mkN
WU
/14.825
89.25.4956.73
1
Span 2
mkN
WU
/10.85
89.20.3956.73
1
4.5 PENT. ROOF BEAMS DESIGN
Detailed calculations can be seen on the beams design sheet.
5.0 STAIR LOADINGS AND DESIGNS
37
Stair loading.
2/06.16
)0.16.2325.0(4.10.46.1
mkN
STAIR I DESIGN
Moment, Mu = 0.125 × 16.06 × (5.2)2
= 58.54 kNm
Considering per unit width of stairs
77.3)120(1000
1028.542
6
2
bd
MuK
ρ = 0.0217
As = 0.0217×1000×120 = 2604mm2
Use minimum reinforcement of R16@75 c/c as main reinforcement.
STAIR II (FLIGHT I) DESIGN
Moment, Mu = 0.125 × 16.06 × (3.325)2
= 22.19 kNm
Considering per unit width of stairs
54.1)120(1000
1019.222
6
2
bd
MuK
ρ = 0.0076
As = 0.0076×1000×120 = 912mm2
Use minimum reinforcement of R12@100 c/c as main reinforcement.
STAIR III (FLIGHT I) DESIGN
38
Moment, Mu = 0.125 × 16.06 × (5.1)2
= 52.21 kNm
Considering per unit width of stairs
63.3)120(1000
1021.522
6
2
bd
MuK
ρ = 0.0208
As = 0.0208×1000×120 = 2496mm2
Use minimum reinforcement of R16@100 c/c as main reinforcement.
All the other stairs were designed using the above procedure.
6.0 COLUMN LOADINGS AND DESIGNS
39
6.1 COLUMNS LOADNG
C1
kN
Wu
35.93363.15434.16534.16534.16534.16536.117
6.2365.24.04.04.1 5.425.312
15.425.31
2
1
6.236.34.04.04.1 5.449.322
15.449.32
2
1
6.236.34.04.04.1 5.449.322
15.449.32
2
1
6.236.34.04.04.1 5.449.322
15.449.32
2
1
6.236.34.04.04.1 5.449.322
15.449.32
2
1
6.236.34.04.04.15.485.212
15.485.21
2
1
C2
kN
Wu
02.277537.48655.50255.50255.50255.50245.278
6.2365.24.04.04.12 5.4485.522
125.4485.52
2
1
6.236.34.04.04.12 5.4724.532
125.4724.53
2
1
6.236.34.04.04.12 5.4724.532
125.4724.53
2
1
6.236.34.04.04.12 5.4724.532
125.4724.53
2
1
6.236.34.04.04.12 5.4724.532
125.4724.53
2
1
6.236.34.04.04.125.4824.282
125.4824.28
2
1
C3
40
kN
Wu
32.190921.3234.3374.33755.36455.36421.182
6.2365.24.04.04.169.21869.7725.05.449.522
1 5.425.31
2
15.451.41
2
1
6.236.34.04.04.169.21869.7725.05.472.532
1 5.449.32
2
15.411.43
2
1
6.236.34.04.04.169.21869.7725.05.472.532
1 5.449.32
2
15.411.43
2
1
6.236.34.04.04.183.3476.11575.15.472.532
1 5.449.32
2
15.464.43
2
1
6.236.34.04.04.183.3476.11575.15.472.532
1 5.449.32
2
15.464.43
2
1
6.236.34.04.04.15.4824.282
125.485.21
2
1
All the other columns loading were calculated using the above procedure.
6.2 COLUMNS DESIGN
41
C1- (max)
Column is considered to be subject to Axial Loads and Bending moments. The
equivalent direct Load system is used to convert the approximate column moments to
direct Loads.
ROOF LEVEL TO FOUR FLOOR LEVEL
Axial Load = kN36.117
Equivalent Direct Load = kN36.1173.2
kN928.269
From
Load axial Total N
entreinforcem verticalof areaA
area sectional-crossnet A Where
1Equation ----- 75.04.0
sc
c
yscccu fAAfN
From Equation 1
ntreinforcee noorminal Use,36.7493
5.1771330072
5.18710160000010928.269
25075.0400400254.010928.269
3
3
sc
sc
scsc
scsc
A
A
AA
AA
FOUR FLOOR TO THIRD FLOOR LEVEL.
Total Axial Load = kN7.282
Equivalent Direct Load = 7.2823.2
= kN21.650
From Equation 1
42
entreinforcem norminal Use,93.5350
5.177949790
5.1871016000001021.650
25075.0400400254.01021.650
3
3
sc
sc
sc
scsc
A
A
AscA
AA
THIRD FLOOR TO SECOND FLOOR LEVEL.
Total Axial Load =448.04kN
Equivalent Direct Load = kN49.103004.4483.2
From Equation 1
entreinforcem norminal Use,50.3208
5.177569510
5.1871016000001049.1030
25075.0400400254.01049.1030
3
3
sc
sc
scsc
scsc
A
A
AA
AA
SECOND FLOOR TO FIRST FLOOR LEVEL.
Total Axial Load =613.38kN
Equivalent Direct Load = 38.6133.2
= kN774.1410
From Equation 1
entreinforcem norminal Use,06.1066
5.177189226
5.1871016000001077.1410
25075.0400400254.01077.1410
3
3
sc
sc
scsc
scsc
A
A
AA
AA
FIRST FLOOR TO GROUND FLOOR LEVEL
43
Total Axial Load = kN72.778
Equivalent Direct Load = 72.7783.2
= kN056.1791
From Equation 1
entreinforcem 6R16 Use,37.1076
5.177191056
5.1871016000001006.1791
25075.0900300254.01006.1791
3
3
sc
sc
sc
scsc
A
A
AscA
AA
GROUND FLOOR LEVEL TO BASEMENT FLOOR LEVEL
Axial Load = kN35.933
Equivalent Direct Load = KN35.9338.1
kN03.1680
From Equation 1
ntreinforcee noorminal Use,87.450
5.17780030
5.1871016000001003.1680
25075.0400400254.01003.1680
3
3
sc
sc
scsc
scsc
A
A
AA
AA
All the other columns were designed using the above procedure.
7.0 FOOTINGS DESIGN
44
Detailed calculations can be seen from the footings design sheet.
REFERENCES
45
1. BS 8110-1, Structural Use of Concrete: Code of Practice for Design and
Construction.
2. BS 6399-1, Loadings for Buildings: Code of Practice for Dead and Imposed loads.
3. Reinforced Concrete Designer’s Handbook, Tenth Edition
By Charles E. Reynolds and James C. Steed man
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