STAAD.Pro Report
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Date:
09/01/2012
22:24:00
Ref:
Members
Member
Element
M22
M23
M24
M25
M26
M27
M28
M29
M30
M31
M32
M33
M34
M35
M36
M37
M38
M39
M40
M41
M42
M43
M44
M45
M46
M47
M48
M49
M50
M51
M52
M53
M78
M79
M80
M81
M82
M83
M84
M85
M86
324
323
321
320
318
317
315
314
313
312
311
310
309
308
307
306
305
304
303
302
301
300
299
298
297
296
295
294
293
292
288
287
262
261
260
259
258
257
256
255
254
06/04/2020
Node
A
138
132
137
131
136
130
135
129
123
134
128
122
133
127
121
143
142
141
140
139
137
136
135
134
133
131
130
129
128
127
122
121
114
108
102
113
107
101
112
106
100
Node
B
144
138
143
137
142
136
141
135
129
140
134
128
139
133
127
144
143
142
141
140
138
137
136
135
134
132
131
130
129
128
123
122
120
114
108
119
113
107
118
112
106
Property
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
Emt Length
(m)
6.000
7.000
6.000
7.000
6.000
7.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
5.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
O. Length
(m)
6.000
7.000
6.000
7.000
6.000
7.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
5.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
ca/ Document1
M87
M88
M89
M90
M91
M92
M93
M94
M95
M96
M97
M98
M99
M100
M101
M102
M103
M104
M105
M106
M107
M108
M109
M110
M111
M112
M113
M114
M115
M140
M141
M142
M143
M144
M145
M146
M147
M148
M149
M150
M151
M152
M153
M154
M155
M156
M157
M158
M159
M160
M161
M162
M163
M164
M165
M166
M167
M168
06/04/2020
253
252
251
250
249
248
247
246
245
244
243
242
241
240
239
238
237
236
235
234
233
232
231
230
229
228
227
226
225
200
199
198
197
196
195
194
193
192
191
190
189
188
187
186
185
184
183
182
181
180
179
178
177
176
175
174
173
172
111
105
99
110
104
98
109
103
97
119
118
117
116
115
113
112
111
110
109
107
106
105
104
103
101
100
99
98
97
90
84
78
89
83
77
88
82
76
87
81
75
86
80
74
85
79
73
95
94
93
92
91
89
88
87
86
85
83
117
111
105
116
110
104
115
109
103
120
119
118
117
116
114
113
112
111
110
108
107
106
105
104
102
101
100
99
98
96
90
84
95
89
83
94
88
82
93
87
81
92
86
80
91
85
79
96
95
94
93
92
90
89
88
87
86
84
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
M169
M170
M171
M172
M173
M174
M175
M176
M177
M226
M227
M228
M229
M230
M231
M232
M233
M234
M235
M236
M237
M238
M239
M240
M241
M242
M243
M244
M245
M246
M247
M248
M249
M250
M251
M252
M253
M254
M255
M256
M257
M258
M259
M260
M261
M262
M263
M264
M265
M266
M267
M268
M269
M270
M271
M272
M273
M274
06/04/2020
171
170
169
168
167
166
165
164
163
114
113
112
111
110
109
108
107
106
105
104
103
102
101
100
99
98
97
96
95
94
93
92
91
90
89
88
87
86
85
84
83
82
81
80
79
78
77
38
37
36
35
34
33
32
31
30
29
28
82
81
80
79
77
76
75
74
73
66
60
54
65
59
53
64
58
52
63
57
51
62
56
50
61
55
49
71
70
69
68
67
65
64
63
62
61
59
58
57
56
55
53
52
51
50
49
18
12
6
17
11
5
16
10
4
15
9
83
82
81
80
78
77
76
75
74
72
66
60
71
65
59
70
64
58
69
63
57
68
62
56
67
61
55
72
71
70
69
68
66
65
64
63
62
60
59
58
57
56
54
53
52
51
50
24
18
12
23
17
11
22
16
10
21
15
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
6.000
7.000
M275
M276
M277
M278
M279
M280
M281
M282
M283
M284
M285
M286
M287
M288
M289
M290
M291
M292
M293
M294
M295
M296
M297
M298
M299
M300
M301
27
26
25
24
23
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
3
14
8
2
13
7
1
23
22
21
20
19
17
16
15
14
13
11
10
9
8
7
5
4
3
2
1
9
20
14
8
19
13
7
24
23
22
21
20
18
17
16
15
14
12
11
10
9
8
6
5
4
3
2
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
300 x 449
5.000
6.000
7.000
5.000
6.000
7.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
5.000
6.000
7.000
5.000
6.000
7.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
4.000
6.000
5.500
5.000
5.000
Member 22 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
4
31
Bar Length
(mm)
1800
5825
1425
Shape
code
12
00
51
A
(mm)
240
B
(mm)
C
(mm)
390
240
115
Shape
code
12
00
00
51
A
(mm)
240
B
(mm)
C
(mm)
390
240
115
Shape
code
12
A
(mm)
240
B
(mm)
C
(mm)
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
Member 23 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
2
37
Bar Length
(mm)
1975
6650
4325
1425
Member 24 - Scheduled Bars
Bar
Mark
01
Type and
size
T12
06/04/2020
No. of
bars
8
Bar Length
(mm)
1800
02
03
04
05
T12
T20
T20
R8
2
2
1
31
1300
5825
3825
1425
12
00
00
51
240
390
240
115
Shape
code
12
12
00
00
00
12
51
A
(mm)
1740
775
B
(mm)
C
(mm)
240
115
Shape
code
12
12
12
00
00
12
51
A
(mm)
235
235
235
B
(mm)
C
(mm)
240
115
Shape
code
12
21
00
00
00
12
51
A
(mm)
770
7340
B
(mm)
C
(mm)
240
115
Shape
code
12
12
12
A
(mm)
235
235
235
B
(mm)
C
(mm)
Member 25 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
07
Type and
size
T20
T20
T20
T20
T20
T20
R8
No. of
bars
4
1
2
2
1
1
47
Bar Length
(mm)
1950
975
6650
5475
3150
1350
1425
1155
390
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
Member 26 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
07
Type and
size
T16
T16
T16
T16
T16
T16
R8
No. of
bars
4
2
2
2
2
2
31
Bar Length
(mm)
1800
1300
2300
5325
4325
1000
1425
235
390
Member 27 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
07
Type and
size
T32
T32
T32
T32
T32
T32
R8
No. of
bars
4
2
2
4
2
2
206
Bar Length
(mm)
1075
7950
6650
5425
3725
1475
1425
1150
390
Member 28 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T16
T16
T16
06/04/2020
No. of
bars
4
2
2
Bar Length
(mm)
1800
1300
2300
04
05
06
07
T16
T16
T16
R8
2
2
2
31
5325
4325
1000
1425
00
00
12
51
235
390
240
115
B
(mm)
C
(mm)
240
115
B
(mm)
C
(mm)
240
115
Member 29 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
07
Type and
size
T32
T32
T32
T32
T32
T32
R8
No. of
bars
5
2
2
4
1
1
206
Bar Length
(mm)
1075
7950
6650
5425
3150
1475
1425
Shape
code
12
21
00
00
00
12
51
A
(mm)
770
7340
Shape
code
12
00
12
51
A
(mm)
1405
Shape
code
12
12
00
00
00
51
A
(mm)
240
240
B
(mm)
C
(mm)
390
240
115
Shape
code
12
12
00
00
00
51
A
(mm)
1740
1155
B
(mm)
C
(mm)
390
240
115
1150
390
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
Member 30 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T20
T12
T20
R8
No. of
bars
3
3
2
26
Bar Length
(mm)
1600
3325
3700
1425
3490
390
Member 31 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T12
T12
T16
T16
T16
R8
No. of
bars
2
8
2
2
1
31
Bar Length
(mm)
1300
1800
5825
4825
2825
1425
Member 32 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T20
T20
T20
T20
T20
R8
06/04/2020
No. of
bars
4
2
2
2
1
47
Bar Length
(mm)
1950
1350
6650
5475
3150
1425
Member 33 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T12
T12
T12
T12
T12
R8
No. of
bars
4
4
1
4
1
26
Bar Length
(mm)
1650
4575
2075
2050
1000
1425
Shape
code
12
00
00
12
12
51
A
(mm)
240
B
(mm)
C
(mm)
240
115
Shape
code
12
00
00
51
A
(mm)
240
B
(mm)
C
(mm)
390
240
115
Shape
code
12
00
00
51
A
(mm)
240
B
(mm)
C
(mm)
390
240
115
Shape
code
12
00
12
51
A
(mm)
240
B
(mm)
C
(mm)
240
115
Shape
code
12
00
A
(mm)
240
B
(mm)
C
(mm)
240
240
390
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
Member 34 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
31
Bar Length
(mm)
1800
5825
2325
1425
Member 35 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T16
T16
R8
No. of
bars
8
2
2
37
Bar Length
(mm)
1975
6650
5475
1425
Member 36 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
3
3
3
26
Bar Length
(mm)
1650
4575
2050
1425
240
390
Member 37 - Scheduled Bars
Bar
Mark
01
02
Type and
size
T12
T12
06/04/2020
No. of
bars
3
3
Bar Length
(mm)
1800
3825
03
04
T12
R8
3
20
1475
1425
12
51
240
390
240
115
Member 38 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
6
4
1
31
Bar Length
(mm)
1800
5825
2825
1425
Shape
code
12
00
00
51
A
(mm)
240
B
(mm)
C
(mm)
390
240
115
Shape
code
12
00
51
A
(mm)
240
B
(mm)
C
(mm)
390
240
115
Shape
code
12
00
51
A
(mm)
240
B
(mm)
C
(mm)
390
240
115
Shape
code
12
00
51
A
(mm)
240
B
(mm)
C
(mm)
390
240
115
Shape
code
12
00
12
51
A
(mm)
240
B
(mm)
C
(mm)
240
115
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
D
(mm)
E/R
(mm)
Member 39 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
4
29
Bar Length
(mm)
1725
5400
1425
Member 40 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
3
26
Bar Length
(mm)
1650
5000
1425
Member 41 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
3
26
Bar Length
(mm)
1650
5000
1425
Member 42 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
06/04/2020
No. of
bars
3
3
3
20
Bar Length
(mm)
1800
4150
1475
1425
240
390
Member 43 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T20
T20
T16
R8
No. of
bars
4
2
2
1
2
31
Bar Length
(mm)
1800
2300
5825
3825
1300
1425
Shape
code
12
12
00
00
12
51
A
(mm)
235
235
Bar Length
(mm)
1250
1000
1700
5400
3550
2650
1425
Shape
code
12
12
12
00
00
00
51
A
(mm)
235
235
235
Bar Length
(mm)
1625
1000
4575
2050
1425
Shape
code
12
12
00
12
51
A
(mm)
235
235
Bar Length
(mm)
1650
4975
3725
1425
Shape
code
12
00
00
51
A
(mm)
240
Bar Length
(mm)
Shape
code
A
(mm)
235
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 44 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
07
Type and
size
T16
T16
T16
T32
T32
T16
R8
No. of
bars
4
4
4
2
1
2
87
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 45 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T16
T16
T12
T16
R8
No. of
bars
3
1
4
2
26
235
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 46 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T16
T16
R8
No. of
bars
6
2
1
26
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 47 - Scheduled Bars
Bar
Mark
06/04/2020
Type and
size
No. of
bars
B
(mm)
C
(mm)
D
(mm
01
02
03
04
T12
T12
T12
R8
3
3
3
20
1475
4150
1800
1425
12
00
12
51
240
240
390
240
115
Member 48 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T12
T12
R8
No. of
bars
4
1
4
4
31
Bar Length
(mm)
2300
1000
5325
1800
1425
Shape
code
12
12
00
12
51
A
(mm)
240
240
Bar Length
(mm)
1700
1225
5400
3550
975
1425
Shape
code
12
12
00
00
12
51
A
(mm)
1490
1030
Bar Length
(mm)
1650
4575
2050
1000
1425
Shape
code
12
00
12
12
51
A
(mm)
240
Bar Length
(mm)
1650
4975
3725
1425
Shape
code
12
00
00
51
A
(mm)
240
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 49 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T20
T20
T25
T25
T20
R8
No. of
bars
4
1
2
2
1
57
775
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 50 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T12
T12
R8
No. of
bars
4
4
4
1
26
240
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 51 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T16
T16
R8
No. of
bars
6
2
1
26
Member 52 - Scheduled Bars
06/04/2020
390
B
(mm)
240
C
(mm)
115
D
(mm
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
3
26
Bar Length
(mm)
1650
5000
1425
Shape
code
12
00
51
A
(mm)
240
Bar Length
(mm)
1650
5300
1425
Shape
code
12
12
51
A
(mm)
240
5160
390
B
(mm)
Bar Length
(mm)
1800
1000
5825
3825
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
B
(mm)
Bar Length
(mm)
1400
1975
6650
5475
3150
1425
Shape
code
12
12
00
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1650
5300
1650
1425
Shape
code
12
12
00
51
A
(mm)
240
5160
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 53 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
3
26
240
C
(mm)
D
(mm
115
Member 78 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T12
T12
R8
No. of
bars
8
1
4
2
31
390
240
C
(mm)
D
(mm
115
Member 79 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T12
T12
T16
T16
T16
R8
No. of
bars
4
8
2
2
1
37
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 80 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
26
Member 81 - Scheduled Bars
06/04/2020
390
B
(mm)
240
C
(mm)
115
D
(mm
Bar
Mark
01
02
03
04
05
06
Type and
size
T20
T20
T20
T20
T20
R8
No. of
bars
4
1
2
2
1
45
Bar Length
(mm)
1775
1275
5825
4825
975
1425
Shape
code
12
12
00
00
12
51
A
(mm)
1575
1075
Bar Length
(mm)
1950
1375
6650
3150
1425
Shape
code
12
12
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1650
4975
4150
1000
1425
Shape
code
12
00
00
12
51
A
(mm)
240
Bar Length
(mm)
1300
1800
5800
3800
1425
Shape
code
12
12
00
00
51
A
(mm)
235
235
Bar Length
(mm)
2000
1400
6650
4300
Shape
code
12
12
00
00
A
(mm)
1740
1155
775
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 82 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T16
T16
T32
T32
R8
No. of
bars
8
4
2
1
69
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 83 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T16
T16
T12
R8
No. of
bars
8
2
2
1
28
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 84 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T16
T16
T25
T25
R8
No. of
bars
4
4
2
1
49
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 85 - Scheduled Bars
Bar
Mark
01
02
03
04
06/04/2020
Type and
size
T25
T25
T32
T32
No. of
bars
4
2
2
1
B
(mm)
C
(mm)
D
(mm
05
06
T25
R8
2
73
1975
1425
00
51
390
240
115
Member 86 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T16
T16
T12
R8
No. of
bars
8
2
2
1
31
Bar Length
(mm)
1650
4975
4150
1000
1425
Shape
code
12
00
00
12
51
A
(mm)
240
Bar Length
(mm)
1300
1800
5800
3800
1425
Shape
code
12
12
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1350
1950
6650
4300
1975
1425
Shape
code
12
12
00
00
00
51
A
(mm)
1155
1740
Bar Length
(mm)
1650
1000
4975
4150
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 87 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T16
T16
T25
T25
R8
No. of
bars
4
4
2
1
49
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 88 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T20
T20
T32
T32
T20
R8
No. of
bars
4
4
2
1
2
73
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 89 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T16
T16
R8
No. of
bars
8
2
2
2
31
Member 90 - Scheduled Bars
06/04/2020
390
B
(mm)
240
C
(mm)
115
D
(mm
Bar
Mark
01
02
03
04
05
06
Type and
size
T20
T20
T25
T25
T20
R8
No. of
bars
4
1
2
1
1
49
Bar Length
(mm)
1775
1275
5800
3800
975
1425
Shape
code
12
12
00
00
12
51
A
(mm)
1575
1075
Bar Length
(mm)
1950
1375
6650
3150
1975
1425
Shape
code
12
12
00
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1625
1000
4975
3725
1200
1425
Shape
code
12
12
00
00
12
51
A
(mm)
235
235
Bar Length
(mm)
1800
1000
5825
4825
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1375
1950
6650
Shape
code
12
12
00
A
(mm)
235
235
775
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 91 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T32
T32
T16
R8
No. of
bars
8
4
2
1
2
73
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 92 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T16
T16
T16
R8
No. of
bars
4
1
2
2
1
28
235
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 93 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T16
T16
R8
No. of
bars
8
1
2
2
31
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 94 - Scheduled Bars
Bar
Mark
01
02
03
06/04/2020
Type and
size
T16
T16
T16
No. of
bars
4
4
2
B
(mm)
C
(mm)
D
(mm
04
05
06
T16
T16
R8
2
2
42
5475
4325
1425
00
00
51
390
240
115
Member 95 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
8
4
26
Bar Length
(mm)
1650
5000
1425
Shape
code
12
00
51
A
(mm)
240
Bar Length
(mm)
1475
4150
1425
Shape
code
12
00
51
A
(mm)
240
Bar Length
(mm)
1800
1000
5825
4825
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1725
5400
2650
1425
Shape
code
12
00
00
51
A
(mm)
240
Bar Length
(mm)
1650
5000
1425
Shape
code
12
00
51
A
(mm)
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 96 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
3
20
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 97 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T16
T16
R8
No. of
bars
8
1
2
2
31
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 98 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
29
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 99 - Scheduled Bars
Bar
Mark
01
02
03
06/04/2020
Type and
size
T12
T12
R8
No. of
bars
6
4
26
390
B
(mm)
240
C
(mm)
115
D
(mm
Member 100 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
6
4
1
26
Bar Length
(mm)
1650
5000
1650
1425
Shape
code
12
00
00
51
A
(mm)
240
Bar Length
(mm)
1475
4150
1425
Shape
code
12
00
51
A
(mm)
240
Bar Length
(mm)
1300
1800
5800
3800
1425
Shape
code
12
12
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1275
1725
5400
4475
2650
1425
Shape
code
12
12
00
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1650
1000
4975
Shape
code
12
12
00
A
(mm)
240
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 101 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
4
20
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 102 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T16
T16
T25
T25
R8
No. of
bars
4
4
2
1
51
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 103 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T12
T12
T16
T16
T16
R8
No. of
bars
4
8
2
2
1
38
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 104 - Scheduled Bars
Bar
Mark
01
02
03
06/04/2020
Type and
size
T12
T12
T16
No. of
bars
8
2
2
B
(mm)
C
(mm)
D
(mm
04
05
T16
R8
2
31
4150
1425
00
51
390
240
115
Member 105 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T16
T16
R8
No. of
bars
8
1
2
2
32
Bar Length
(mm)
1650
1000
4975
4150
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1475
4150
1425
Shape
code
12
00
51
A
(mm)
240
Bar Length
(mm)
1300
1800
5800
3800
1425
Shape
code
12
12
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1250
1700
5400
4475
2650
1425
Shape
code
12
12
00
00
00
51
A
(mm)
235
235
Bar Length
(mm)
Shape
code
A
(mm)
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 106 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
4
20
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 107 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T16
T16
T25
T25
R8
No. of
bars
4
4
2
1
49
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 108 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T16
T16
T16
R8
No. of
bars
4
4
2
2
1
38
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 109 - Scheduled Bars
Bar
Mark
06/04/2020
Type and
size
No. of
bars
B
(mm)
C
(mm)
D
(mm
01
02
03
04
05
T12
T12
T16
T16
R8
8
2
2
2
31
1650
1000
4975
4150
1425
12
12
00
00
51
240
240
390
240
115
Member 110 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T16
T16
R8
No. of
bars
8
2
2
32
Bar Length
(mm)
1650
4975
4150
1425
Shape
code
12
00
00
51
A
(mm)
240
Bar Length
(mm)
1800
3825
1475
1425
Shape
code
12
00
12
51
A
(mm)
240
Bar Length
(mm)
1800
1000
5825
4825
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1725
5400
2650
1425
Shape
code
12
00
00
51
A
(mm)
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 111 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
3
3
3
20
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 112 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T16
T16
R8
No. of
bars
8
1
2
2
31
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 113 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
29
Member 114 - Scheduled Bars
06/04/2020
390
B
(mm)
240
C
(mm)
115
D
(mm
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
8
4
26
Bar Length
(mm)
1650
5000
1425
Shape
code
12
00
51
A
(mm)
240
Bar Length
(mm)
1650
5000
1650
1425
Shape
code
12
00
00
51
A
(mm)
240
Bar Length
(mm)
1800
1000
5825
3825
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1400
1975
6650
5475
3150
1425
Shape
code
12
12
00
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1650
5000
1425
Shape
code
12
00
51
A
(mm)
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 115 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
6
4
1
26
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 140 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T12
T12
R8
No. of
bars
8
1
4
2
31
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 141 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T12
T12
T16
T16
T16
R8
No. of
bars
4
8
2
2
1
37
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 142 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
8
4
26
Member 143 - Scheduled Bars
06/04/2020
390
B
(mm)
240
C
(mm)
115
D
(mm
Bar
Mark
01
02
03
04
05
06
Type and
size
T20
T20
T20
T20
T20
R8
No. of
bars
4
1
2
2
1
45
Bar Length
(mm)
1775
1275
5825
4825
975
1425
Shape
code
12
12
00
00
12
51
A
(mm)
1575
1075
Bar Length
(mm)
1950
1375
6650
3150
1425
Shape
code
12
12
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1625
1000
4975
3725
1200
1425
Shape
code
12
12
00
00
12
51
A
(mm)
235
235
Bar Length
(mm)
1775
1275
5800
3800
1425
Shape
code
12
12
00
00
51
A
(mm)
1575
1075
Bar Length
(mm)
1350
1950
6650
4300
Shape
code
12
12
00
00
A
(mm)
1155
1740
775
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 144 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T16
T16
T32
T32
R8
No. of
bars
8
4
2
1
73
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 145 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T16
T16
T16
R8
No. of
bars
4
1
2
2
1
28
235
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 146 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T20
T20
T25
T25
R8
No. of
bars
4
2
2
1
49
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 147 - Scheduled Bars
Bar
Mark
01
02
03
04
06/04/2020
Type and
size
T20
T20
T32
T32
No. of
bars
4
4
2
1
B
(mm)
C
(mm)
D
(mm
05
06
T20
R8
2
73
3150
1425
00
51
390
240
115
Member 148 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T16
T16
R8
No. of
bars
8
2
2
2
28
Bar Length
(mm)
1650
1000
4975
3725
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1775
1275
5800
3800
975
1425
Shape
code
12
12
00
00
12
51
A
(mm)
1575
1075
Bar Length
(mm)
1950
1375
6650
4300
1975
1425
Shape
code
12
12
00
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1650
4975
3725
1000
1425
Shape
code
12
00
00
12
51
A
(mm)
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 149 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T20
T20
T25
T25
T20
R8
No. of
bars
4
1
2
1
1
49
775
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 150 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T32
T32
T16
R8
No. of
bars
8
4
2
1
2
73
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 151 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T16
T16
T12
R8
No. of
bars
8
2
2
1
31
Member 152 - Scheduled Bars
06/04/2020
240
390
B
(mm)
240
C
(mm)
115
D
(mm
Bar
Mark
01
02
03
04
05
06
Type and
size
T20
T20
T25
T25
T20
R8
No. of
bars
4
1
2
1
1
49
Bar Length
(mm)
1775
1275
5800
3800
975
1425
Shape
code
12
12
00
00
12
51
A
(mm)
1575
1075
Bar Length
(mm)
1950
1375
6650
3150
1975
1425
Shape
code
12
12
00
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1625
1000
4975
3725
1200
1425
Shape
code
12
12
00
00
12
51
A
(mm)
235
235
Bar Length
(mm)
1800
1000
5825
4825
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1375
1950
Shape
code
12
12
A
(mm)
235
235
775
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 153 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T32
T32
T16
R8
No. of
bars
8
4
2
1
2
73
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 154 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T16
T16
T16
R8
No. of
bars
4
1
2
2
1
28
235
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 155 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T16
T16
R8
No. of
bars
8
1
2
2
31
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 156 - Scheduled Bars
Bar
Mark
01
02
06/04/2020
Type and
size
T16
T16
No. of
bars
4
4
B
(mm)
C
(mm)
D
(mm
03
04
05
06
T16
T16
T16
R8
2
2
2
42
6650
5475
4325
1425
00
00
00
51
390
240
115
Member 157 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
8
4
26
Bar Length
(mm)
1650
5000
1425
Shape
code
12
00
51
A
(mm)
240
Bar Length
(mm)
1475
4150
1425
Shape
code
12
00
51
A
(mm)
240
Bar Length
(mm)
1800
1000
5825
4825
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1725
5400
2650
1425
Shape
code
12
00
00
51
A
(mm)
240
Bar Length
(mm)
1650
5000
Shape
code
12
00
A
(mm)
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 158 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
3
20
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 159 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T16
T16
R8
No. of
bars
8
1
2
2
31
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 160 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
29
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 161 - Scheduled Bars
Bar
Mark
01
02
06/04/2020
Type and
size
T12
T12
No. of
bars
6
4
B
(mm)
C
(mm)
D
(mm
03
R8
26
1425
51
390
240
115
Member 162 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
6
4
1
26
Bar Length
(mm)
1650
5000
1650
1425
Shape
code
12
00
00
51
A
(mm)
240
Bar Length
(mm)
1475
4150
1425
Shape
code
12
00
51
A
(mm)
240
Bar Length
(mm)
1775
1275
5800
3800
1425
Shape
code
12
12
00
00
51
A
(mm)
1575
1075
Bar Length
(mm)
1000
1725
5400
4475
2650
1275
1425
Shape
code
12
12
00
00
00
12
51
A
(mm)
240
240
Bar Length
(mm)
1650
Shape
code
12
A
(mm)
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 163 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
4
20
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 164 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T20
T20
T25
T25
R8
No. of
bars
4
2
2
1
49
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 165 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
07
Type and
size
T12
T12
T16
T16
T16
T12
R8
No. of
bars
2
8
2
2
1
2
38
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 166 - Scheduled Bars
Bar
Mark
01
06/04/2020
Type and
size
T12
No. of
bars
8
B
(mm)
C
(mm)
D
(mm
02
03
04
05
T12
T16
T16
R8
2
2
2
31
1000
4975
4150
1425
12
00
00
51
240
390
240
115
Member 167 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T16
T16
T12
R8
No. of
bars
8
2
2
1
32
Bar Length
(mm)
1650
4975
4150
1000
1425
Shape
code
12
00
00
12
51
A
(mm)
240
Bar Length
(mm)
1475
4150
1425
Shape
code
12
00
51
A
(mm)
240
Bar Length
(mm)
1775
1275
5800
3800
1425
Shape
code
12
12
00
00
51
A
(mm)
1575
1075
Bar Length
(mm)
1000
1725
5400
4475
2650
1275
1425
Shape
code
12
12
00
00
00
12
51
A
(mm)
240
240
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 168 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
4
20
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 169 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T20
T20
T25
T25
R8
No. of
bars
4
2
2
1
49
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 170 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
07
Type and
size
T12
T12
T16
T16
T16
T12
R8
No. of
bars
2
8
2
2
1
2
38
Member 171 - Scheduled Bars
06/04/2020
240
390
B
(mm)
240
C
(mm)
115
D
(mm
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T16
T16
R8
No. of
bars
8
2
2
2
31
Bar Length
(mm)
1650
1000
4975
4150
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1650
4975
4150
1000
1425
Shape
code
12
00
00
12
51
A
(mm)
240
Bar Length
(mm)
1475
4150
1425
Shape
code
12
00
51
A
(mm)
240
Bar Length
(mm)
1800
1000
5825
4825
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1725
5400
2650
1425
Shape
code
12
00
00
51
A
(mm)
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 172 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T16
T16
T12
R8
No. of
bars
8
2
2
1
32
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 173 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
3
20
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 174 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T16
T16
R8
No. of
bars
8
1
2
2
31
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 175 - Scheduled Bars
Bar
Mark
01
02
03
04
06/04/2020
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
29
390
B
(mm)
240
C
(mm)
115
D
(mm
Member 176 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
4
26
Bar Length
(mm)
1650
5000
1425
Shape
code
12
00
51
A
(mm)
240
Bar Length
(mm)
1650
5000
1650
1425
Shape
code
12
00
00
51
A
(mm)
240
Bar Length
(mm)
1800
1000
5825
4825
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1375
1950
6650
5475
4325
1425
Shape
code
12
12
00
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1650
5000
2075
1425
Shape
code
12
00
00
51
A
(mm)
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 177 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
6
4
1
26
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 226 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T16
T16
R8
No. of
bars
8
1
2
2
31
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 227 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T16
T16
T16
R8
No. of
bars
4
4
2
2
2
42
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 228 - Scheduled Bars
Bar
Mark
01
02
03
04
06/04/2020
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
26
390
B
(mm)
240
C
(mm)
115
D
(mm
Member 229 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T25
T25
T16
R8
No. of
bars
2
6
2
1
2
55
Bar Length
(mm)
1000
1800
5800
3800
1300
1425
Shape
code
12
12
00
00
12
51
A
(mm)
235
235
Bar Length
(mm)
2000
1400
6650
4300
3150
1425
Shape
code
12
12
00
00
00
51
A
(mm)
1740
1155
Bar Length
(mm)
1000
1625
4975
3725
1200
1425
Shape
code
12
12
00
00
12
51
A
(mm)
235
235
Bar Length
(mm)
1000
1800
5825
4825
2825
1300
1425
Shape
code
12
12
00
00
00
12
51
A
(mm)
235
235
235
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 230 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T25
T25
T32
T32
T25
R8
No. of
bars
4
2
2
1
2
81
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 231 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T16
T16
T16
R8
No. of
bars
2
4
2
2
2
34
235
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 232 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
07
Type and
size
T16
T16
T20
T20
T20
T16
R8
No. of
bars
2
6
2
2
1
2
61
Member 233 - Scheduled Bars
06/04/2020
235
390
B
(mm)
240
C
(mm)
115
D
(mm
Bar
Mark
01
02
03
04
05
06
07
Type and
size
T20
T20
T20
T32
T32
T20
R8
No. of
bars
2
4
4
2
2
2
81
Bar Length
(mm)
975
1350
1950
6650
4300
3150
1425
Shape
code
12
12
12
00
00
00
51
A
(mm)
775
1155
1740
Bar Length
(mm)
1000
1625
4975
3325
1200
1425
Shape
code
12
12
00
00
12
51
A
(mm)
235
235
Bar Length
(mm)
1000
1800
5825
4825
2825
1300
1425
Shape
code
12
12
00
00
00
12
51
A
(mm)
235
235
Bar Length
(mm)
2000
1400
6625
3150
1425
Shape
code
12
12
00
00
51
A
(mm)
1740
1155
Bar Length
(mm)
Shape
code
A
(mm)
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 234 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T20
T20
T16
R8
No. of
bars
2
4
2
1
2
34
235
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 235 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
07
Type and
size
T16
T16
T20
T20
T20
T16
R8
No. of
bars
2
6
2
2
1
2
58
235
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 236 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T25
T25
T40
T25
R8
No. of
bars
4
2
2
2
81
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 237 - Scheduled Bars
Bar
Mark
06/04/2020
Type and
size
No. of
bars
B
(mm)
C
(mm)
D
(mm
01
02
03
04
05
06
T16
T16
T20
T20
T16
R8
2
4
2
1
2
34
1000
1625
4975
3325
1200
1425
12
12
00
00
12
51
235
235
235
390
240
115
Member 238 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
07
Type and
size
T16
T16
T20
T20
T20
T16
R8
No. of
bars
2
6
2
2
1
2
58
Bar Length
(mm)
1000
1800
5825
4825
2825
1300
1425
Shape
code
12
12
00
00
00
12
51
A
(mm)
235
235
Bar Length
(mm)
2000
1400
6650
4300
3150
1425
Shape
code
12
12
00
00
00
51
A
(mm)
1740
1155
Bar Length
(mm)
1000
1625
4975
3325
1425
Shape
code
12
12
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1800
1300
5825
3825
Shape
code
12
12
00
00
A
(mm)
240
240
235
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 239 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T25
T25
T32
T32
T25
R8
No. of
bars
4
2
2
1
2
81
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 240 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T16
T16
T20
T20
R8
No. of
bars
2
6
2
1
35
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 241 - Scheduled Bars
Bar
Mark
01
02
03
04
06/04/2020
Type and
size
T12
T12
T20
T20
No. of
bars
8
2
2
1
B
(mm)
C
(mm)
D
(mm
05
R8
31
1425
51
390
240
115
Member 242 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T16
T16
T20
T20
R8
No. of
bars
4
4
2
2
47
Bar Length
(mm)
1375
1950
6650
5475
1425
Shape
code
12
12
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1650
5000
2075
1425
Shape
code
12
00
00
51
A
(mm)
240
Bar Length
(mm)
1800
4150
1475
1425
Shape
code
12
00
12
51
A
(mm)
240
Bar Length
(mm)
1800
1000
5825
3825
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1725
5400
Shape
code
12
00
A
(mm)
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 243 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
26
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 244 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
3
3
3
20
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 245 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T20
T20
R8
No. of
bars
8
2
2
1
31
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 246 - Scheduled Bars
Bar
Mark
01
02
06/04/2020
Type and
size
T12
T12
No. of
bars
8
4
B
(mm)
C
(mm)
D
(mm
03
04
05
T12
T12
R8
2
1
29
3575
1000
1425
00
12
51
240
390
240
115
Member 247 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
26
Bar Length
(mm)
1650
5000
1650
1425
Shape
code
12
00
00
51
A
(mm)
240
Bar Length
(mm)
1650
5000
2500
1425
Shape
code
12
00
00
51
A
(mm)
240
Bar Length
(mm)
1800
4150
1475
1425
Shape
code
12
00
12
51
A
(mm)
240
Bar Length
(mm)
1800
1300
1000
5800
3800
1425
Shape
code
12
12
12
00
00
51
A
(mm)
235
235
235
Bar Length
(mm)
Shape
code
A
(mm)
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 248 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
6
4
1
26
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 249 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
4
4
4
20
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 250 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T16
T25
T25
R8
No. of
bars
4
4
2
2
2
58
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 251 - Scheduled Bars
Bar
Mark
06/04/2020
Type and
size
No. of
bars
B
(mm)
C
(mm)
D
(mm
01
02
03
04
05
06
T16
T16
T16
T16
T16
R8
4
4
2
2
2
45
1250
1700
5400
4475
3575
1425
12
12
00
00
00
51
235
235
390
240
115
Member 252 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T16
T16
T20
T20
R8
No. of
bars
4
2
2
1
34
Bar Length
(mm)
1625
1200
4975
3325
1425
Shape
code
12
12
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1650
1000
4975
3325
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1800
4150
1475
1425
Shape
code
12
00
12
51
A
(mm)
240
Bar Length
(mm)
1800
1300
1000
5825
4825
2825
1425
Shape
code
12
12
12
00
00
00
51
A
(mm)
235
235
235
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 253 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T20
T20
R8
No. of
bars
8
2
2
1
34
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 254 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
4
4
4
20
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 255 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
07
06/04/2020
Type and
size
T16
T16
T16
T20
T20
T20
R8
No. of
bars
4
4
2
2
2
1
58
390
B
(mm)
240
C
(mm)
115
D
(mm
Member 256 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T16
T16
T16
R8
No. of
bars
4
4
2
2
2
45
Bar Length
(mm)
1250
1700
5400
4475
3575
1425
Shape
code
12
12
00
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1625
1200
4975
3325
1425
Shape
code
12
12
00
00
51
A
(mm)
235
235
Bar Length
(mm)
1650
1000
4975
3325
1425
Shape
code
12
12
00
00
51
A
(mm)
240
240
Bar Length
(mm)
1800
4150
1475
1425
Shape
code
12
00
12
51
A
(mm)
240
Bar Length
(mm)
1800
1000
Shape
code
12
12
A
(mm)
240
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 257 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T16
T16
T20
T20
R8
No. of
bars
4
2
2
1
34
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 258 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T20
T20
R8
No. of
bars
8
2
2
1
34
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 259 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
3
3
3
20
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 260 - Scheduled Bars
Bar
Mark
01
02
06/04/2020
Type and
size
T12
T12
No. of
bars
8
2
B
(mm)
C
(mm)
D
(mm
03
04
05
T20
T20
R8
2
1
31
5825
3825
1425
00
00
51
390
240
115
Member 261 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T12
T12
R8
No. of
bars
8
4
2
1
29
Bar Length
(mm)
1725
5400
3575
1000
1425
Shape
code
12
00
00
12
51
A
(mm)
240
Bar Length
(mm)
1650
5000
1650
1425
Shape
code
12
00
00
51
A
(mm)
240
Bar Length
(mm)
1650
5000
2500
1425
Shape
code
12
00
00
51
A
(mm)
240
Bar Length
(mm)
1825
6325
2325
1325
1400
Shape
code
00
00
00
00
51
A
(mm)
Bar Length
(mm)
Shape
code
A
(mm)
240
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 262 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
26
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 263 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
26
390
B
(mm)
240
C
(mm)
D
(mm
115
Member 264 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T12
T12
R8
No. of
bars
4
4
1
4
34
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 265 - Scheduled Bars
Bar
Mark
06/04/2020
Type and
size
No. of
bars
B
(mm)
C
(mm)
D
(mm
01
02
03
04
T12
T12
T12
R8
8
4
2
40
2000
6650
4325
1400
00
00
00
51
385
240
115
Member 266 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
3
3
3
28
Bar Length
(mm)
1250
5000
2075
1400
Shape
code
00
00
00
51
A
(mm)
Bar Length
(mm)
1825
6325
5325
3325
1325
1400
Shape
code
00
00
00
00
00
51
A
(mm)
Bar Length
(mm)
1400
1975
6650
5475
3150
1400
Shape
code
00
00
00
00
00
51
A
(mm)
Bar Length
(mm)
5000
1250
2900
2075
1400
Shape
code
00
00
00
00
51
A
(mm)
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 267 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T16
T16
T16
T16
T16
R8
No. of
bars
4
2
2
1
2
36
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 268 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T20
T20
T20
T20
T20
R8
No. of
bars
2
4
2
2
1
51
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 269 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06/04/2020
Type and
size
T12
T12
T12
T12
R8
No. of
bars
4
6
1
4
28
385
B
(mm)
240
C
(mm)
115
D
(mm
Member 270 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T20
T20
T16
T16
T16
R8
No. of
bars
3
2
2
2
2
36
Bar Length
(mm)
1325
1825
6325
5325
3325
1400
Shape
code
00
00
00
00
00
51
A
(mm)
Bar Length
(mm)
1400
1975
6650
4300
1400
Shape
code
00
00
00
00
51
A
(mm)
Bar Length
(mm)
5000
1250
2900
2075
1400
Shape
code
00
00
00
00
51
A
(mm)
Bar Length
(mm)
1325
1825
6325
5325
3325
1400
Shape
code
00
00
00
00
00
51
A
(mm)
Bar Length
(mm)
1400
1975
Shape
code
00
00
A
(mm)
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 271 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T16
T16
T25
T25
R8
No. of
bars
6
4
2
2
57
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 272 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T12
T12
R8
No. of
bars
4
6
1
4
28
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 273 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T20
T20
T16
T16
T16
R8
No. of
bars
3
2
2
2
2
36
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 274 - Scheduled Bars
Bar
Mark
01
02
06/04/2020
Type and
size
T20
T20
No. of
bars
2
4
B
(mm)
C
(mm)
D
(mm
03
04
05
T25
T25
R8
2
2
57
6650
4300
1400
00
00
51
385
240
115
Member 275 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T12
T12
R8
No. of
bars
4
6
1
4
28
Bar Length
(mm)
5000
1250
2900
2075
1400
Shape
code
00
00
00
00
51
A
(mm)
Bar Length
(mm)
1325
1825
6325
5325
3325
1400
Shape
code
00
00
00
00
00
51
A
(mm)
Bar Length
(mm)
1400
1975
6650
4300
1400
Shape
code
00
00
00
00
51
A
(mm)
Bar Length
(mm)
5000
1250
2900
2075
1400
Shape
code
00
00
00
00
51
A
(mm)
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 276 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
Type and
size
T20
T20
T16
T16
T16
R8
No. of
bars
3
2
2
2
2
35
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 277 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T20
T20
T25
T25
R8
No. of
bars
2
4
2
2
57
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 278 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T12
T12
R8
No. of
bars
4
6
1
4
28
Member 279 - Scheduled Bars
06/04/2020
385
B
(mm)
240
C
(mm)
115
D
(mm
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T12
T12
R8
No. of
bars
4
4
1
4
34
Bar Length
(mm)
1825
6325
3325
1325
1400
Shape
code
00
00
00
00
51
A
(mm)
Bar Length
(mm)
2000
6650
5475
1400
1400
Shape
code
00
00
00
00
51
A
(mm)
Bar Length
(mm)
5000
1250
2075
1400
Shape
code
00
00
00
51
A
(mm)
Bar Length
(mm)
2150
4150
1150
1400
Shape
code
00
00
00
51
A
(mm)
Bar Length
(mm)
1825
5825
2825
1400
Shape
code
00
00
00
51
A
(mm)
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 280 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T16
T16
T12
R8
No. of
bars
8
2
2
1
40
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 281 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
3
4
4
28
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 282 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
3
3
3
22
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 283 - Scheduled Bars
Bar
Mark
01
02
03
04
06/04/2020
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
34
385
B
(mm)
240
C
(mm)
115
D
(mm
Member 284 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
4
31
Bar Length
(mm)
1750
5400
1400
Shape
code
00
00
51
A
(mm)
Bar Length
(mm)
1650
5200
1400
Shape
code
00
21
51
A
(mm)
Bar Length
(mm)
5500
1250
1650
1400
Shape
code
12
00
00
51
A
(mm)
5375
Bar Length
(mm)
2150
4150
1150
1400
Shape
code
00
00
00
51
A
(mm)
Bar Length
(mm)
1825
1325
5825
4825
3325
1400
Shape
code
00
00
00
00
00
51
A
(mm)
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 285 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
3
28
4940
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 286 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
4
3
3
28
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 287 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
4
3
4
22
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 288 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
06/04/2020
Type and
size
T12
T12
T16
T16
T16
R8
No. of
bars
8
4
2
2
2
37
385
B
(mm)
240
C
(mm)
115
D
(mm
Member 289 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T16
T16
T16
T16
R8
No. of
bars
2
4
2
2
31
Bar Length
(mm)
1275
1725
5400
4025
1400
Shape
code
00
00
00
00
51
A
(mm)
Bar Length
(mm)
1650
5200
2500
1400
Shape
code
00
21
00
51
A
(mm)
Bar Length
(mm)
5500
1250
3325
1650
1400
Shape
code
12
00
00
00
51
A
(mm)
5375
Bar Length
(mm)
2150
4150
1150
1400
Shape
code
00
00
00
51
A
(mm)
Bar Length
(mm)
1825
1325
5825
4825
2825
1400
Shape
code
00
00
00
00
00
51
A
(mm)
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 290 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
28
B
(mm)
C
(mm)
D
(mm
4940
385
240
115
Member 291 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T12
T12
R8
No. of
bars
4
4
2
4
28
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 292 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
4
3
4
22
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 293 - Scheduled Bars
Bar
Mark
01
02
03
04
05
06
06/04/2020
Type and
size
T12
T12
T16
T16
T16
R8
No. of
bars
8
4
2
2
2
35
385
B
(mm)
240
C
(mm)
115
D
(mm
Member 294 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T16
T16
T12
R8
No. of
bars
8
2
2
1
31
Bar Length
(mm)
1750
5400
4025
1275
1400
Shape
code
00
00
00
00
51
A
(mm)
Bar Length
(mm)
1650
5200
2500
1400
Shape
code
00
21
00
51
A
(mm)
Bar Length
(mm)
5500
1250
3325
1650
1400
Shape
code
12
00
00
00
51
A
(mm)
5375
Bar Length
(mm)
2150
4150
1150
1400
Shape
code
00
00
00
51
A
(mm)
Bar Length
(mm)
1825
5825
2825
Shape
code
00
00
00
A
(mm)
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 295 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
8
4
1
28
B
(mm)
C
(mm)
D
(mm
4940
385
240
115
Member 296 - Scheduled Bars
Bar
Mark
01
02
03
04
05
Type and
size
T12
T12
T12
T12
R8
No. of
bars
4
4
2
4
28
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 297 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
3
3
3
22
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 298 - Scheduled Bars
Bar
Mark
01
02
03
06/04/2020
Type and
size
T12
T12
T12
No. of
bars
6
4
1
B
(mm)
C
(mm)
D
(mm
04
R8
34
1400
51
385
240
115
Member 299 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
4
31
Bar Length
(mm)
1750
5400
1400
Shape
code
00
00
51
A
(mm)
Bar Length
(mm)
1650
5200
1400
Shape
code
00
21
51
A
(mm)
Bar Length
(mm)
5500
1250
1650
1400
Shape
code
12
00
00
51
A
(mm)
5375
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 300 - Scheduled Bars
Bar
Mark
01
02
03
Type and
size
T12
T12
R8
No. of
bars
6
3
28
4940
385
B
(mm)
240
C
(mm)
D
(mm
115
Member 301 - Scheduled Bars
Bar
Mark
01
02
03
04
Type and
size
T12
T12
T12
R8
No. of
bars
4
3
3
28
385
Member M22 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M22 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.030
06/04/2020
= 52.08 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
B
(mm)
240
C
(mm)
115
D
(mm
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 337.54 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 154 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 436.45 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 67.33 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 159 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
06/04/2020
= 42.55 mm
= 70.00 kNm
= 30.41 kNm
Effective depth of tension reinforcement
d
= 406 mm
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.018
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 385.70 mm
Asr
= (M/0.87 fyz)
= 197.12 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
= 339.29 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 264 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 132 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M22 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460436.4/3452.4)1 = 295.86 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.22 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 31.65
Actual span / effective depth ratio
= 14.78 SAFE
Member M22 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 63.22 kN
v
= (V/bvd)
= 0.52 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
06/04/2020
3.4.5.3
= 96.60 mm2
area of links provided (2R8), Asv
OK
= 100.53 mm2
Member M23 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M23 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.026
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 289.56 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 44.67 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 239 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 120 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.058
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
06/04/2020
= 42.55 mm
= 70.00 kNm
= 100.18 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 377.95 mm
Asr
= (M/0.87 fyz)
= 662.63 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 157 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.036
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 399.42 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 61.62 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 174 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Member M23 Span 1
06/04/2020
= 42.55 mm
= 70.00 kNm
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460662.6/3678.6)1 = 299.46 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.06 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.45
Actual span / effective depth ratio
= 17.24 SAFE
Member M23 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 6.999 m
Maximum shear force within zone, V
= 75.80 kN
v
= (V/bvd)
= 0.62 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M24 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M24 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.058
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 668.22 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 100.96 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 377.72 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 156 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.077
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 901.85 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 131.25 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 363.83 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 160 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.035
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 393.47 mm2
Tension Bars provided
= 4T12
06/04/2020
= 88.65 mm
= 136.51 kNm
= 60.70 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 176 mm
= 73 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M24 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460901.9/3942.5)1 = 293.45 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.97 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 25.33
Actual span / effective depth ratio
= 14.93 SAFE
Member M24 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 118.07 kN
v
= (V/bvd)
= 0.97 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M25 Span 1
Detailed BS8110 Design Requirements
06/04/2020
3.4.5.3
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M25 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.053
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 598.57 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 90.18 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 376.66 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 241 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 121 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.122
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1531.93 mm2
Tension Bars provided
= 5T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 88.65 mm
= 136.51 kNm
= 206.60 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 337.16 mm
= 1570.80 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.16 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 31 mm
= (47000/fs) 300
= 157 mm
= 31 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 147.75 mm
= 210.81 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.072
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 834.44 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 122.39 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 366.68 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 173 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M25 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601531.9/31570.8)1
= 299.08 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.84 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
06/04/2020
Hence, modified span / effective depth ratio
Actual span / effective depth ratio
= 21.77
= 17.41 SAFE
Member M25 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.275 m
Maximum shear force within zone, V
= 137.78 kN
v
= (V/bvd)
= 1.14 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.78
 1.00
/ 1.25 = 0.65 N/mm
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 84.73 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.275 m to 5.625 m
Maximum shear force within zone, V
= 101.21 kN
v
= (V/bvd)
= 0.84 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 5.625 m to 6.999 m
Maximum shear force within zone, V
= 146.98 kN
v
= (V/bvd)
= 1.22 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.89 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M26 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M26 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.093
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1120.98 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 159.87 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 356.55 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 165 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.067
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 777.57 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 115.42 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.09 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= (47000/fs) 300
= 25 mm
= 53 mm
= 159 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.036
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 403.97 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 62.02 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.80 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 300 mm
= 67 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M26 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460777.6/3804.2)1 = 296.49 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.01 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 26.31
Actual span / effective depth ratio
= 14.85 SAFE
Member M26 Span 1
Detailed BS8110 Shear Reinforcement
06/04/2020
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 133.06 kN
v
= (V/bvd)
= 1.10 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M27 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M27 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.141
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1813.77 mm2
Tension Bars provided
= 4T32
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 231.60 kNm
d
= 396 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 319.23 mm
= 3216.99 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 2.38 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 32 mm
= 272 mm
= 32 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 136 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 302.60 mm
= 334.35 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
= 549.97 kNm
Effective depth of tension reinforcement
d
= 375 mm
Depth to compression reinforcement
d'
= 54 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.373
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 291.07 mm
x
= (d-z)/0.45
= 185.76 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 2495.07 mm2
Asr
= (K'fcubd2/0.87 fyz) + As'
= 4469.95 mm2
Tension Bars provided
= 4T32 2T32
Actual area of tension reinforcement
= 4825.49 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 3.57 %
Compression Bars provided
= 4T32
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
= 3216.99 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 6.36 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 32 mm
= (47000/fs) 300
= 165 mm
= 32 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 151.30 mm
= 609.89 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
= 287.27 kNm
Effective depth of tension reinforcement
d
= 396 mm
Depth to compression reinforcement
d'
= 54 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.174
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 307.65 mm
x
= (d-z)/0.45
= 196.34 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 222.26 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2309.59 mm2
Tension Bars provided
= 4T32
Actual area of tension reinforcement
= 3216.99 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
06/04/2020
Actual % of tension reinforcement
= 2.38 %
Compression Bars provided
= 2T32
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
= 1608.50 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 3.01 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 32 mm
= (47000/fs) 300
= 213 mm
= 32 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 107 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 151.30 mm
= 431.02 kNm
Member M27 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24604469.9/34825.5)1
= 284.07 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.67 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.49 3.4.6.6
Hence, modified span / effective depth ratio
= 25.74
Actual span / effective depth ratio
= 18.68 SAFE
Member M27 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 2.945 m
Maximum shear force within zone, V
= 348.66 kN
v
= (V/bvd)
= 2.93 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.71 0.33 1.010.25 / 1.25 = 0.99 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 30 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 80.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 2.945 m to 4.025 m
06/04/2020
Maximum shear force within zone, V
= 7.95 kN
v
= (V/bvd)
= 0.07 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  3.00 0.33 1.070.25 / 1.25 = 1.04 N/mm 2
v < 0.5vc but assume span is of structural importance, hence provide nominal links
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
distance between main bar in compression zone and a restrained bar 150 mm
3.12.7.2
OK
High shear zone: 4.025 m to 6.999 m
Maximum shear force within zone, V
= 364.56 kN
v
= (V/bvd)
= 3.07 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.71 0.33 1.010.25 / 1.25 = 0.99 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 30 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 86.14 mm2
area of links provided (2R8), Asv
= 100.53 mm2
distance between main bar in compression zone and a restrained bar 150 mm
3.12.7.2
OK
Member M28 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M28 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.091
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1094.07 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
06/04/2020
= 156.53 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 357.69 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 169 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.067
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 771.13 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 114.55 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.36 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 160 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.035
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
06/04/2020
= 75.65 mm
= 119.02 kNm
= 59.25 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.80 mm
Asr
= (M/0.87 fyz)
= 385.92 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 300 mm
= 67 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M28 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460770.0/3804.2)1 = 293.63 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.02 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 26.58
Actual span / effective depth ratio
= 14.85 SAFE
Member M28 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 131.53 kN
v
= (V/bvd)
= 1.09 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M29 Span 1
06/04/2020
3.4.5.3
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M29 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
= 271.13 kNm
Effective depth of tension reinforcement
d
= 396 mm
Depth to compression reinforcement
d'
= 54 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.165
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 307.65 mm
x
= (d-z)/0.45
= 196.34 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 104.27 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2191.60 mm2
Tension Bars provided
= 3T32
Actual area of tension reinforcement
= 2412.74 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 1.79 %
Compression Bars provided
= 2T32
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
= 1608.50 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 3.01 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 64 mm
= (47000/fs) 300
= 169 mm
= 64 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
06/04/2020
= 102.15 mm
= 333.55 kNm
K'
= 523.06 kNm
d
= 375 mm
d'
= 54 mm
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.355
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 291.07 mm
x
= (d-z)/0.45
= 185.76 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 2285.27 mm2
Asr
= (K'fcubd2/0.87 fyz) + As'
= 4260.15 mm2
Tension Bars provided
= 4T32 2T32
Actual area of tension reinforcement
= 4825.49 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 3.57 %
Compression Bars provided
= 3T32
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
= 2412.74 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 4.77 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 32 mm
= (47000/fs) 300
= 174 mm
= 32 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 226.95 mm
= 572.50 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
= 274.73 kNm
Effective depth of tension reinforcement
d
= 396 mm
Depth to compression reinforcement
d'
= 54 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.167
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 307.65 mm
x
= (d-z)/0.45
= 196.34 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 130.60 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2217.93 mm2
Tension Bars provided
= 3T32
Actual area of tension reinforcement
= 2412.74 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 1.79 %
Compression Bars provided
= 2T32
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
06/04/2020
= 1608.50 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 3.01 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 64 mm
= (47000/fs) 300
= 167 mm
= 64 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 102.15 mm
= 333.55 kNm
Member M29 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24604260.1/34825.5)1
= 270.74 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.68 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.42 3.4.6.6
Hence, modified span / effective depth ratio
= 25.02
Actual span / effective depth ratio
= 18.68 SAFE
Member M29 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 2.945 m
Maximum shear force within zone, V
= 351.78 kN
v
= (V/bvd)
= 2.96 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 30 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 85.43 mm2
area of links provided (2R8), Asv
= 100.53 mm2
distance between main bar in compression zone and a restrained bar 150 mm
3.12.7.2
OK
Minimum links zone: 2.945 m to 4.025 m
Maximum shear force within zone, V
= 0.51 kN
v
= (V/bvd)
= 0.00 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  3.00 0.33 1.070.25 / 1.25 = 1.04 N/mm 2
06/04/2020
v < 0.5vc but assume span is of structural importance, hence provide nominal links
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
distance between main bar in compression zone and a restrained bar 150 mm
3.12.7.2
OK
High shear zone: 4.025 m to 6.999 m
Maximum shear force within zone, V
= 352.81 kN
v
= (V/bvd)
= 2.97 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 30 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 85.79 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
distance between main bar in compression zone and a restrained bar 150 mm
3.12.7.2
OK
Member M30 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M30 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.010
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 116.32 mm2
Tension Bars provided
= 2T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 17.77 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 381.90 mm
= 628.32 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.47 %
= 25 mm
= 184 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 300 mm
= 184 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 59.10 mm
= 94.35 kNm
Sagging: at 1.667 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.007
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 77.65 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 11.98 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.071
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 814.12 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 31.91 mm
= 53.15 kNm
= 119.69 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 367.54 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 177 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M30 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460176.1/3339.3)1 = 159.16 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 2.00 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.15 3.4.6.6
Hence, modified span / effective depth ratio
= 59.63
Actual span / effective depth ratio
= 12.32 SAFE
Member M30 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 67.66 kN
v
= (V/bvd)
= 0.56 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M31 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M31 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.059
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 671.45 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 101.41 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 377.58 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 155 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.080
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 937.18 mm2
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 63.83 mm
= 102.41 kNm
= 136.58 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 364.33 mm
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.74 %
= 25 mm
= 36 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 164 mm
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 94.56 mm
= 145.35 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 414.61 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 63.97 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 167 mm
= 73 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M31 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460937.2/31005.3)1
= 285.89 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.98 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 25.52
Actual span / effective depth ratio
= 14.85 SAFE
Member M31 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 120.47 kN
v
= (V/bvd)
= 0.99 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 98.37 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M32 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M32 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.069
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 793.15 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 116.89 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 368.43 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 82 mm
= 182 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 91 mm
3.12.11.2.5
06/04/2020
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.118
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1475.89 mm2
Tension Bars provided
= 5T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 200.44 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 339.53 mm
= 1570.80 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.16 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 31 mm
= (47000/fs) 300
= 163 mm
= 31 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 147.75 mm
= 210.81 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.072
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 834.35 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 122.38 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 366.68 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 82 mm
= 173 mm
Largest actual space between tension bars
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M32 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601475.9/31570.8)1
= 288.14 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.86 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 22.43
Actual span / effective depth ratio
= 17.41 SAFE
Member M32 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.275 m
Maximum shear force within zone, V
= 144.47 kN
v
= (V/bvd)
= 1.20 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.30 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.275 m to 5.625 m
Maximum shear force within zone, V
= 97.67 kN
v
= (V/bvd)
= 0.81 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 5.625 m to 6.999 m
Maximum shear force within zone, V
v
= (V/bvd)
= 1.21 N/mm2
06/04/2020
= 146.04 kN
3.4.5.2
3.4.5.3
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
3.4.5.4
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 96.54 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M33 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M33 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.023
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 254.24 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 39.22 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 273 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 136 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.045
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 502.06 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 77.27 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 384.75 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 173 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.043
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 480.86 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 74.18 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.65 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 41 mm
= 180 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M33 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460502.1/3565.5)1 = 272.27 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.24 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 32.31
Actual span / effective depth ratio
= 12.32 SAFE
Member M33 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 90.21 kN
v
= (V/bvd)
= 0.74 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M34 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M34 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.032
06/04/2020
= 54.76 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
3.4.5.3
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 354.92 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 195 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 98 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.043
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 486.04 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 74.93 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.43 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 178 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
06/04/2020
= 53.19 mm
= 86.42 kNm
= 35.05 kNm
Effective depth of tension reinforcement
d
= 406 mm
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.020
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 385.70 mm
Asr
= (M/0.87 fyz)
= 227.21 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
= 452.39 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 300 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M34 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460486.0/3565.5)1 = 263.58 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.29 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 33.44
Actual span / effective depth ratio
= 14.78 SAFE
Member M34 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 67.20 kN
v
= (V/bvd)
= 0.55 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
06/04/2020
3.4.5.3
= 96.60 mm2
area of links provided (2R8), Asv
OK
= 100.53 mm2
Member M35 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M35 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 415.89 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 64.16 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 167 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.063
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
06/04/2020
= 42.55 mm
= 70.00 kNm
= 108.21 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 373.33 mm
Asr
= (M/0.87 fyz)
= 724.64 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 170 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 436.02 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 67.27 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 159 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Member M35 Span 1
06/04/2020
= 42.55 mm
= 70.00 kNm
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460724.6/3804.2)1 = 276.31 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.09 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.28
Actual span / effective depth ratio
= 17.33 SAFE
Member M35 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 6.999 m
Maximum shear force within zone, V
= 81.01 kN
v
= (V/bvd)
= 0.67 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M36 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M36 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.012
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 138.00 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 21.29 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.025
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 280.35 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 43.25 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 185 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.023
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 261.53 mm2
Tension Bars provided
= 3T12
06/04/2020
= 31.91 mm
= 53.15 kNm
= 40.35 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 199 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 99 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M36 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460280.3/3339.3)1 = 253.39 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 1.60 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 41.60
Actual span / effective depth ratio
= 12.32 SAFE
Member M36 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 51.09 kN
v
= (V/bvd)
= 0.42 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M37 Span 1
Detailed BS8110 Design Requirements
06/04/2020
3.4.5.3
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M37 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.012
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 135.36 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 20.88 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.013
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 140.94 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 31.91 mm
= 53.15 kNm
= 21.74 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.009
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 97.91 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 15.11 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M37 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460176.1/3339.3)1 = 159.16 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 2.00 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
06/04/2020
Hence, modified span / effective depth ratio
Actual span / effective depth ratio
= 52.00
= 9.85 SAFE
Member M37 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 33.52 kN
v
= (V/bvd)
= 0.28 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.28
 1.00
/ 1.25 = 0.46 N/mm
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M38 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M38 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.029
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 321.72 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 49.64 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 94 mm
= 162 mm
Largest actual space between tension bars
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.045
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 509.49 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 78.35 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 384.43 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 170 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.024
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 268.97 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
06/04/2020
= 53.19 mm
= 86.42 kNm
= 41.50 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
= 25 mm
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 94 mm
= (47000/fs) 300
= 193 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 97 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M38 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460509.5/3565.5)1 = 276.30 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.22 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 31.80
Actual span / effective depth ratio
= 14.78 SAFE
Member M38 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 66.71 kN
v
= (V/bvd)
= 0.55 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M39 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M39 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.021
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 241.02 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 37.18 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 216 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 108 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.033
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 370.64 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 57.18 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= (47000/fs) 300
= 25 mm
= 59 mm
= 187 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 94 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.024
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 273.52 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 42.20 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 190 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 95 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M39 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460370.6/3452.4)1 = 251.25 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.46 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 38.09
Actual span / effective depth ratio
= 13.55 SAFE
Member M39 Span 1
Detailed BS8110 Shear Reinforcement
06/04/2020
Minimum links zone: 0.001 m to 5.499 m
Maximum shear force within zone, V
= 56.87 kN
v
= (V/bvd)
= 0.47 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M40 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M40 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.017
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 185.99 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 28.69 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 94 mm
= 280 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 140 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.025
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 276.80 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 42.71 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 188 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 94 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.020
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 220.62 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 34.04 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 236 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
06/04/2020
= max tension bar spacing / 2
= 118 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M40 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460276.8/3339.3)1 = 250.19 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.62 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 42.17
Actual span / effective depth ratio
= 12.32 SAFE
Member M40 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 48.35 kN
v
= (V/bvd)
= 0.40 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M41 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M41 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
06/04/2020
= 22.25 kNm
3.4.5.3
Effective depth of tension reinforcement
d
= 406 mm
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.013
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 385.70 mm
Asr
= (M/0.87 fyz)
= 144.22 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
= 339.29 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.028
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 317.92 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 49.05 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 164 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
06/04/2020
= 31.91 mm
= 53.15 kNm
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.016
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 180.14 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 27.79 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 289 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 144 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M41 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460317.9/3339.3)1 = 287.35 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.39 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 36.02
Actual span / effective depth ratio
= 12.32 SAFE
Member M41 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 48.39 kN
v
= (V/bvd)
= 0.40 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
06/04/2020
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
Member M42 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M42 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.020
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 222.02 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 34.25 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 234 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 117 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 31.91 mm
= 53.15 kNm
= 38.81 kNm
d
= 406 mm
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.022
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 385.70 mm
Asr
= (M/0.87 fyz)
= 251.58 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
= 339.29 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 207 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 103 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.017
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 187.51 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 28.93 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 277 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 139 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 31.91 mm
= 53.15 kNm
Member M42 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460251.6/3339.3)1 = 227.39 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.78 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 46.40
Actual span / effective depth ratio
= 9.85 SAFE
Member M42 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 56.40 kN
v
= (V/bvd)
= 0.46 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.28
 1.00
/ 1.25 = 0.46 N/mm
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M43 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M43 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.067
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 770.88 mm2
Tension Bars provided
= 4T16
06/04/2020
= 114.51 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.37 mm
3.4.5.3
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 160 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.078
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 916.53 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 133.16 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 363.20 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 158 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.043
06/04/2020
= 88.65 mm
= 136.51 kNm
= 74.00 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 482.29 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 383.59 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 256 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 128 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M43 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460916.5/3942.5)1 = 298.23 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.96 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 24.92
Actual span / effective depth ratio
= 14.93 SAFE
Member M43 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 123.86 kN
v
= (V/bvd)
= 1.02 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.87 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M44 Span 1
06/04/2020
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M44 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.084
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 998.95 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 144.54 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 361.72 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 185 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
= 272.83 kNm
Effective depth of tension reinforcement
d
= 396 mm
Depth to compression reinforcement
d'
= 46 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.166
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 307.65 mm
x
= (d-z)/0.45
= 196.34 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 114.02 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2201.35 mm2
Tension Bars provided
= 3T32
06/04/2020
= 2412.74 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.79 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Compression Bars provided
= 2T16
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
= 402.12 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 0.75 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 64 mm
= (47000/fs) 300
= 168 mm
= 64 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 189.12 mm
= 306.33 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.087
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1028.21 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 148.26 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 360.48 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 180 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 113.47 mm
= 170.31 kNm
Member M44 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24602201.4/32412.7)1
= 279.80 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.80 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.10 3.4.6.6
Hence, modified span / effective depth ratio
= 22.77
Actual span / effective depth ratio
= 13.89 SAFE
Member M44 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.875 m
Maximum shear force within zone, V
= 231.11 kN
v
= (V/bvd)
= 1.91 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 50 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 82.86 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.875 m to 3.575 m
Maximum shear force within zone, V
= 54.16 kN
v
= (V/bvd)
= 0.46 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
distance between main bar in compression zone and a restrained bar 150 mm
3.12.7.2
OK
High shear zone: 3.575 m to 5.499 m
Maximum shear force within zone, V
= 232.46 kN
v
= (V/bvd)
= 1.92 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 50 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 83.63 mm2
area of links provided (2R8), Asv
= 100.53 mm2
06/04/2020
OK
Member M45 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M45 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.030
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 336.92 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 51.72 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.80 mm
= 603.19 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 274 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 137 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 418.13 mm2
06/04/2020
= 56.74 mm
= 91.31 kNm
= 64.51 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 166 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.051
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 574.08 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 87.19 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.70 mm
= 603.19 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 161 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Member M45 Span 1
Detailed BS8110 Span / Effective Depth Check
06/04/2020
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460418.1/3452.4)1 = 283.44 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.28 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 33.32
Actual span / effective depth ratio
= 12.32 SAFE
Member M45 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 90.31 kN
v
= (V/bvd)
= 0.75 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M46 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M46 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.024
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 272.43 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 42.03 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 191 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 95 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.052
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 586.22 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 88.91 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.19 mm
= 603.19 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 158 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.028
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 311.61 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
06/04/2020
= 56.74 mm
= 91.31 kNm
= 48.08 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 167 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M46 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460586.2/3603.2)1 = 298.04 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.10 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.58
Actual span / effective depth ratio
= 12.38 SAFE
Member M46 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 84.42 kN
v
= (V/bvd)
= 0.69 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M47 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
06/04/2020
3.4.5.3
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M47 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.008
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 84.89 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 13.10 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.013
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 146.46 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
06/04/2020
= 31.91 mm
= 53.15 kNm
= 22.60 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
= 25 mm
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.012
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 137.35 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 21.19 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M47 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460176.1/3339.3)1 = 159.16 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 2.00 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 52.00
Actual span / effective depth ratio
= 9.85 SAFE
06/04/2020
Member M47 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 34.10 kN
v
= (V/bvd)
= 0.28 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M48 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M48 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.043
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 479.01 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 73.90 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= (47000/fs) 300
= 25 mm
= 41 mm
= 181 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 435.96 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 67.26 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 159 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.023
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 255.40 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 42.55 mm
= 70.00 kNm
= 39.40 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 41 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 271 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 136 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M48 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460436.0/3452.4)1 = 295.53 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.22 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 31.70
Actual span / effective depth ratio
= 14.78 SAFE
Member M48 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 71.11 kN
v
= (V/bvd)
= 0.58 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M49 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M49 Span 1
06/04/2020
3.4.5.3
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.071
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 817.21 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 120.10 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 367.41 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 177 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.133
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1703.26 mm2
Tension Bars provided
= 4T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 223.06 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 327.40 mm
= 1963.50 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 41 mm
= 177 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
06/04/2020
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 184.69 mm
= 248.49 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.066
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 762.61 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 112.78 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 369.72 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 189 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 95 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M49 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601703.3/31963.5)1
= 266.02 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.87 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 22.52
Actual span / effective depth ratio
= 13.77 SAFE
Member M49 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.395 m
06/04/2020
Maximum shear force within zone, V
= 189.63 kN
v
= (V/bvd)
= 1.57 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 88.99 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.395 m to 4.045 m
Maximum shear force within zone, V
= 112.63 kN
v
= (V/bvd)
= 0.94 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.64 0.33 1.000.25 / 1.25 = 0.83 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.045 m to 5.499 m
Maximum shear force within zone, V
= 186.97 kN
v
= (V/bvd)
= 1.55 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 86.85 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M50 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M50 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 52.60 kNm
d
= 406 mm
d'
= 58 mm
3.4.5.3
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.030
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 385.70 mm
Asr
= (M/0.87 fyz)
= 340.96 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
= 452.39 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 203 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 102 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.040
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 445.71 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 68.76 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 156 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 42.55 mm
= 70.00 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.045
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 505.73 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 77.80 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 384.59 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 171 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M50 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460445.7/3452.4)1 = 302.14 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.19 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 30.84
Actual span / effective depth ratio
= 12.32 SAFE
Member M50 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 88.25 kN
v
= (V/bvd)
= 0.72 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
06/04/2020
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M51 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M51 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.024
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 267.79 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 41.31 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 194 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 97 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.052
06/04/2020
= 31.91 mm
= 53.15 kNm
= 88.73 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 584.94 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 379.24 mm
= 603.19 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 158 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.028
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 318.59 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 49.15 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 163 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 31.91 mm
= 53.15 kNm
Member M51 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460584.9/3603.2)1 = 297.39 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.10 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.65
Actual span / effective depth ratio
= 12.38 SAFE
Member M51 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 84.78 kN
v
= (V/bvd)
= 0.70 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M52 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M52 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.016
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 178.62 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
06/04/2020
= 27.56 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
3.4.5.3
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 291 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 146 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.028
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 316.31 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 48.80 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 164 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.013
K  K' hence compression steel not required.
06/04/2020
= 31.91 mm
= 53.15 kNm
= 22.98 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 148.97 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M52 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460316.3/3339.3)1 = 285.90 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.39 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 36.24
Actual span / effective depth ratio
= 12.32 SAFE
Member M52 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 48.19 kN
v
= (V/bvd)
= 0.40 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M53 Span 1
06/04/2020
3.4.5.3
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M53 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.011
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 118.26 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 18.25 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.028
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 319.21 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
06/04/2020
= 31.91 mm
= 53.15 kNm
= 49.25 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 163 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.018
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 203.53 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 31.40 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 255 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 128 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M53 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460319.2/3339.3)1 = 288.52 N/mm2
06/04/2020
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5
Hence, modified span / effective depth ratio
= 35.84
Actual span / effective depth ratio
= 12.32 SAFE
= 1.38 3.4.6.5
= 1.00 3.4.6.6
Member M53 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 49.91 kN
v
= (V/bvd)
= 0.41 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M78 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M78 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.043
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 483.36 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 74.54 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.54 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
= 25 mm
= 41 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 179 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.058
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 668.32 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 100.97 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 377.71 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 156 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.034
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 386.98 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 63.83 mm
= 102.41 kNm
= 59.70 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 179 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M78 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460668.3/3678.6)1 = 302.03 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.05 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.19
Actual span / effective depth ratio
= 14.78 SAFE
Member M78 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 99.98 kN
v
= (V/bvd)
= 0.82 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M79 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M79 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.056
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 638.09 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 96.73 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 378.99 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 163 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.082
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 962.12 mm2
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 139.81 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 363.28 mm
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.74 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 36 mm
= 160 mm
Largest actual space between tension bars
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 94.56 mm
= 145.35 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.054
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 617.78 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 93.87 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.85 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 168 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Member M79 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460962.1/31005.3)1
= 293.49 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.96 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 24.89
Actual span / effective depth ratio
= 17.33 SAFE
Member M79 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 6.999 m
Maximum shear force within zone, V
= 118.54 kN
v
= (V/bvd)
= 0.97 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M80 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M80 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.017
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 187.08 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 28.86 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 59 mm
= 300 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.040
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 452.87 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 69.87 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 191 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 96 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.031
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 351.24 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 54.19 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= (47000/fs) 300
= 25 mm
= 59 mm
= 197 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 99 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M80 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460452.9/3565.5)1 = 245.60 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.38 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 35.98
Actual span / effective depth ratio
= 12.32 SAFE
Member M80 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 81.96 kN
v
= (V/bvd)
= 0.67 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M81 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M81 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
06/04/2020
3.4.5.3
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.073
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 843.03 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 123.53 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 366.32 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 171 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.102
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1237.05 mm2
Tension Bars provided
= 4T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 173.01 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 349.64 mm
= 1256.64 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.93 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 48 mm
= (47000/fs) 300
= 156 mm
= 48 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
06/04/2020
= 118.20 mm
Moment capacity of section
= 175.33 kNm
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.060
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 686.78 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 102.45 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 372.93 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 210 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 105 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M81 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601237.1/31256.6)1
= 301.89 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.88 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 22.79
Actual span / effective depth ratio
= 14.93 SAFE
Member M81 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.075 m
Maximum shear force within zone, V
= 159.97 kN
v
= (V/bvd)
= 1.33 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
06/04/2020
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.18 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.075 m to 4.825 m
Maximum shear force within zone, V
= 107.94 kN
v
= (V/bvd)
= 0.90 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.825 m to 5.999 m
Maximum shear force within zone, V
= 152.94 kN
v
= (V/bvd)
= 1.27 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 85.14 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M82 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M82 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.099
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
06/04/2020
= 168.92 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 353.42 mm
3.4.5.3
Asr
= (M/0.87 fyz)
= 1194.92 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 155 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.153
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 2023.11 mm2
Tension Bars provided
= 3T32
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 251.16 kNm
d
= 396 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 310.37 mm
= 2412.74 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.79 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 64 mm
= (47000/fs) 300
= 183 mm
= 64 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 91 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 226.95 mm
= 283.62 kNm
= 162.49 kNm
d
= 404 mm
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.095
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 355.65 mm
Asr
= (M/0.87 fyz)
= 1142.16 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
= 1206.37 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 162 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Member M82 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24602023.1/32412.7)1
= 257.14 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.84 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 21.94
Actual span / effective depth ratio
= 17.68 SAFE
Member M82 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.815 m
Maximum shear force within zone, V
= 197.65 kN
v
= (V/bvd)
= 1.63 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 89.34 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
06/04/2020
Minimum links zone: 1.815 m to 5.165 m
Maximum shear force within zone, V
= 94.47 kN
v
= (V/bvd)
= 0.80 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
High shear zone: 5.165 m to 6.999 m
Maximum shear force within zone, V
= 195.81 kN
v
= (V/bvd)
= 1.62 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 80 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 100.43 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M83 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M83 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.029
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 321.71 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 49.63 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 216 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 108 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.065
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 753.48 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 112.15 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 372.11 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 164 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.049
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 557.78 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
06/04/2020
= 75.65 mm
= 119.02 kNm
= 85.32 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 382.39 mm
= 565.49 mm2
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 155 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M83 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460753.5/3804.2)1 = 287.31 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.05 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.18
Actual span / effective depth ratio
= 12.38 SAFE
Member M83 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 3.875 m
Maximum shear force within zone, V
= 110.69 kN
v
= (V/bvd)
= 0.91 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 96.74 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 3.875 m to 4.999 m
Maximum shear force within zone, V
= 124.96 kN
v
= (V/bvd)
= 1.03 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
06/04/2020
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 99.05 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M84 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M84 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.068
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 789.89 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 117.08 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 370.57 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 156 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 75.65 mm
= 119.02 kNm
= 185.89 kNm
d
= 400 mm
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.111
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 341.98 mm
Asr
= (M/0.87 fyz)
= 1358.89 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
= 1472.62 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 166 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 138.52 mm
= 198.61 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.068
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 779.53 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 115.68 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.00 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 158 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 75.65 mm
= 119.02 kNm
Member M84 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601358.9/31472.6)1
= 282.98 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.89 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 23.09
Actual span / effective depth ratio
= 15.02 SAFE
Member M84 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.575 m
Maximum shear force within zone, V
= 162.83 kN
v
= (V/bvd)
= 1.34 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.66
 1.00
/ 1.25 = 0.62 N/mm
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 100.30 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.575 m to 4.325 m
Maximum shear force within zone, V
= 81.87 kN
v
= (V/bvd)
= 0.68 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.325 m to 5.999 m
Maximum shear force within zone, V
= 162.37 kN
v
= (V/bvd)
= 1.34 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 99.77 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
06/04/2020
3.4.5.3
Member M85 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M85 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.109
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1327.93 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 182.35 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 343.29 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 170 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 138.52 mm
= 198.61 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
= 269.25 kNm
Effective depth of tension reinforcement
d
= 396 mm
Depth to compression reinforcement
d'
= 51 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.164
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 307.65 mm
x
= (d-z)/0.45
= 196.34 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 89.62 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2176.95 mm2
06/04/2020
Tension Bars provided
= 3T32
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 2412.74 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.79 %
Compression Bars provided
= 2T25
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
= 981.75 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 1.84 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 64 mm
= (47000/fs) 300
= 170 mm
= 64 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 134.60 mm
= 327.68 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.106
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1284.80 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 177.36 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 345.12 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 176 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
06/04/2020
= 138.52 mm
= 198.61 kNm
 OK
Member M85 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24602177.0/32412.7)1
= 276.70 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.80 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.22 3.4.6.6
Hence, modified span / effective depth ratio
= 25.36
Actual span / effective depth ratio
= 17.68 SAFE
Member M85 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.815 m
Maximum shear force within zone, V
= 208.49 kN
v
= (V/bvd)
= 1.74 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.87 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.815 m to 5.165 m
Maximum shear force within zone, V
= 102.32 kN
v
= (V/bvd)
= 0.86 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 5.165 m to 6.999 m
Maximum shear force within zone, V
= 207.07 kN
v
= (V/bvd)
= 1.73 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.72 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
06/04/2020
3.4.5.3
Member M86 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M86 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.033
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 367.67 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 56.72 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 189 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 94 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.068
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 789.35 mm2
Tension Bars provided
= 4T16
06/04/2020
= 42.55 mm
= 70.00 kNm
= 117.01 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 370.59 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 156 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.044
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 494.37 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 76.15 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.07 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 175 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M86 Span 1
Detailed BS8110 Span / Effective Depth Check
06/04/2020
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460789.3/3804.2)1 = 300.99 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.00 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 25.89
Actual span / effective depth ratio
= 12.38 SAFE
Member M86 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.425 m
Maximum shear force within zone, V
= 115.58 kN
v
= (V/bvd)
= 0.95 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 91.23 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 0.425 m to 3.875 m
Maximum shear force within zone, V
= 91.54 kN
v
= (V/bvd)
= 0.76 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 3.875 m to 4.999 m
Maximum shear force within zone, V
= 123.35 kN
v
= (V/bvd)
= 1.01 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 96.31 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M87 Span 1
Detailed BS8110 Design Requirements
06/04/2020
3.4.5.3
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M87 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.069
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 797.49 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 118.11 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 370.24 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 155 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.109
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1331.21 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 75.65 mm
= 119.02 kNm
= 182.72 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 343.15 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 170 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 138.52 mm
= 198.61 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.065
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 750.22 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 111.71 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 372.24 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 164 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M87 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601331.2/31472.6)1
= 277.22 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.90 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
06/04/2020
Hence, modified span / effective depth ratio
Actual span / effective depth ratio
= 23.48
= 15.02 SAFE
Member M87 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.575 m
Maximum shear force within zone, V
= 162.03 kN
v
= (V/bvd)
= 1.34 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.66
 1.00
/ 1.25 = 0.62 N/mm
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 99.39 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.575 m to 4.325 m
Maximum shear force within zone, V
= 81.07 kN
v
= (V/bvd)
= 0.68 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.325 m to 5.999 m
Maximum shear force within zone, V
= 159.89 kN
v
= (V/bvd)
= 1.32 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 96.96 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M88 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M88 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.102
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1239.98 mm2
Tension Bars provided
= 4T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 173.36 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 349.51 mm
= 1256.64 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.93 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 48 mm
= (47000/fs) 300
= 155 mm
= 48 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 118.20 mm
= 175.33 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
= 260.57 kNm
Effective depth of tension reinforcement
d
= 396 mm
Depth to compression reinforcement
d'
= 48 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.158
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 307.65 mm
x
= (d-z)/0.45
= 196.34 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 26.58 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2113.91 mm2
Tension Bars provided
= 3T32
Actual area of tension reinforcement
= 2412.74 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 1.79 %
Compression Bars provided
= 2T20
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
06/04/2020
= 628.32 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
Actual % of compression reinforcement
= 1.18 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 64 mm
= (47000/fs) 300
= 175 mm
= 64 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 167.85 mm
= 316.20 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.102
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1238.30 mm2
Tension Bars provided
= 4T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 173.16 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 349.59 mm
= 1256.64 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.93 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 48 mm
= (47000/fs) 300
= 156 mm
= 48 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 118.20 mm
= 175.33 kNm
Member M88 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24602113.9/32412.7)1
06/04/2020
= 268.68 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5
Hence, modified span / effective depth ratio
= 24.50
Actual span / effective depth ratio
= 17.68 SAFE
= 0.82 3.4.6.5
= 1.15 3.4.6.6
Member M88 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.815 m
Maximum shear force within zone, V
= 202.90 kN
v
= (V/bvd)
= 1.68 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.28 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.815 m to 5.165 m
Maximum shear force within zone, V
= 98.54 kN
v
= (V/bvd)
= 0.83 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 5.165 m to 6.999 m
Maximum shear force within zone, V
= 202.84 kN
v
= (V/bvd)
= 1.68 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.23 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M89 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M89 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.041
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 464.68 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 71.69 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 187 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.064
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 736.03 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 53.19 mm
= 86.42 kNm
= 109.77 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 372.85 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
= 25 mm
= 53 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 167 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.044
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 491.02 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 75.66 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.22 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 177 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M89 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460736.0/3804.2)1 = 280.66 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.07 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.84
Actual span / effective depth ratio
= 12.38 SAFE
Member M89 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.425 m
Maximum shear force within zone, V
= 118.67 kN
v
= (V/bvd)
= 0.97 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 88.36 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 0.425 m to 3.875 m
Maximum shear force within zone, V
= 94.63 kN
v
= (V/bvd)
= 0.78 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
High shear zone: 3.875 m to 4.999 m
Maximum shear force within zone, V
= 120.26 kN
v
= (V/bvd)
= 0.99 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 91.06 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M90 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M90 Span 1
Detailed BS8110 Main Reinforcement
06/04/2020
3.4.5.3
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.075
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 872.53 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 127.41 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 365.07 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 166 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.106
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1291.01 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 178.08 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 344.85 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 75 mm
= 175 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
06/04/2020
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 138.52 mm
= 198.61 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.062
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 703.80 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 104.79 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 372.21 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 205 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 103 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M90 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601291.0/31472.6)1
= 268.85 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.93 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 24.06
Actual span / effective depth ratio
= 15.02 SAFE
Member M90 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.575 m
Maximum shear force within zone, V
06/04/2020
= 163.50 kN
v
= (V/bvd)
= 1.36 N/mm2 3.4.5.2
2
 0.8 fcu and 5 N/mm
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
3.4.5.4
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.22 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.575 m to 4.325 m
Maximum shear force within zone, V
= 87.38 kN
v
= (V/bvd)
= 0.73 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.325 m to 5.999 m
Maximum shear force within zone, V
= 155.96 kN
v
= (V/bvd)
= 1.29 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 88.59 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M91 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M91 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
06/04/2020
K'
= 167.59 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
3.4.5.3
K
= (M/bd2 fcu)
= 0.098
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1183.90 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 353.89 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 156 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
= 257.27 kNm
Effective depth of tension reinforcement
d
= 396 mm
Depth to compression reinforcement
d'
= 46 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.156
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 307.65 mm
x
= (d-z)/0.45
= 196.34 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 2.92 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2090.25 mm2
Tension Bars provided
= 3T32
Actual area of tension reinforcement
= 2412.74 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 1.79 %
Compression Bars provided
= 2T16
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
= 402.12 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 0.75 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 64 mm
= (47000/fs) 300
= 177 mm
= 64 mm
Maximum clear distance between beam face and nearest main bar in tension
06/04/2020
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 189.12 mm
= 306.33 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.098
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1187.08 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 167.97 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 353.75 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 156 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Member M91 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24602090.3/32412.7)1
= 265.68 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.83 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.10 3.4.6.6
Hence, modified span / effective depth ratio
= 23.67
Actual span / effective depth ratio
= 17.68 SAFE
Member M91 Span 1
Detailed BS8110 Shear Reinforcement
06/04/2020
High shear zone: 0.001 m to 1.815 m
Maximum shear force within zone, V
= 199.95 kN
v
= (V/bvd)
= 1.65 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 91.17 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.815 m to 5.165 m
Maximum shear force within zone, V
= 102.29 kN
v
= (V/bvd)
= 0.86 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
High shear zone: 5.165 m to 6.999 m
Maximum shear force within zone, V
= 200.06 kN
v
= (V/bvd)
= 1.65 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 91.26 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M92 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M92 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
06/04/2020
= 66.65 kNm
d
= 404 mm
3.4.5.3
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 383.80 mm
Asr
= (M/0.87 fyz)
= 434.17 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
= 603.19 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 213 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 106 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.062
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 713.35 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 106.66 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 373.81 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 173 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 75.65 mm
= 119.02 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.051
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 572.14 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 86.92 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.78 mm
= 603.19 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 162 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Member M92 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460713.3/3804.2)1 = 272.01 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.10 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.73
Actual span / effective depth ratio
= 12.38 SAFE
Member M92 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.325 m
Maximum shear force within zone, V
= 115.41 kN
v
= (V/bvd)
= 0.95 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2
06/04/2020
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 4.325 m to 4.999 m
Maximum shear force within zone, V
= 123.52 kN
v
= (V/bvd)
= 1.02 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.98 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M93 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M93 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.046
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 518.25 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 79.62 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 384.06 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= (47000/fs) 300
= 25 mm
= 41 mm
= 167 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.064
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 730.71 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 109.04 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 373.07 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 169 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 415.76 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 75.65 mm
= 119.02 kNm
= 64.14 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 41 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 167 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M93 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460730.7/3804.2)1 = 278.63 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.08 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.05
Actual span / effective depth ratio
= 14.85 SAFE
Member M93 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 105.00 kN
v
= (V/bvd)
= 0.86 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M94 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M94 Span 1
06/04/2020
3.4.5.3
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.060
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 683.12 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 102.49 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 375.09 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 180 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.091
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1087.80 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 155.75 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 357.96 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 26 mm
= 170 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
06/04/2020
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.060
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 687.88 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 103.15 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 374.88 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 179 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M94 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601087.8/31206.4)1
= 276.53 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.96 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 24.94
Actual span / effective depth ratio
= 17.33 SAFE
Member M94 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.425 m
06/04/2020
Maximum shear force within zone, V
= 126.22 kN
v
= (V/bvd)
= 1.04 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 87.92 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 0.425 m to 6.575 m
Maximum shear force within zone, V
= 115.08 kN
v
= (V/bvd)
= 0.95 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 6.575 m to 6.999 m
Maximum shear force within zone, V
= 126.41 kN
v
= (V/bvd)
= 1.04 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 88.24 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M95 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M95 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 40.78 kNm
d
= 406 mm
d'
= 58 mm
3.4.5.3
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.024
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 385.70 mm
Asr
= (M/0.87 fyz)
= 264.29 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
= 452.39 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 262 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 131 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 432.83 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 66.78 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 160 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 42.55 mm
= 70.00 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.032
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 363.64 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 56.10 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 191 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 95 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M95 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460432.8/3452.4)1 = 293.41 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.23 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 31.98
Actual span / effective depth ratio
= 12.32 SAFE
Member M95 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 81.59 kN
v
= (V/bvd)
= 0.67 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
06/04/2020
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M96 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M96 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.017
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 191.61 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 29.56 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 271 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 136 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.021
06/04/2020
= 31.91 mm
= 53.15 kNm
= 36.30 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 235.26 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 221 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 111 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.016
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 180.56 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 27.86 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 288 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 144 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 31.91 mm
= 53.15 kNm
Member M96 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460235.3/3339.3)1 = 212.64 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.90 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 49.35
Actual span / effective depth ratio
= 9.85 SAFE
Member M96 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 56.70 kN
v
= (V/bvd)
= 0.47 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M97 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M97 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.044
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 493.43 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
06/04/2020
= 76.01 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.11 mm
= 565.49 mm2
3.4.5.3
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 176 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.066
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 761.76 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 113.28 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.76 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 162 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.040
K  K' hence compression steel not required.
06/04/2020
= 75.65 mm
= 119.02 kNm
= 68.56 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 444.40 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 156 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M97 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460761.8/3804.2)1 = 290.47 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.03 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 26.88
Actual span / effective depth ratio
= 14.85 SAFE
Member M97 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 105.30 kN
v
= (V/bvd)
= 0.86 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M98 Span 1
06/04/2020
3.4.5.3
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M98 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.035
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 388.43 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 59.93 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 178 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.050
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 561.92 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
06/04/2020
= 42.55 mm
= 70.00 kNm
= 85.91 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 382.21 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 154 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 412.16 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 63.59 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 168 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M98 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460561.9/3565.5)1 = 304.74 N/mm2
06/04/2020
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5
Hence, modified span / effective depth ratio
= 28.45
Actual span / effective depth ratio
= 13.55 SAFE
= 1.09 3.4.6.5
= 1.00 3.4.6.6
Member M98 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.499 m
Maximum shear force within zone, V
= 91.55 kN
v
= (V/bvd)
= 0.75 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M99 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M99 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.027
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 303.89 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 46.88 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
= 25 mm
= 94 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 171 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.038
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 431.18 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 66.52 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 161 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.029
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 327.35 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 42.55 mm
= 70.00 kNm
= 50.50 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 159 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M99 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460431.2/3452.4)1 = 292.29 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.24 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 32.12
Actual span / effective depth ratio
= 12.32 SAFE
Member M99 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 79.25 kN
v
= (V/bvd)
= 0.65 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M100 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M100 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.024
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 272.88 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 42.10 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 191 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 95 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.041
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 465.33 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 71.79 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 41 mm
= 186 mm
Largest actual space between tension bars
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.026
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 290.07 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 44.75 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 179 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M100 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460465.3/3565.5)1 = 252.35 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 1.35 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 35.00
Actual span / effective depth ratio
= 12.32 SAFE
Member M100 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 79.06 kN
v
= (V/bvd)
= 0.65 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M101 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M101 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.025
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 275.35 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 42.48 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 94 mm
= 189 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 94 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.032
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 357.12 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 55.10 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 194 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 97 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.027
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 305.95 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 47.20 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= (47000/fs) 300
= 25 mm
= 94 mm
= 170 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M101 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460357.1/3452.4)1 = 242.09 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.52 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 39.57
Actual span / effective depth ratio
= 9.85 SAFE
Member M101 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 83.65 kN
v
= (V/bvd)
= 0.69 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M102 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M102 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
06/04/2020
3.4.5.3
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.068
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 783.09 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 116.17 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 370.85 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 157 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.112
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1375.98 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 187.82 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 341.26 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 164 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
06/04/2020
= 138.52 mm
Moment capacity of section
= 198.61 kNm
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.067
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 775.29 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 115.11 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.18 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 159 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M102 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601376.0/31472.6)1
= 286.54 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.88 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 22.86
Actual span / effective depth ratio
= 15.02 SAFE
Member M102 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.535 m
Maximum shear force within zone, V
= 163.18 kN
v
= (V/bvd)
= 1.35 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
06/04/2020
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 90 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 90.63 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.535 m to 4.325 m
Maximum shear force within zone, V
= 87.06 kN
v
= (V/bvd)
= 0.73 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.325 m to 5.999 m
Maximum shear force within zone, V
= 162.83 kN
v
= (V/bvd)
= 1.34 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 100.30 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M103 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M103 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.056
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
06/04/2020
= 97.27 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 378.83 mm
3.4.5.3
Asr
= (M/0.87 fyz)
= 641.92 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 162 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.081
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 953.58 mm2
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 138.70 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 363.64 mm
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.74 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 36 mm
= (47000/fs) 300
= 162 mm
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 94.56 mm
= 145.35 kNm
= 102.29 kNm
d
= 406 mm
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.059
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 377.31 mm
Asr
= (M/0.87 fyz)
= 677.72 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
= 678.58 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 153 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Member M103 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460953.6/31005.3)1
= 290.89 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.97 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 25.10
Actual span / effective depth ratio
= 13.61 SAFE
Member M103 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.025 m
Maximum shear force within zone, V
= 139.51 kN
v
= (V/bvd)
= 1.15 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.22 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
06/04/2020
Minimum links zone: 1.025 m to 4.375 m
Maximum shear force within zone, V
= 95.89 kN
v
= (V/bvd)
= 0.79 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
High shear zone: 4.375 m to 5.499 m
Maximum shear force within zone, V
= 141.33 kN
v
= (V/bvd)
= 1.16 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 99.80 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M104 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M104 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.047
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 525.43 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 80.66 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.76 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 165 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.063
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 721.48 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 107.78 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 373.46 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 171 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.041
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 458.12 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
06/04/2020
= 75.65 mm
= 119.02 kNm
= 70.68 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 189 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 95 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M104 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460721.5/3804.2)1 = 275.11 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.09 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.41
Actual span / effective depth ratio
= 12.38 SAFE
Member M104 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.875 m
Maximum shear force within zone, V
= 121.46 kN
v
= (V/bvd)
= 1.00 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.10 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 0.875 m to 4.625 m
Maximum shear force within zone, V
= 109.93 kN
v
= (V/bvd)
= 0.90 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
06/04/2020
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 4.625 m to 4.999 m
Maximum shear force within zone, V
= 117.47 kN
v
= (V/bvd)
= 0.96 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 86.32 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M105 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M105 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.040
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 453.28 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 69.93 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= (47000/fs) 300
= 25 mm
= 41 mm
= 191 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 96 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.067
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 767.34 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 114.03 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.52 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 161 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.040
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 446.54 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 75.65 mm
= 119.02 kNm
= 68.89 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 41 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 155 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M105 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460767.3/3804.2)1 = 292.59 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.03 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 26.67
Actual span / effective depth ratio
= 12.38 SAFE
Member M105 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.875 m
Maximum shear force within zone, V
= 119.67 kN
v
= (V/bvd)
= 0.98 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 90.06 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 0.875 m to 3.875 m
Maximum shear force within zone, V
= 80.41 kN
v
= (V/bvd)
= 0.66 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.66
 1.00
/ 1.25 = 0.62 N/mm
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
06/04/2020
3.4.5.3
High shear zone: 3.875 m to 4.999 m
Maximum shear force within zone, V
= 119.26 kN
v
= (V/bvd)
= 0.98 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.48 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M106 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M106 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.027
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 300.78 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 46.40 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 173 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
06/04/2020
= 31.91 mm
Moment capacity of section
= 53.15 kNm
 OK
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.032
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 356.91 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 55.06 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 194 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 97 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.025
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 280.94 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 43.34 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 94 mm
= 185 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
06/04/2020
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M106 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460356.9/3452.4)1 = 241.95 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.52 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 39.59
Actual span / effective depth ratio
= 9.85 SAFE
Member M106 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 83.24 kN
v
= (V/bvd)
= 0.68 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M107 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M107 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
06/04/2020
= 115.36 kNm
d
= 404 mm
3.4.5.3
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.067
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 371.11 mm
Asr
= (M/0.87 fyz)
= 777.13 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
= 804.25 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 159 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.110
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1346.57 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 184.48 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 342.50 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 168 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 138.52 mm
= 198.61 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.066
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 762.11 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 113.32 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.74 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 162 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M107 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601346.6/31472.6)1
= 280.42 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.89 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 23.26
Actual span / effective depth ratio
= 15.02 SAFE
Member M107 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.575 m
Maximum shear force within zone, V
= 161.71 kN
v
= (V/bvd)
= 1.33 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
06/04/2020
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 99.02 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.575 m to 4.325 m
Maximum shear force within zone, V
= 85.58 kN
v
= (V/bvd)
= 0.71 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.325 m to 5.999 m
Maximum shear force within zone, V
= 161.03 kN
v
= (V/bvd)
= 1.33 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.66
 1.00
/ 1.25 = 0.62 N/mm
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 98.25 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M108 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M108 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.055
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 624.30 mm2
Tension Bars provided
= 4T16
06/04/2020
= 94.29 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 377.57 mm
3.4.5.3
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 197 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 99 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.081
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 949.05 mm2
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 138.12 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 363.83 mm
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.74 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 36 mm
= (47000/fs) 300
= 162 mm
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.061
06/04/2020
= 94.56 mm
= 145.35 kNm
= 104.26 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 695.90 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 374.54 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 177 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M108 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460949.0/31005.3)1
= 289.50 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.97 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 25.22
Actual span / effective depth ratio
= 13.61 SAFE
Member M108 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.025 m
Maximum shear force within zone, V
= 138.20 kN
v
= (V/bvd)
= 1.14 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 90.31 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.025 m to 4.375 m
06/04/2020
Maximum shear force within zone, V
= 98.53 kN
v
= (V/bvd)
= 0.81 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
High shear zone: 4.375 m to 5.499 m
Maximum shear force within zone, V
= 141.82 kN
v
= (V/bvd)
= 1.17 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 95.47 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M109 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M109 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.046
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 516.25 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
06/04/2020
= 79.33 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 384.15 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
= 25 mm
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 41 mm
= (47000/fs) 300
= 168 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.063
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 720.27 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 107.61 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 373.51 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 171 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.042
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 468.89 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
06/04/2020
= 75.65 mm
= 119.02 kNm
= 72.34 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 185 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 92 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M109 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460720.3/3804.2)1 = 274.65 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.09 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.45
Actual span / effective depth ratio
= 12.38 SAFE
Member M109 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.875 m
Maximum shear force within zone, V
= 120.86 kN
v
= (V/bvd)
= 0.99 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 92.08 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 0.875 m to 4.625 m
Maximum shear force within zone, V
= 110.52 kN
v
= (V/bvd)
= 0.91 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
06/04/2020
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.625 m to 4.999 m
Maximum shear force within zone, V
= 118.07 kN
v
= (V/bvd)
= 0.97 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 87.33 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M110 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M110 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.040
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 447.83 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 69.09 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 155 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
06/04/2020
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.067
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 768.59 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 114.20 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.47 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 160 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.040
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 449.81 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 75.65 mm
= 119.02 kNm
= 69.40 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 59 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 154 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M110 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460768.6/3804.2)1 = 293.07 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.02 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 26.63
Actual span / effective depth ratio
= 12.38 SAFE
Member M110 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.875 m
Maximum shear force within zone, V
= 119.40 kN
v
= (V/bvd)
= 0.98 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.73 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 0.875 m to 3.875 m
Maximum shear force within zone, V
= 80.26 kN
v
= (V/bvd)
= 0.66 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 3.875 m to 4.999 m
06/04/2020
3.4.5.3
Maximum shear force within zone, V
= 119.53 kN
v
= (V/bvd)
= 0.98 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.93 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M111 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M111 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.024
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 263.81 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 40.70 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 197 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 99 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
06/04/2020
= 31.91 mm
= 53.15 kNm
 OK
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.021
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 233.21 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 35.98 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 223 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 111 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.010
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 112.45 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 17.35 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 94 mm
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
06/04/2020
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M111 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460233.2/3339.3)1 = 210.79 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.91 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 49.74
Actual span / effective depth ratio
= 9.85 SAFE
Member M111 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 62.11 kN
v
= (V/bvd)
= 0.51 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M112 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M112 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 74.70 kNm
d
= 406 mm
d'
= 58 mm
3.4.5.3
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.043
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 385.49 mm
Asr
= (M/0.87 fyz)
= 484.43 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
= 565.49 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 179 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.065
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 751.15 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 111.83 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 372.21 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 164 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 75.65 mm
= 119.02 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 411.46 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 63.48 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 169 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M112 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460751.2/3804.2)1 = 286.42 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.05 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.27
Actual span / effective depth ratio
= 14.85 SAFE
Member M112 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 104.29 kN
v
= (V/bvd)
= 0.86 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm2
0.5vc < v < (vc + 0.4), hence provide nominal links
06/04/2020
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M113 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M113 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.032
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 357.09 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 55.09 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 194 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 97 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.049
06/04/2020
= 42.55 mm
= 70.00 kNm
= 85.41 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 558.45 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 382.36 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 155 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 435.81 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 67.24 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 159 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 42.55 mm
= 70.00 kNm
Member M113 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460558.4/3565.5)1 = 302.85 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.10 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.66
Actual span / effective depth ratio
= 13.55 SAFE
Member M113 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.499 m
Maximum shear force within zone, V
= 92.68 kN
v
= (V/bvd)
= 0.76 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M114 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M114 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.025
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 279.58 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
06/04/2020
= 43.13 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
3.4.5.3
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 248 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 124 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.038
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 429.35 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 66.24 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 161 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.032
K  K' hence compression steel not required.
06/04/2020
= 42.55 mm
= 70.00 kNm
= 54.82 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 355.32 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 195 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 98 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M114 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460429.4/3452.4)1 = 291.05 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.24 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 32.29
Actual span / effective depth ratio
= 12.32 SAFE
Member M114 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 80.86 kN
v
= (V/bvd)
= 0.66 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M115 Span 1
06/04/2020
3.4.5.3
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M115 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.023
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 253.95 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 39.18 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 205 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 102 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.042
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 468.18 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
06/04/2020
= 31.91 mm
= 53.15 kNm
= 72.23 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 185 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.027
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 303.30 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 46.79 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 171 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M115 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460468.2/3565.5)1 = 253.90 N/mm2
06/04/2020
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5
Hence, modified span / effective depth ratio
= 34.78
Actual span / effective depth ratio
= 12.32 SAFE
= 1.34 3.4.6.5
= 1.00 3.4.6.6
Member M115 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 80.05 kN
v
= (V/bvd)
= 0.66 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M140 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M140 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.043
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 479.70 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 74.01 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
= 25 mm
= 41 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 181 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.058
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 666.58 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 100.73 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 377.78 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 156 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.035
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 393.60 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 63.83 mm
= 102.41 kNm
= 60.72 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 176 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M140 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460666.6/3678.6)1 = 301.24 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.05 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.27
Actual span / effective depth ratio
= 14.78 SAFE
Member M140 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 99.72 kN
v
= (V/bvd)
= 0.82 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M141 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M141 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.054
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 616.84 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 93.73 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.89 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 169 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.082
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 967.15 mm2
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 140.45 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 363.06 mm
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.74 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 36 mm
= 159 mm
Largest actual space between tension bars
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 94.56 mm
= 145.35 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.055
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 629.83 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 95.57 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.34 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 165 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Member M141 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460967.1/31005.3)1
= 295.03 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.95 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 24.76
Actual span / effective depth ratio
= 17.33 SAFE
Member M141 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 6.999 m
Maximum shear force within zone, V
= 118.39 kN
v
= (V/bvd)
= 0.97 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M142 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M142 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.022
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 248.61 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 38.35 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 59 mm
= 279 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 139 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 417.22 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 64.37 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 166 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.032
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 361.03 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 55.70 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= (47000/fs) 300
= 25 mm
= 59 mm
= 192 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 96 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M142 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460417.2/3452.4)1 = 282.83 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.28 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 33.41
Actual span / effective depth ratio
= 12.32 SAFE
Member M142 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 80.36 kN
v
= (V/bvd)
= 0.66 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M143 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M143 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
06/04/2020
3.4.5.3
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.073
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 848.93 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 124.31 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 366.07 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 170 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.102
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1233.95 mm2
Tension Bars provided
= 4T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 172.64 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 349.77 mm
= 1256.64 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.93 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 48 mm
= (47000/fs) 300
= 156 mm
= 48 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
06/04/2020
= 118.20 mm
Moment capacity of section
= 175.33 kNm
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.060
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 686.48 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 102.41 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 372.94 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 210 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 105 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M143 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601233.9/31256.6)1
= 301.13 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.88 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 22.84
Actual span / effective depth ratio
= 14.93 SAFE
Member M143 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.075 m
Maximum shear force within zone, V
= 160.11 kN
v
= (V/bvd)
= 1.33 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
06/04/2020
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.34 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.075 m to 4.825 m
Maximum shear force within zone, V
= 108.08 kN
v
= (V/bvd)
= 0.90 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.825 m to 5.999 m
Maximum shear force within zone, V
= 152.81 kN
v
= (V/bvd)
= 1.27 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 84.99 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M144 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M144 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.096
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
06/04/2020
= 164.33 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 355.02 mm
3.4.5.3
Asr
= (M/0.87 fyz)
= 1157.22 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 160 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.153
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 2037.25 mm2
Tension Bars provided
= 3T32
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 252.43 kNm
d
= 396 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 309.77 mm
= 2412.74 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.79 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 64 mm
= (47000/fs) 300
= 182 mm
= 64 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 91 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 226.95 mm
= 283.62 kNm
= 164.54 kNm
d
= 404 mm
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.096
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 354.95 mm
Asr
= (M/0.87 fyz)
= 1158.91 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
= 1206.37 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 160 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Member M144 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24602037.3/32412.7)1
= 258.94 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.84 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 21.84
Actual span / effective depth ratio
= 17.68 SAFE
Member M144 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.815 m
Maximum shear force within zone, V
= 196.70 kN
v
= (V/bvd)
= 1.62 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 88.58 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
06/04/2020
Minimum links zone: 1.815 m to 5.165 m
Maximum shear force within zone, V
= 93.58 kN
v
= (V/bvd)
= 0.79 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
High shear zone: 5.165 m to 6.999 m
Maximum shear force within zone, V
= 196.76 kN
v
= (V/bvd)
= 1.62 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 88.63 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M145 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M145 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.038
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 421.05 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 64.64 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.80 mm
= 603.19 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 220 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 110 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.060
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 689.44 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 103.37 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 374.82 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 179 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.051
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 578.93 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
06/04/2020
= 75.65 mm
= 119.02 kNm
= 87.88 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.49 mm
= 603.19 mm2
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 160 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Member M145 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460689.4/3804.2)1 = 262.89 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.14 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 29.71
Actual span / effective depth ratio
= 12.38 SAFE
Member M145 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.325 m
Maximum shear force within zone, V
= 113.18 kN
v
= (V/bvd)
= 0.93 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.325 m to 4.999 m
Maximum shear force within zone, V
= 122.48 kN
v
= (V/bvd)
= 1.01 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2
06/04/2020
3.4.5.3
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.20 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M146 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M146 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.075
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 872.92 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 127.46 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 365.05 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 165 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 88.65 mm
= 136.51 kNm
= 183.03 kNm
d
= 400 mm
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.109
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 343.04 mm
Asr
= (M/0.87 fyz)
= 1333.91 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
= 1472.62 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 169 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 138.52 mm
= 198.61 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.065
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 749.49 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 111.01 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 370.28 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 193 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 96 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 88.65 mm
= 136.51 kNm
Member M146 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601333.9/31472.6)1
= 277.78 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.90 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 23.44
Actual span / effective depth ratio
= 15.02 SAFE
Member M146 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.575 m
Maximum shear force within zone, V
= 165.34 kN
v
= (V/bvd)
= 1.37 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.78
 1.00
/ 1.25 = 0.65 N/mm
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 99.33 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.575 m to 4.325 m
Maximum shear force within zone, V
= 84.38 kN
v
= (V/bvd)
= 0.70 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.325 m to 5.999 m
Maximum shear force within zone, V
= 159.86 kN
v
= (V/bvd)
= 1.33 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.05 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
06/04/2020
3.4.5.3
Member M147 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M147 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.103
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1251.20 mm2
Tension Bars provided
= 4T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 174.69 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 349.04 mm
= 1256.64 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.93 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 48 mm
= (47000/fs) 300
= 154 mm
= 48 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 118.20 mm
= 175.33 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
= 274.53 kNm
Effective depth of tension reinforcement
d
= 396 mm
Depth to compression reinforcement
d'
= 48 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.167
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 307.65 mm
x
= (d-z)/0.45
= 196.34 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 126.90 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2214.23 mm2
06/04/2020
Tension Bars provided
= 3T32
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 2412.74 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.79 %
Compression Bars provided
= 2T20
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
= 628.32 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 1.18 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 64 mm
= (47000/fs) 300
= 167 mm
= 64 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 167.85 mm
= 316.20 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.103
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1249.31 mm2
Tension Bars provided
= 4T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 174.46 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 349.12 mm
= 1256.64 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.93 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 48 mm
= (47000/fs) 300
= 154 mm
= 48 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
06/04/2020
= 118.20 mm
= 175.33 kNm
 OK
Member M147 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24602214.2/32412.7)1
= 281.44 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.79 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.15 3.4.6.6
Hence, modified span / effective depth ratio
= 23.68
Actual span / effective depth ratio
= 17.68 SAFE
Member M147 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.815 m
Maximum shear force within zone, V
= 207.81 kN
v
= (V/bvd)
= 1.72 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.22 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.815 m to 5.165 m
Maximum shear force within zone, V
= 101.64 kN
v
= (V/bvd)
= 0.86 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 5.165 m to 6.999 m
Maximum shear force within zone, V
= 207.75 kN
v
= (V/bvd)
= 1.72 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.16 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
06/04/2020
3.4.5.3
Member M148 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M148 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.041
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 463.05 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 71.44 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 187 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 94 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.061
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 699.55 mm2
Tension Bars provided
= 4T16
06/04/2020
= 53.19 mm
= 86.42 kNm
= 104.76 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 374.39 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 176 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.050
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 562.05 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 85.93 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 382.21 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 154 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M148 Span 1
Detailed BS8110 Span / Effective Depth Check
06/04/2020
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460699.6/3804.2)1 = 266.75 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.13 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 29.29
Actual span / effective depth ratio
= 12.38 SAFE
Member M148 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 3.875 m
Maximum shear force within zone, V
= 116.57 kN
v
= (V/bvd)
= 0.96 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 98.91 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 3.875 m to 4.999 m
Maximum shear force within zone, V
= 122.36 kN
v
= (V/bvd)
= 1.00 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.63 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M149 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M149 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
06/04/2020
= 126.38 kNm
Effective depth of tension reinforcement
d
= 402 mm
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.074
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 365.40 mm
Asr
= (M/0.87 fyz)
= 864.65 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
= 942.48 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 167 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.107
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1308.41 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 180.10 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 344.12 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 172 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
06/04/2020
= 138.52 mm
= 198.61 kNm
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.064
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 732.36 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 108.68 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.00 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 197 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 99 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M149 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601308.4/31472.6)1
= 272.47 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.92 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 23.81
Actual span / effective depth ratio
= 15.02 SAFE
Member M149 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.575 m
Maximum shear force within zone, V
= 163.91 kN
v
= (V/bvd)
= 1.36 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
06/04/2020
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.69 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.575 m to 4.325 m
Maximum shear force within zone, V
= 82.95 kN
v
= (V/bvd)
= 0.69 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.325 m to 5.999 m
Maximum shear force within zone, V
= 158.01 kN
v
= (V/bvd)
= 1.31 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 90.94 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M150 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M150 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.099
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1198.58 mm2
06/04/2020
= 169.37 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 353.27 mm
3.4.5.3
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 154 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
= 264.00 kNm
Effective depth of tension reinforcement
d
= 396 mm
Depth to compression reinforcement
d'
= 46 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.160
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 307.65 mm
x
= (d-z)/0.45
= 196.34 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 50.96 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2138.29 mm2
Tension Bars provided
= 3T32
Actual area of tension reinforcement
= 2412.74 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 1.79 %
Compression Bars provided
= 2T16
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
= 402.12 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 0.75 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 64 mm
= 173 mm
= 64 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 189.12 mm
= 306.33 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.099
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1206.11 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 170.28 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 352.95 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 153 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Member M150 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24602138.3/32412.7)1
= 271.78 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.81 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.10 3.4.6.6
Hence, modified span / effective depth ratio
= 23.27
Actual span / effective depth ratio
= 17.68 SAFE
Member M150 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.815 m
Maximum shear force within zone, V
= 202.74 kN
v
= (V/bvd)
= 1.67 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
06/04/2020
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
3.4.5.4
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.40 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.815 m to 5.165 m
Maximum shear force within zone, V
= 98.65 kN
v
= (V/bvd)
= 0.83 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 5.165 m to 6.999 m
Maximum shear force within zone, V
= 203.00 kN
v
= (V/bvd)
= 1.67 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  1.00
 1.00
/ 1.25 = 0.71 N/mm
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M151 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M151 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.040
K  K' hence compression steel not required.
06/04/2020
= 69.75 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
3.4.5.3
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 452.10 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 153 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.062
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 708.28 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 105.96 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 374.02 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 174 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
06/04/2020
= 75.65 mm
= 119.02 kNm
= 85.21 kNm
d
= 406 mm
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.049
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 382.42 mm
Asr
= (M/0.87 fyz)
= 557.08 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
= 565.49 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 156 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M151 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460708.3/3804.2)1 = 270.07 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.11 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.93
Actual span / effective depth ratio
= 12.38 SAFE
Member M151 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.425 m
Maximum shear force within zone, V
= 116.37 kN
v
= (V/bvd)
= 0.96 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 92.57 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
06/04/2020
OK
Minimum links zone: 0.425 m to 3.875 m
Maximum shear force within zone, V
= 92.33 kN
v
= (V/bvd)
= 0.76 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
High shear zone: 3.875 m to 4.999 m
Maximum shear force within zone, V
= 122.56 kN
v
= (V/bvd)
= 1.01 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.96 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M152 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M152 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.076
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 884.02 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 128.92 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 364.58 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 163 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.106
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1289.79 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 177.94 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 344.91 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 175 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.061
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 694.88 mm2
Tension Bars provided
= 3T20
06/04/2020
= 138.52 mm
= 198.61 kNm
= 103.56 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 372.59 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 208 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 104 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M152 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2fy As req/3As prov)b)
= (24601289.8/31472.6)1
= 268.59 N/mm2 3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.93 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 24.08
Actual span / effective depth ratio
= 15.02 SAFE
Member M152 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.575 m
Maximum shear force within zone, V
= 163.96 kN
v
= (V/bvd)
= 1.36 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.75 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.575 m to 4.325 m
Maximum shear force within zone, V
= 87.83 kN
v
= (V/bvd)
= 0.73 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
06/04/2020
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 4.325 m to 5.999 m
Maximum shear force within zone, V
= 155.51 kN
v
= (V/bvd)
= 1.29 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 88.07 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M153 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M153 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.098
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1183.35 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 167.52 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 353.91 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 26 mm
= 156 mm
Largest actual space between tension bars
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
= 257.19 kNm
Effective depth of tension reinforcement
d
= 396 mm
Depth to compression reinforcement
d'
= 46 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.156
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 307.65 mm
x
= (d-z)/0.45
= 196.34 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 2.31 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2089.64 mm2
Tension Bars provided
= 3T32
Actual area of tension reinforcement
= 2412.74 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 1.79 %
Compression Bars provided
= 2T16
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
= 402.12 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 0.75 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 64 mm
= (47000/fs) 300
= 177 mm
= 64 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.098
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
06/04/2020
= 189.12 mm
= 306.33 kNm
= 168.21 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 353.67 mm
Asr
= (M/0.87 fyz)
= 1189.04 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 155 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Member M153 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24602089.6/32412.7)1
= 265.60 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.83 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.10 3.4.6.6
Hence, modified span / effective depth ratio
= 23.67
Actual span / effective depth ratio
= 17.68 SAFE
Member M153 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.815 m
Maximum shear force within zone, V
= 199.90 kN
v
= (V/bvd)
= 1.65 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 91.14 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.815 m to 5.165 m
Maximum shear force within zone, V
v
= (V/bvd)
= 0.86 N/mm2
06/04/2020
= 102.33 kN
3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2
3.4.5.4
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 5.165 m to 6.999 m
Maximum shear force within zone, V
= 200.10 kN
v
= (V/bvd)
= 1.65 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 70 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 91.29 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M154 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M154 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.038
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 421.99 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 64.78 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.80 mm
= 603.19 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.45 %
= 25 mm
= 88 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 219 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 110 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.062
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 712.63 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 106.56 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 373.84 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 173 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.052
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 586.69 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 75.65 mm
= 119.02 kNm
= 88.98 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.17 mm
= 603.19 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 158 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Member M154 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460712.6/3804.2)1 = 271.73 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.11 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.76
Actual span / effective depth ratio
= 12.38 SAFE
Member M154 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.875 m
Maximum shear force within zone, V
= 114.63 kN
v
= (V/bvd)
= 0.95 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 3.875 m to 4.999 m
Maximum shear force within zone, V
= 124.30 kN
v
= (V/bvd)
= 1.03 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
06/04/2020
3.4.5.3
= 96.32 mm2
3.4.5.3
area of links provided (2R8), Asv
OK
= 100.53 mm2
Member M155 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M155 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.046
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 521.78 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 80.13 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.91 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 166 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.064
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
06/04/2020
= 53.19 mm
= 86.42 kNm
= 108.96 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 373.10 mm
Asr
= (M/0.87 fyz)
= 730.11 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 169 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 413.51 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 63.80 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 168 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Member M155 Span 1
06/04/2020
= 42.55 mm
= 70.00 kNm
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460730.1/3804.2)1 = 278.40 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.08 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.07
Actual span / effective depth ratio
= 14.85 SAFE
Member M155 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 105.14 kN
v
= (V/bvd)
= 0.86 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M156 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M156 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.060
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 683.07 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 102.48 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 375.09 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 180 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.091
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1086.48 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 155.59 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 358.01 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 170 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.060
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 690.31 mm2
Tension Bars provided
= 4T16
06/04/2020
= 113.47 mm
= 170.31 kNm
= 103.49 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 374.78 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 179 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M156 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601086.5/31206.4)1
= 276.19 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.96 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 24.97
Actual span / effective depth ratio
= 17.33 SAFE
Member M156 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.425 m
Maximum shear force within zone, V
= 126.17 kN
v
= (V/bvd)
= 1.04 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 87.84 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 0.425 m to 6.575 m
Maximum shear force within zone, V
= 115.13 kN
v
= (V/bvd)
= 0.95 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
06/04/2020
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 6.575 m to 6.999 m
Maximum shear force within zone, V
= 126.46 kN
v
= (V/bvd)
= 1.04 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 88.33 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M157 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M157 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.023
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 256.66 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 39.60 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 59 mm
= 270 mm
Largest actual space between tension bars
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 135 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 433.06 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 66.81 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 160 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.033
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 370.81 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
06/04/2020
= 42.55 mm
= 70.00 kNm
= 57.21 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 59 mm
= (47000/fs) 300
= 187 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M157 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460433.1/3452.4)1 = 293.57 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.23 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 31.96
Actual span / effective depth ratio
= 12.32 SAFE
Member M157 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 82.05 kN
v
= (V/bvd)
= 0.67 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M158 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M158 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.018
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 198.44 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 30.62 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 262 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 131 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.021
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 235.15 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 36.28 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= (47000/fs) 300
= 25 mm
= 94 mm
= 221 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 111 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.016
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 173.96 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 26.84 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M158 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460235.1/3339.3)1 = 212.54 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.90 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 49.38
Actual span / effective depth ratio
= 9.85 SAFE
Member M158 Span 1
Detailed BS8110 Shear Reinforcement
06/04/2020
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 57.22 kN
v
= (V/bvd)
= 0.47 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M159 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M159 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.044
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 494.05 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 76.10 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.09 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 41 mm
= 175 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.066
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 760.32 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 113.08 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.82 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 162 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.040
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 446.35 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 68.86 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 155 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
06/04/2020
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M159 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460760.3/3804.2)1 = 289.92 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.04 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 26.93
Actual span / effective depth ratio
= 14.85 SAFE
Member M159 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 105.26 kN
v
= (V/bvd)
= 0.86 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M160 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M160 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
06/04/2020
= 59.60 kNm
3.4.5.3
Effective depth of tension reinforcement
d
= 406 mm
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.034
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 385.70 mm
Asr
= (M/0.87 fyz)
= 386.33 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
= 452.39 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 179 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.050
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 562.27 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 85.96 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 382.20 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 154 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
06/04/2020
= 53.19 mm
= 86.42 kNm
 OK
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 413.62 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 63.81 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 168 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M160 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460562.3/3565.5)1 = 304.92 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.09 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.43
Actual span / effective depth ratio
= 13.55 SAFE
Member M160 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.499 m
Maximum shear force within zone, V
= 91.65 kN
v
= (V/bvd)
= 0.75 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
06/04/2020
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
Member M161 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M161 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.027
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 303.81 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 46.87 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 171 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 31.91 mm
= 53.15 kNm
= 66.44 kNm
d
= 406 mm
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.038
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 385.70 mm
Asr
= (M/0.87 fyz)
= 430.66 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
= 452.39 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 161 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.029
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 328.47 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 50.68 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 158 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 31.91 mm
= 53.15 kNm
Member M161 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460430.7/3452.4)1 = 291.94 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.24 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 32.17
Actual span / effective depth ratio
= 12.32 SAFE
Member M161 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 79.29 kN
v
= (V/bvd)
= 0.65 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.28
 1.00
/ 1.25 = 0.46 N/mm
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M162 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M162 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.024
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 267.16 mm2
Tension Bars provided
= 3T12
06/04/2020
= 41.22 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
3.4.5.3
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 195 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 97 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.041
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 465.20 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 71.77 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 186 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.026
06/04/2020
= 53.19 mm
= 86.42 kNm
= 45.68 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 296.05 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 176 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M162 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460465.2/3565.5)1 = 252.28 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.35 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 35.01
Actual span / effective depth ratio
= 12.32 SAFE
Member M162 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 79.42 kN
v
= (V/bvd)
= 0.65 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M163 Span 1
06/04/2020
3.4.5.3
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M163 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.026
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 287.23 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 44.31 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 181 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 91 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.032
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 358.74 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
06/04/2020
= 31.91 mm
= 53.15 kNm
= 55.35 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 193 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 97 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.026
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 290.84 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 44.87 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 179 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M163 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
06/04/2020
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460358.7/3452.4)1 = 243.18 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.51 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 39.39
Actual span / effective depth ratio
= 9.85 SAFE
Member M163 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 82.61 kN
v
= (V/bvd)
= 0.68 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M164 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M164 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.071
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 816.27 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 119.97 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 367.45 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
= 25 mm
= 82 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 177 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.111
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1363.76 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 186.44 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 341.77 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 165 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.067
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 772.18 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 138.52 mm
= 198.61 kNm
= 114.07 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 369.31 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 187 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 94 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M164 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601363.8/31472.6)1
= 284.00 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.89 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 23.02
Actual span / effective depth ratio
= 15.02 SAFE
Member M164 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.575 m
Maximum shear force within zone, V
= 163.99 kN
v
= (V/bvd)
= 1.36 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.78 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.575 m to 4.325 m
Maximum shear force within zone, V
= 87.87 kN
v
= (V/bvd)
= 0.73 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
06/04/2020
3.4.5.3
minimum area of links = 0.4 bv sv / 0.87 fyv
area of links provided (2R8), Asv
OK
= 96.60 mm2
= 100.53 mm
2
High shear zone: 4.325 m to 5.999 m
Maximum shear force within zone, V
= 162.02 kN
v
= (V/bvd)
= 1.34 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 95.53 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M165 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M165 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.055
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 625.73 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 94.99 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.51 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 30 mm
= 166 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
06/04/2020
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.082
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 968.07 mm2
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 140.57 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 363.02 mm
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.74 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 36 mm
= (47000/fs) 300
= 159 mm
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 94.56 mm
= 145.35 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.058
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 667.27 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 100.83 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 377.76 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 30 mm
= 156 mm
Largest actual space between tension bars
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Member M165 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460968.1/31005.3)1
= 295.31 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.95 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 24.74
Actual span / effective depth ratio
= 13.61 SAFE
Member M165 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.025 m
Maximum shear force within zone, V
= 139.36 kN
v
= (V/bvd)
= 1.14 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.01 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.025 m to 4.375 m
Maximum shear force within zone, V
= 96.04 kN
v
= (V/bvd)
= 0.79 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.375 m to 5.499 m
Maximum shear force within zone, V
v
= (V/bvd)
= 1.16 N/mm2
06/04/2020
= 141.48 kN
3.4.5.2
3.4.5.3
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
3.4.5.4
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 100.02 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M166 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M166 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.046
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 514.41 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 79.06 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 384.23 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 168 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 53.19 mm
= 86.42 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.062
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 711.86 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 106.46 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 373.87 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 173 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.043
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 485.93 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 74.92 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.43 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 41 mm
= 178 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M166 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460711.9/3804.2)1 = 271.44 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.11 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.79
Actual span / effective depth ratio
= 12.38 SAFE
Member M166 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.875 m
Maximum shear force within zone, V
= 120.29 kN
v
= (V/bvd)
= 0.99 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 91.12 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 0.875 m to 4.625 m
Maximum shear force within zone, V
= 111.09 kN
v
= (V/bvd)
= 0.91 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.37
 1.00
/ 1.25 = 0.51 N/mm
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.53 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.625 m to 4.999 m
Maximum shear force within zone, V
= 118.64 kN
v
= (V/bvd)
= 0.97 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
06/04/2020
3.4.5.3
= 88.30 mm2
area of links provided (2R8), Asv
OK
= 100.53 mm2
Member M167 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M167 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 442.94 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 68.34 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 157 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.067
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
06/04/2020
= 42.55 mm
= 70.00 kNm
= 114.34 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.43 mm
Asr
= (M/0.87 fyz)
= 769.58 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 160 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.040
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 452.96 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 69.88 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 191 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 96 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Member M167 Span 1
06/04/2020
= 53.19 mm
= 86.42 kNm
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460769.6/3804.2)1 = 293.45 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.02 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 26.59
Actual span / effective depth ratio
= 12.38 SAFE
Member M167 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.875 m
Maximum shear force within zone, V
= 119.16 kN
v
= (V/bvd)
= 0.98 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.31 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 0.875 m to 3.875 m
Maximum shear force within zone, V
= 80.51 kN
v
= (V/bvd)
= 0.66 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 3.875 m to 4.999 m
Maximum shear force within zone, V
= 119.77 kN
v
= (V/bvd)
= 0.98 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 90.23 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M168 Span 1
Detailed BS8110 Design Requirements
06/04/2020
3.4.5.3
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M168 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.027
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 302.25 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 46.63 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 172 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.032
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 359.49 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 31.91 mm
= 53.15 kNm
= 55.46 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 193 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 96 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.024
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 274.33 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 42.32 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 190 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 95 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M168 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460359.5/3452.4)1 = 243.69 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.51 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
06/04/2020
Hence, modified span / effective depth ratio
Actual span / effective depth ratio
= 39.31
= 9.85 SAFE
Member M168 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 83.55 kN
v
= (V/bvd)
= 0.69 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.28
 1.00
/ 1.25 = 0.46 N/mm
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M169 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M169 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.070
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 810.14 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 119.16 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 367.71 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 82 mm
= 178 mm
Largest actual space between tension bars
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.109
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1332.55 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 182.88 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 343.10 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 169 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.066
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 762.25 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
06/04/2020
= 138.52 mm
= 198.61 kNm
= 112.73 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 369.74 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
= 25 mm
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 82 mm
= (47000/fs) 300
= 189 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 95 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M169 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601332.6/31472.6)1
= 277.50 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.90 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 23.46
Actual span / effective depth ratio
= 15.02 SAFE
Member M169 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.575 m
Maximum shear force within zone, V
= 162.44 kN
v
= (V/bvd)
= 1.35 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 96.01 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.575 m to 4.325 m
Maximum shear force within zone, V
= 86.31 kN
v
= (V/bvd)
= 0.72 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
06/04/2020
3.4.5.3
High shear zone: 4.325 m to 5.999 m
Maximum shear force within zone, V
= 160.30 kN
v
= (V/bvd)
= 1.33 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.56 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M170 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M170 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.054
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 613.76 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 93.30 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 380.02 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 30 mm
= 169 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.082
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 962.26 mm2
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 139.82 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 363.27 mm
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.74 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 36 mm
= (47000/fs) 300
= 160 mm
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 94.56 mm
= 145.35 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.059
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 674.49 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 101.83 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 377.45 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 154 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
06/04/2020
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Member M170 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460962.3/31005.3)1
= 293.53 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.96 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 24.88
Actual span / effective depth ratio
= 13.61 SAFE
Member M170 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.025 m
Maximum shear force within zone, V
= 138.46 kN
v
= (V/bvd)
= 1.14 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 95.74 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.025 m to 4.375 m
Maximum shear force within zone, V
= 98.27 kN
v
= (V/bvd)
= 0.81 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
High shear zone: 4.375 m to 5.499 m
Maximum shear force within zone, V
= 141.56 kN
v
= (V/bvd)
= 1.16 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
06/04/2020
3.4.5.3
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 100.13 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M171 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M171 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.045
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 507.88 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 78.11 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 384.50 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 171 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 53.19 mm
= 86.42 kNm
= 106.61 kNm
d
= 404 mm
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.062
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 373.82 mm
Asr
= (M/0.87 fyz)
= 712.96 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
= 804.25 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 173 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.044
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 490.37 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 75.56 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.24 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 177 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 53.19 mm
= 86.42 kNm
Member M171 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460713.0/3804.2)1 = 271.86 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.11 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.74
Actual span / effective depth ratio
= 12.38 SAFE
Member M171 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.875 m
Maximum shear force within zone, V
= 119.97 kN
v
= (V/bvd)
= 0.99 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.46
 1.00
/ 1.25 = 0.55 N/mm
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 90.57 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 0.875 m to 4.625 m
Maximum shear force within zone, V
= 111.41 kN
v
= (V/bvd)
= 0.91 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 98.17 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
High shear zone: 4.625 m to 4.999 m
Maximum shear force within zone, V
= 118.96 kN
v
= (V/bvd)
= 0.98 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 88.84 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
06/04/2020
Member M172 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M172 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 438.14 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 67.60 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 158 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.067
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 770.24 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
06/04/2020
= 42.55 mm
= 70.00 kNm
= 114.43 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.40 mm
= 804.25 mm2
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 160 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.041
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 456.60 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 70.44 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 190 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 95 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M172 Span 1
Detailed BS8110 Span / Effective Depth Check
06/04/2020
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460770.2/3804.2)1 = 293.70 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.02 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 26.57
Actual span / effective depth ratio
= 12.38 SAFE
Member M172 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.875 m
Maximum shear force within zone, V
= 118.90 kN
v
= (V/bvd)
= 0.98 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 96.86 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 0.875 m to 3.875 m
Maximum shear force within zone, V
= 80.77 kN
v
= (V/bvd)
= 0.67 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 3.875 m to 4.999 m
Maximum shear force within zone, V
= 120.03 kN
v
= (V/bvd)
= 0.99 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 90.68 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M173 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
06/04/2020
Rectangular section
3.4.5.3
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M173 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.019
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 209.99 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 32.40 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 248 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 124 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.021
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 235.88 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 31.91 mm
= 53.15 kNm
= 36.39 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
= 25 mm
= 94 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 220 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 110 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.014
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 160.94 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 24.83 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M173 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460235.9/3339.3)1 = 213.20 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.89 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 49.24
Actual span / effective depth ratio
= 9.85 SAFE
06/04/2020
Member M173 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 58.16 kN
v
= (V/bvd)
= 0.48 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M174 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M174 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.043
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 488.32 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 75.27 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.33 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 177 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
06/04/2020
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.064
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 733.51 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 109.43 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 372.95 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 168 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 438.99 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 75.65 mm
= 119.02 kNm
= 67.73 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 41 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 158 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M174 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460733.5/3804.2)1 = 279.69 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.07 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.94
Actual span / effective depth ratio
= 14.85 SAFE
Member M174 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 103.68 kN
v
= (V/bvd)
= 0.85 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M175 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M175 Span 1
06/04/2020
3.4.5.3
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.034
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 377.64 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 58.26 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 184 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 92 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.049
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 556.96 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 85.20 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 382.43 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 41 mm
= 156 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
06/04/2020
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 418.04 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 64.50 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 166 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M175 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460557.0/3565.5)1 = 302.04 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.11 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.75
Actual span / effective depth ratio
= 13.55 SAFE
Member M175 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.499 m
06/04/2020
Maximum shear force within zone, V
= 91.61 kN
v
= (V/bvd)
= 0.75 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M176 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M176 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.026
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 295.37 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 45.57 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 176 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
06/04/2020
= 31.91 mm
= 53.15 kNm
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.038
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 431.86 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 66.63 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 161 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.030
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 334.53 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 51.61 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 94 mm
= 155 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
06/04/2020
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M176 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460431.9/3452.4)1 = 292.75 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.23 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 32.06
Actual span / effective depth ratio
= 12.32 SAFE
Member M176 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 79.74 kN
v
= (V/bvd)
= 0.65 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M177 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M177 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 40.78 kNm
d
= 406 mm
d'
= 58 mm
3.4.5.3
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.024
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 385.70 mm
Asr
= (M/0.87 fyz)
= 264.30 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
= 339.29 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 197 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 98 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.042
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 465.90 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 71.88 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 186 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 53.19 mm
= 86.42 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.027
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 297.51 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 45.90 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 175 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M177 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460465.9/3565.5)1 = 252.66 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.34 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 34.95
Actual span / effective depth ratio
= 12.32 SAFE
Member M177 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 79.55 kN
v
= (V/bvd)
= 0.65 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
06/04/2020
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M226 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M226 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.049
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 559.58 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 85.57 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 382.31 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 155 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.066
06/04/2020
= 53.19 mm
= 86.42 kNm
= 112.56 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 756.46 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 371.98 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 163 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.036
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 403.85 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 62.31 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 172 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 42.55 mm
= 70.00 kNm
Member M226 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460756.5/3804.2)1 = 288.45 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.04 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.07
Actual span / effective depth ratio
= 14.85 SAFE
Member M226 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 110.99 kN
v
= (V/bvd)
= 0.91 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M227 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M227 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.061
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 696.09 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
06/04/2020
= 104.28 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 374.54 mm
= 804.25 mm2
3.4.5.3
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 177 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.091
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1092.21 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 156.30 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 357.77 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 169 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
= 113.47 mm
= 170.31 kNm
 OK
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.062
K  K' hence compression steel not required.
06/04/2020
= 105.72 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 706.49 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 374.10 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 174 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M227 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601092.2/31206.4)1
= 277.64 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.96 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 24.86
Actual span / effective depth ratio
= 17.33 SAFE
Member M227 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.725 m
Maximum shear force within zone, V
= 129.92 kN
v
= (V/bvd)
= 1.07 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.24 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 0.725 m to 6.125 m
Maximum shear force within zone, V
06/04/2020
= 100.68 kN
v
= (V/bvd)
= 0.83 N/mm2 3.4.5.2
2
 0.8 fcu and 5 N/mm
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
3.4.5.4
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 6.125 m to 6.999 m
Maximum shear force within zone, V
= 130.33 kN
v
= (V/bvd)
= 1.08 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.94 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M228 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M228 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.022
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 250.73 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 38.68 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 59 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 277 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 138 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.042
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 465.75 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 71.86 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 186 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 414.82 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 53.19 mm
= 86.42 kNm
= 64.00 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 167 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M228 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460465.7/3565.5)1 = 252.58 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.34 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 34.96
Actual span / effective depth ratio
= 12.32 SAFE
Member M228 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 89.15 kN
v
= (V/bvd)
= 0.73 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M229 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M229 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.087
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1030.99 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 148.61 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 360.36 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 179 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.118
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1466.76 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 113.47 mm
= 170.31 kNm
= 197.96 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 337.41 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
= 25 mm
= 75 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 154 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 138.52 mm
= 198.61 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.063
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 719.11 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 107.45 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 373.56 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 171 mm
= 67 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M229 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601466.8/31472.6)1
= 305.45 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.83 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 21.68
Actual span / effective depth ratio
= 15.02 SAFE
Member M229 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.555 m
Maximum shear force within zone, V
= 183.72 kN
v
= (V/bvd)
= 1.52 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 80 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 89.41 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.555 m to 4.355 m
Maximum shear force within zone, V
= 95.40 kN
v
= (V/bvd)
= 0.80 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
High shear zone: 4.355 m to 5.999 m
Maximum shear force within zone, V
= 170.00 kN
v
= (V/bvd)
= 1.40 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 90 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.62 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M230 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M230 Span 1
Detailed BS8110 Main Reinforcement
06/04/2020
3.4.5.3
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.112
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1372.81 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 187.47 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 341.39 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 164 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 138.52 mm
= 198.61 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
= 288.91 kNm
Effective depth of tension reinforcement
d
= 396 mm
Depth to compression reinforcement
d'
= 51 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.175
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 307.65 mm
x
= (d-z)/0.45
= 196.34 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 231.89 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2319.22 mm2
Tension Bars provided
= 3T32
Actual area of tension reinforcement
= 2412.74 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 1.79 %
Compression Bars provided
= 2T25
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
06/04/2020
= 981.75 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 1.84 %
= 25 mm
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 64 mm
= (47000/fs) 300
= 159 mm
= 64 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 134.60 mm
= 327.68 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.112
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1372.60 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 187.44 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 341.40 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 164 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 138.52 mm
= 198.61 kNm
Member M230 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24602319.2/32412.7)1
= 294.78 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.77 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.22 3.4.6.6
Hence, modified span / effective depth ratio
= 24.21
Actual span / effective depth ratio
= 17.68 SAFE
06/04/2020
Member M230 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.775 m
Maximum shear force within zone, V
= 223.13 kN
v
= (V/bvd)
= 1.86 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 60 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 91.43 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.775 m to 5.165 m
Maximum shear force within zone, V
= 107.48 kN
v
= (V/bvd)
= 0.90 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
High shear zone: 5.165 m to 6.999 m
Maximum shear force within zone, V
= 223.12 kN
v
= (V/bvd)
= 1.86 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 60 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 91.43 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M231 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M231 Span 1
06/04/2020
3.4.5.3
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 431.37 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 66.22 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.80 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 286 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 143 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.069
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 798.00 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 118.17 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 370.22 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 154 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
06/04/2020
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.061
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 703.29 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 105.28 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 374.23 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 175 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M231 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460798.0/3804.2)1 = 304.28 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.98 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 25.59
Actual span / effective depth ratio
= 12.38 SAFE
Member M231 Span 1
Detailed BS8110 Shear Reinforcement
06/04/2020
High shear zone: 0.001 m to 0.200 m
Maximum shear force within zone, V
= 124.72 kN
v
= (V/bvd)
= 1.03 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 99.58 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 0.200 m to 0.833 m
Maximum shear force within zone, V
= 120.42 kN
v
= (V/bvd)
= 0.99 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 150 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 82.80 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
Minimum links zone: 0.833 m to 3.750 m
Maximum shear force within zone, V
= 101.02 kN
v
= (V/bvd)
= 0.83 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 3.750 m to 4.999 m
Maximum shear force within zone, V
= 140.34 kN
v
= (V/bvd)
= 1.16 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.36 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M232 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
06/04/2020
3.4.5.3
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M232 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.090
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1075.19 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 154.18 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 358.49 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 172 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.124
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1567.32 mm2
Tension Bars provided
= 5T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
06/04/2020
= 113.47 mm
= 170.31 kNm
= 210.43 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 335.66 mm
= 1570.80 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.16 %
= 25 mm
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 31 mm
= (47000/fs) 300
= 154 mm
= 31 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 147.75 mm
= 210.81 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.067
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 777.84 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 115.45 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.08 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 158 mm
= 67 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M232 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601567.3/31570.8)1
= 305.99 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.82 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 21.37
Actual span / effective depth ratio
= 14.93 SAFE
06/04/2020
Member M232 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 2.035 m
Maximum shear force within zone, V
= 190.58 kN
v
= (V/bvd)
= 1.57 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
spacing provided, sv
= 80 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
= 95.66 mm2
Minimum links zone: 2.035 m to 4.365 m
Maximum shear force within zone, V
= 87.38 kN
v
= (V/bvd)
= 0.72 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.30 0.33 1.000.25 / 1.25 = 0.77 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
High shear zone: 4.365 m to 5.999 m
Maximum shear force within zone, V
= 177.67 kN
v
= (V/bvd)
= 1.47 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 80 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.76 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M233 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M233 Span 1
06/04/2020
3.4.5.3
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.118
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1474.15 mm2
Tension Bars provided
= 5T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 200.25 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 339.60 mm
= 1570.80 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.16 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 31 mm
= (47000/fs) 300
= 163 mm
= 31 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 147.75 mm
= 210.81 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
= 314.47 kNm
Effective depth of tension reinforcement
d
= 396 mm
Depth to compression reinforcement
d'
= 48 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.191
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 307.65 mm
x
= (d-z)/0.45
= 196.34 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 413.85 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2501.18 mm2
Tension Bars provided
= 4T32
Actual area of tension reinforcement
= 3216.99 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 2.38 %
Compression Bars provided
= 2T20
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
06/04/2020
= 628.32 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 1.18 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 32 mm
= (47000/fs) 300
= 197 mm
= 32 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 99 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 243.50 mm
= 384.05 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.118
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1470.33 mm2
Tension Bars provided
= 5T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 199.83 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 339.76 mm
= 1570.80 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.16 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 31 mm
= (47000/fs) 300
= 164 mm
= 31 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 147.75 mm
= 210.81 kNm
Member M233 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24602501.2/33217.0)1
= 238.43 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.81 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.15 3.4.6.6
06/04/2020
Hence, modified span / effective depth ratio
Actual span / effective depth ratio
= 24.28
= 17.68 SAFE
Member M233 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.775 m
Maximum shear force within zone, V
= 236.26 kN
v
= (V/bvd)
= 1.96 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  1.30
 1.00
/ 1.25 = 0.77 N/mm
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 60 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 98.28 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.775 m to 5.165 m
Maximum shear force within zone, V
= 117.07 kN
v
= (V/bvd)
= 0.99 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.71 0.33 1.010.25 / 1.25 = 0.99 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 5.165 m to 6.999 m
Maximum shear force within zone, V
= 236.14 kN
v
= (V/bvd)
= 1.96 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.30 0.33 1.000.25 / 1.25 = 0.77 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 60 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 98.20 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M234 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M234 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.042
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 467.85 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 71.82 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.80 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 263 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 132 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.071
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 816.63 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 120.02 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 367.43 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= (47000/fs) 300
= 25 mm
= 82 mm
= 177 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.061
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 701.44 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 105.02 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 374.31 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 176 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M234 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460816.6/3942.5)1 = 265.72 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.07 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.86
Actual span / effective depth ratio
= 12.44 SAFE
Member M234 Span 1
Detailed BS8110 Shear Reinforcement
06/04/2020
High shear zone: 0.001 m to 0.900 m
Maximum shear force within zone, V
= 127.83 kN
v
= (V/bvd)
= 1.05 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 75.55 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 0.900 m to 4.000 m
Maximum shear force within zone, V
= 98.09 kN
v
= (V/bvd)
= 0.81 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
High shear zone: 4.000 m to 4.999 m
Maximum shear force within zone, V
= 141.10 kN
v
= (V/bvd)
= 1.16 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.45 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M235 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M235 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
06/04/2020
= 151.75 kNm
3.4.5.3
Effective depth of tension reinforcement
d
= 404 mm
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.089
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 359.31 mm
Asr
= (M/0.87 fyz)
= 1055.87 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
= 1206.37 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 175 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.122
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1535.23 mm2
Tension Bars provided
= 5T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 206.96 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 337.02 mm
= 1570.80 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.16 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 31 mm
= (47000/fs) 300
= 157 mm
= 31 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
06/04/2020
= 147.75 mm
= 210.81 kNm
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.066
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 765.98 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 113.85 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.58 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 161 mm
= 67 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M235 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601535.2/31570.8)1
= 299.72 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.84 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 21.73
Actual span / effective depth ratio
= 14.93 SAFE
Member M235 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.555 m
Maximum shear force within zone, V
= 188.50 kN
v
= (V/bvd)
= 1.56 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
06/04/2020
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 80 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.77 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.555 m to 4.365 m
Maximum shear force within zone, V
= 98.22 kN
v
= (V/bvd)
= 0.81 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.30 0.33 1.000.25 / 1.25 = 0.77 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.365 m to 5.999 m
Maximum shear force within zone, V
= 175.87 kN
v
= (V/bvd)
= 1.45 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 80 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 92.12 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M236 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M236 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.115
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1426.27 mm2
06/04/2020
= 193.48 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 339.13 mm
3.4.5.3
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 158 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 138.52 mm
= 198.61 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
= 302.19 kNm
Effective depth of tension reinforcement
d
= 392 mm
Depth to compression reinforcement
d'
= 51 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.187
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 304.54 mm
x
= (d-z)/0.45
= 194.36 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 369.63 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2435.88 mm2
Tension Bars provided
= 2T40
Actual area of tension reinforcement
= 2513.27 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 1.86 %
Compression Bars provided
= 2T25
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
= 981.75 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 1.86 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 144 mm
= 158 mm
= 144 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 144.06 mm
= 334.54 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.116
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1439.90 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 194.99 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 338.55 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 157 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 138.52 mm
= 198.61 kNm
Member M236 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24602435.9/32513.3)1
= 297.22 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.75 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.22 3.4.6.6
Hence, modified span / effective depth ratio
= 23.78
Actual span / effective depth ratio
= 17.86 SAFE
Member M236 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.775 m
Maximum shear force within zone, V
= 230.17 kN
v
= (V/bvd)
= 1.92 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
06/04/2020
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
3.4.5.4
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 60 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 96.30 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.775 m to 5.165 m
Maximum shear force within zone, V
= 113.57 kN
v
= (V/bvd)
= 0.97 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  2.14 0.33 1.020.25 / 1.25 = 0.92 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 5.165 m to 6.999 m
Maximum shear force within zone, V
= 230.61 kN
v
= (V/bvd)
= 1.92 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  1.23
 1.00
/ 1.25 = 0.76 N/mm
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 60 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M237 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M237 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.041
K  K' hence compression steel not required.
06/04/2020
= 71.00 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
3.4.5.3
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 462.49 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 383.80 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 267 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 133 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.071
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 821.24 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 120.64 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 367.24 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 176 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
06/04/2020
= 88.65 mm
= 136.51 kNm
= 104.62 kNm
d
= 404 mm
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.061
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 374.43 mm
Asr
= (M/0.87 fyz)
= 698.51 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
= 804.25 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 176 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M237 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460821.2/3942.5)1 = 267.22 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.07 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.71
Actual span / effective depth ratio
= 12.44 SAFE
Member M237 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.900 m
Maximum shear force within zone, V
= 127.74 kN
v
= (V/bvd)
= 1.05 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 75.43 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
06/04/2020
OK
Minimum links zone: 0.900 m to 4.000 m
Maximum shear force within zone, V
= 98.17 kN
v
= (V/bvd)
= 0.81 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
High shear zone: 4.000 m to 4.999 m
Maximum shear force within zone, V
= 141.19 kN
v
= (V/bvd)
= 1.16 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.57 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M238 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M238 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.089
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1065.78 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 153.00 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 358.89 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 173 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.120
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1510.53 mm2
Tension Bars provided
= 5T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 204.26 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 338.06 mm
= 1570.80 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.16 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 31 mm
= (47000/fs) 300
= 159 mm
= 31 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.064
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 736.58 mm2
Tension Bars provided
= 4T16
06/04/2020
= 147.75 mm
= 210.81 kNm
= 109.85 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 372.82 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 167 mm
= 67 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M238 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601510.5/31570.8)1
= 294.90 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.85 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 22.02
Actual span / effective depth ratio
= 14.93 SAFE
Member M238 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.555 m
Maximum shear force within zone, V
= 187.93 kN
v
= (V/bvd)
= 1.55 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 80 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.25 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.555 m to 4.365 m
Maximum shear force within zone, V
= 103.36 kN
v
= (V/bvd)
= 0.86 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
06/04/2020
= 0.79  1.30 0.33 1.000.25 / 1.25 = 0.77 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 4.365 m to 5.999 m
Maximum shear force within zone, V
= 173.54 kN
v
= (V/bvd)
= 1.43 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 80 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 90.00 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M239 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M239 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.114
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1399.52 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 190.48 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 340.26 mm
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 75 mm
= 161 mm
Largest actual space between tension bars
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 138.52 mm
= 198.61 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
= 294.74 kNm
Effective depth of tension reinforcement
d
= 396 mm
Depth to compression reinforcement
d'
= 51 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.179
K > K' hence compression steel required.
z
= d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d
= 307.65 mm
x
= (d-z)/0.45
= 196.34 mm
As'
= ((K-K') f cubd2/0.87 fy (d - d'))
= 274.07 mm2
2
Asr
= (K'fcubd /0.87 fyz) + As'
= 2361.40 mm2
Tension Bars provided
= 3T32
Actual area of tension reinforcement
= 2412.74 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 1.79 %
Compression Bars provided
= 2T25
Actual area of compression reinforcement
Minimum area of compression reinforcement
3.12.5.3
Maximum area of compression reinforcement
Actual % of compression reinforcement
= 981.75 mm2
= 0.4 % Acc
= 4 % 3.12.6.1
= 1.84 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 64 mm
= (47000/fs) 300
= 157 mm
= 64 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.115
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
06/04/2020
= 134.60 mm
= 327.68 kNm
= 192.14 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 339.63 mm
Asr
= (M/0.87 fyz)
= 1414.35 mm2
Tension Bars provided
= 3T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 1472.62 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.09 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 75 mm
= (47000/fs) 300
= 160 mm
= 75 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 138.52 mm
= 198.61 kNm
Member M239 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24602361.4/32412.7)1
= 300.14 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.76 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.22 3.4.6.6
Hence, modified span / effective depth ratio
= 23.89
Actual span / effective depth ratio
= 17.68 SAFE
Member M239 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.775 m
Maximum shear force within zone, V
= 226.76 kN
v
= (V/bvd)
= 1.89 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 60 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.94 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.775 m to 5.165 m
Maximum shear force within zone, V
v
= (V/bvd)
= 0.99 N/mm2
06/04/2020
= 117.98 kN
3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2
3.4.5.4
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 5.165 m to 6.999 m
Maximum shear force within zone, V
= 227.24 kN
v
= (V/bvd)
= 1.90 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 60 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.27 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M240 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M240 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 436.46 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 67.01 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.80 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
= 25 mm
= 53 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 282 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 141 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.071
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 824.48 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 121.07 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 367.10 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 175 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.063
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 721.29 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 88.65 mm
= 136.51 kNm
= 107.75 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 373.47 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 171 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M240 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460824.5/3942.5)1 = 268.27 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.06 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.61
Actual span / effective depth ratio
= 12.44 SAFE
Member M240 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.200 m
Maximum shear force within zone, V
= 126.32 kN
v
= (V/bvd)
= 1.04 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 88.09 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 0.200 m to 0.833 m
Maximum shear force within zone, V
= 122.58 kN
v
= (V/bvd)
= 1.01 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 125 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
06/04/2020
3.4.5.3
= 69.00 mm2
area of links provided (2R8), Asv
OK
= 100.53 mm2
Minimum links zone: 0.833 m to 4.167 m
Maximum shear force within zone, V
= 116.46 kN
v
= (V/bvd)
= 0.97 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.52 0.33 1.000.25 / 1.25 = 0.57 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 69.00 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
High shear zone: 4.167 m to 4.999 m
Maximum shear force within zone, V
= 142.61 kN
v
= (V/bvd)
= 1.18 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M241 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M241 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.053
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 608.41 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
06/04/2020
= 92.54 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 380.25 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 171 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.072
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 833.63 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 122.28 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 366.71 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 173 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.038
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 429.37 mm2
06/04/2020
= 88.65 mm
= 136.51 kNm
= 66.24 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 161 mm
= 73 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M241 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460833.6/3942.5)1 = 271.25 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.05 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.33
Actual span / effective depth ratio
= 14.93 SAFE
Member M241 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 117.30 kN
v
= (V/bvd)
= 0.96 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M242 Span 1
Detailed BS8110 Design Requirements
06/04/2020
3.4.5.3
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M242 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.066
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 765.88 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 113.83 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.58 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 161 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.103
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1248.85 mm2
Tension Bars provided
= 4T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 75.65 mm
= 119.02 kNm
= 174.41 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 349.14 mm
= 1256.64 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.93 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 48 mm
= (47000/fs) 300
= 154 mm
= 48 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 118.20 mm
= 175.33 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.067
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 778.15 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 115.50 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.06 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 158 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M242 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601248.9/31256.6)1
= 304.77 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.87 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
06/04/2020
Hence, modified span / effective depth ratio
Actual span / effective depth ratio
= 22.60
= 17.41 SAFE
Member M242 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.275 m
Maximum shear force within zone, V
= 139.58 kN
v
= (V/bvd)
= 1.15 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.66
 1.00
/ 1.25 = 0.62 N/mm
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 92.28 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.275 m to 5.625 m
Maximum shear force within zone, V
= 86.49 kN
v
= (V/bvd)
= 0.72 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 5.625 m to 6.999 m
Maximum shear force within zone, V
= 140.05 kN
v
= (V/bvd)
= 1.16 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 92.95 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M243 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M243 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.023
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 260.03 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 40.12 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 267 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 133 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.043
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 480.33 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 42.55 mm
= 70.00 kNm
= 74.10 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
= (47000/f s) 300
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= 385.67 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
= 25 mm
= 41 mm
= 180 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 435.04 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 67.12 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 159 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M243 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460480.3/3565.5)1 = 260.49 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.30 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 33.86
Actual span / effective depth ratio
= 12.32 SAFE
Member M243 Span 1
Detailed BS8110 Shear Reinforcement
06/04/2020
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 91.43 kN
v
= (V/bvd)
= 0.75 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M244 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M244 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.022
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 250.65 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 38.67 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 94 mm
= 207 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 104 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.023
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 256.22 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 39.53 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 203 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 101 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.014
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 162.57 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 25.08 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
06/04/2020
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M244 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460256.2/3339.3)1 = 231.59 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.75 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 45.59
Actual span / effective depth ratio
= 9.85 SAFE
Member M244 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 64.47 kN
v
= (V/bvd)
= 0.53 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M245 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M245 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
06/04/2020
= 85.11 kNm
3.4.5.3
Effective depth of tension reinforcement
d
= 406 mm
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.049
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 382.45 mm
Asr
= (M/0.87 fyz)
= 556.32 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
= 565.49 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 156 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.075
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 866.58 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 126.63 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 365.32 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 167 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
06/04/2020
= 88.65 mm
= 136.51 kNm
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.044
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 493.04 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 75.95 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.13 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 176 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M245 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460866.6/3942.5)1 = 281.97 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.01 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 26.33
Actual span / effective depth ratio
= 14.93 SAFE
Member M245 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 116.38 kN
v
= (V/bvd)
= 0.96 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
06/04/2020
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 98.55 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M246 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M246 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.038
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 425.54 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 65.65 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 163 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 42.55 mm
= 70.00 kNm
= 95.68 kNm
d
= 406 mm
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.055
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 379.31 mm
Asr
= (M/0.87 fyz)
= 630.63 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
= 678.58 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 165 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.041
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 464.07 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 63.83 mm
= 102.41 kNm
= 71.60 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
= 25 mm
= 41 mm
Maximum spacing of tension bars
= (47000/f s) 300
3.12.11.2.4
Largest actual space between tension bars
= 187 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 53.19 mm
= 86.42 kNm
Member M246 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460630.6/3678.6)1 = 285.00 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.11 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.97
Actual span / effective depth ratio
= 13.55 SAFE
Member M246 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.499 m
Maximum shear force within zone, V
= 101.04 kN
v
= (V/bvd)
= 0.83 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.46
 1.00
/ 1.25 = 0.55 N/mm
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M247 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M247 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.030
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 341.61 mm2
Tension Bars provided
= 4T12
06/04/2020
= 52.70 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
3.4.5.3
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 203 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 101 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.042
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 475.86 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 73.42 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 182 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 91 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.032
06/04/2020
= 53.19 mm
= 86.42 kNm
= 55.90 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 362.32 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 191 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 96 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M247 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460475.9/3565.5)1 = 258.06 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.32 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 34.19
Actual span / effective depth ratio
= 12.32 SAFE
Member M247 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 86.67 kN
v
= (V/bvd)
= 0.71 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M248 Span 1
06/04/2020
3.4.5.3
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M248 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.025
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 276.15 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 42.60 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 188 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 94 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.046
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 523.46 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
06/04/2020
= 31.91 mm
= 53.15 kNm
= 80.37 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.84 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 166 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.030
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 337.62 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 52.09 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 154 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M248 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
06/04/2020
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460523.5/3565.5)1 = 283.88 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.19 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 30.87
Actual span / effective depth ratio
= 12.32 SAFE
Member M248 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 87.92 kN
v
= (V/bvd)
= 0.72 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M249 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M249 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.034
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 386.30 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 59.60 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 59 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 179 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.036
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 401.53 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 61.95 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 173 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.024
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 272.12 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 42.55 mm
= 70.00 kNm
= 41.98 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 255 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 127 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M249 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460401.5/3452.4)1 = 272.19 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.34 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 34.91
Actual span / effective depth ratio
= 9.85 SAFE
Member M249 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 96.48 kN
v
= (V/bvd)
= 0.79 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M250 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M250 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.081
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 954.16 mm2
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 138.78 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 363.61 mm
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.74 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 36 mm
= (47000/fs) 300
= 161 mm
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.127
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1611.29 mm2
Tension Bars provided
= 4T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 94.56 mm
= 145.35 kNm
= 213.53 kNm
d
= 400 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 331.30 mm
= 1963.50 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.45 %
= 25 mm
= 41 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 187 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 184.69 mm
= 248.49 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.074
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 867.86 mm2
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 127.49 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 367.27 mm
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.74 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 36 mm
= (47000/fs) 300
= 178 mm
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 94.56 mm
= 145.35 kNm
Member M250 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601611.3/31963.5)1
= 251.66 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.90 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 23.41
Actual span / effective depth ratio
= 15.02 SAFE
Member M250 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.555 m
Maximum shear force within zone, V
= 186.49 kN
v
= (V/bvd)
= 1.54 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.83 0.33 1.000.25 / 1.25 = 0.66 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 80 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 96.53 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.555 m to 4.365 m
Maximum shear force within zone, V
= 101.92 kN
v
= (V/bvd)
= 0.85 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.64 0.33 1.000.25 / 1.25 = 0.83 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
High shear zone: 4.365 m to 5.999 m
Maximum shear force within zone, V
= 182.73 kN
v
= (V/bvd)
= 1.51 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.83 0.33 1.000.25 / 1.25 = 0.66 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 80 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.11 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M251 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M251 Span 1
Detailed BS8110 Main Reinforcement
06/04/2020
3.4.5.3
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.063
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 719.74 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 107.54 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 373.53 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 171 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.093
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1119.64 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 159.71 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 356.61 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 26 mm
= 165 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
06/04/2020
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.068
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 785.98 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 116.55 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 370.73 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 157 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M251 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601119.6/31206.4)1
= 284.62 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.94 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 24.32
Actual span / effective depth ratio
= 13.61 SAFE
Member M251 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.475 m
Maximum shear force within zone, V
06/04/2020
= 156.93 kN
v
= (V/bvd)
= 1.29 N/mm2 3.4.5.2
2
 0.8 fcu and 5 N/mm
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
3.4.5.4
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.58 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.475 m to 4.025 m
Maximum shear force within zone, V
= 86.85 kN
v
= (V/bvd)
= 0.72 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.025 m to 5.499 m
Maximum shear force within zone, V
= 160.21 kN
v
= (V/bvd)
= 1.32 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.31 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M252 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M252 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
06/04/2020
K'
= 89.21 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
3.4.5.3
K
= (M/bd2 fcu)
= 0.052
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 588.30 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 379.10 mm
= 603.19 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 157 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.071
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 821.01 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 120.61 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 367.25 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 176 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
06/04/2020
= 88.65 mm
= 136.51 kNm
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.050
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 569.01 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 86.47 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.92 mm
= 603.19 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 162 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Member M252 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460821.0/3942.5)1 = 267.14 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.07 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.72
Actual span / effective depth ratio
= 12.44 SAFE
Member M252 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.900 m
Maximum shear force within zone, V
= 135.01 kN
v
= (V/bvd)
= 1.11 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
spacing provided, sv
06/04/2020
3.4.5.3
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
area of links provided (2R8), Asv
OK
= 95.51 mm2
= 100.53 mm
2
Minimum links zone: 0.900 m to 4.000 m
Maximum shear force within zone, V
= 92.00 kN
v
= (V/bvd)
= 0.76 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
High shear zone: 4.000 m to 4.999 m
Maximum shear force within zone, V
= 133.92 kN
v
= (V/bvd)
= 1.10 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.95 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M253 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M253 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.041
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 464.48 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
06/04/2020
= 71.66 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 187 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.077
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 903.12 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 131.41 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 363.77 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 160 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.048
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
06/04/2020
= 88.65 mm
= 136.51 kNm
= 82.41 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.25 mm
Asr
= (M/0.87 fyz)
= 537.57 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 161 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M253 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460903.1/3942.5)1 = 293.86 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.97 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 25.29
Actual span / effective depth ratio
= 12.44 SAFE
Member M253 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.900 m
Maximum shear force within zone, V
= 132.32 kN
v
= (V/bvd)
= 1.09 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 92.96 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 0.900 m to 4.000 m
Maximum shear force within zone, V
v
= (V/bvd)
= 0.78 N/mm2
06/04/2020
= 93.60 kN
3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
3.4.5.4
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 4.000 m to 4.999 m
Maximum shear force within zone, V
= 136.61 kN
v
= (V/bvd)
= 1.12 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 99.05 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M254 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M254 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.035
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 396.45 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 61.16 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 59 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 175 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.036
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 402.61 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 62.11 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 172 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.023
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 259.81 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 42.55 mm
= 70.00 kNm
= 40.08 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 267 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 133 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M254 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460402.6/3452.4)1 = 272.92 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.34 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 34.81
Actual span / effective depth ratio
= 9.85 SAFE
Member M254 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 97.34 kN
v
= (V/bvd)
= 0.80 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M255 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M255 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.080
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 944.55 mm2
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 137.53 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 364.02 mm
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.74 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 36 mm
= (47000/fs) 300
= 163 mm
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 94.56 mm
= 145.35 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.123
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1558.39 mm2
Tension Bars provided
= 5T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 209.47 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 336.04 mm
= 1570.80 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.16 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 31 mm
= 154 mm
Largest actual space between tension bars
= 31 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 147.75 mm
= 210.81 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.073
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 855.60 mm2
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 125.87 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 367.78 mm
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.74 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 36 mm
= (47000/fs) 300
= 180 mm
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 94.56 mm
= 145.35 kNm
Member M255 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601558.4/31570.8)1
= 304.25 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.83 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 21.47
Actual span / effective depth ratio
= 14.93 SAFE
Member M255 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.555 m
Maximum shear force within zone, V
= 184.61 kN
v
= (V/bvd)
= 1.52 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.83 0.33 1.000.25 / 1.25 = 0.66 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 80 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.83 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.555 m to 4.365 m
Maximum shear force within zone, V
= 100.05 kN
v
= (V/bvd)
= 0.83 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.30 0.33 1.000.25 / 1.25 = 0.77 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
High shear zone: 4.365 m to 5.999 m
Maximum shear force within zone, V
= 180.73 kN
v
= (V/bvd)
= 1.49 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.83 0.33 1.000.25 / 1.25 = 0.66 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 80 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 91.28 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M256 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M256 Span 1
Detailed BS8110 Main Reinforcement
06/04/2020
3.4.5.3
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.062
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 709.55 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 106.14 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 373.97 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 174 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.093
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1113.09 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 158.90 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 356.89 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 26 mm
= 166 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.068
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 789.23 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 116.99 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 370.59 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 156 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Member M256 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601113.1/31206.4)1
= 282.95 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.94 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 24.44
Actual span / effective depth ratio
= 13.61 SAFE
Member M256 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.475 m
Maximum shear force within zone, V
= 156.11 kN
v
= (V/bvd)
= 1.29 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
06/04/2020
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
3.4.5.4
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 92.65 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.475 m to 4.025 m
Maximum shear force within zone, V
= 82.35 kN
v
= (V/bvd)
= 0.68 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 4.025 m to 5.499 m
Maximum shear force within zone, V
= 160.06 kN
v
= (V/bvd)
= 1.32 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.66
 1.00
/ 1.25 = 0.62 N/mm
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 97.14 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M257 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M257 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.052
K  K' hence compression steel not required.
06/04/2020
= 88.53 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
3.4.5.3
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 583.48 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 379.30 mm
= 603.19 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 158 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.071
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 821.75 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 120.70 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 367.22 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 176 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
06/04/2020
= 88.65 mm
= 136.51 kNm
= 86.96 kNm
d
= 404 mm
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.051
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 379.77 mm
Asr
= (M/0.87 fyz)
= 572.43 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
= 603.19 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 161 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Member M257 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460821.8/3942.5)1 = 267.38 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.07 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.70
Actual span / effective depth ratio
= 12.44 SAFE
Member M257 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.900 m
Maximum shear force within zone, V
= 134.78 kN
v
= (V/bvd)
= 1.11 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 95.18 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
06/04/2020
OK
Minimum links zone: 0.900 m to 4.000 m
Maximum shear force within zone, V
= 91.77 kN
v
= (V/bvd)
= 0.76 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
High shear zone: 4.000 m to 4.999 m
Maximum shear force within zone, V
= 134.15 kN
v
= (V/bvd)
= 1.11 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.28 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M258 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M258 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.041
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 461.16 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 71.15 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 188 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 94 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.077
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 903.46 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 131.46 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 363.76 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 160 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.048
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 540.50 mm2
Tension Bars provided
= 5T12
06/04/2020
= 88.65 mm
= 136.51 kNm
= 82.83 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.12 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 160 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M258 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460903.5/3942.5)1 = 293.97 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.97 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 25.28
Actual span / effective depth ratio
= 12.44 SAFE
Member M258 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.900 m
Maximum shear force within zone, V
= 132.13 kN
v
= (V/bvd)
= 1.08 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 92.69 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 0.900 m to 4.000 m
Maximum shear force within zone, V
= 93.79 kN
v
= (V/bvd)
= 0.78 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
06/04/2020
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 4.000 m to 4.999 m
Maximum shear force within zone, V
= 136.80 kN
v
= (V/bvd)
= 1.12 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 125 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 99.31 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M259 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M259 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.023
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 258.86 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 39.94 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 94 mm
= 201 mm
Largest actual space between tension bars
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 100 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.023
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 257.38 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 39.71 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 202 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 101 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.014
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 152.05 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
06/04/2020
= 31.91 mm
= 53.15 kNm
= 23.46 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
= 25 mm
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M259 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460257.4/3339.3)1 = 232.63 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.75 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 45.39
Actual span / effective depth ratio
= 9.85 SAFE
Member M259 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 65.19 kN
v
= (V/bvd)
= 0.54 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M260 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M260 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.048
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 546.31 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 83.67 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 382.88 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 159 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.072
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 836.16 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 122.62 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 366.61 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= (47000/fs) 300
= 25 mm
= 82 mm
= 173 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.043
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 482.69 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 74.44 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.57 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 180 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M260 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460836.2/3942.5)1 = 272.07 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.05 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.25
Actual span / effective depth ratio
= 14.93 SAFE
Member M260 Span 1
Detailed BS8110 Shear Reinforcement
06/04/2020
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 114.46 kN
v
= (V/bvd)
= 0.94 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M261 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M261 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 416.42 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 64.25 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 41 mm
= 166 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.055
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 624.65 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 94.84 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.56 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 166 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.042
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 467.38 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 72.11 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 185 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
06/04/2020
= max tension bar spacing / 2
= 93 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M261 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460624.6/3678.6)1 = 282.29 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.13 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 29.27
Actual span / effective depth ratio
= 13.55 SAFE
Member M261 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.499 m
Maximum shear force within zone, V
= 100.90 kN
v
= (V/bvd)
= 0.83 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M262 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M262 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
06/04/2020
= 51.56 kNm
3.4.5.3
Effective depth of tension reinforcement
d
= 406 mm
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.030
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 385.70 mm
Asr
= (M/0.87 fyz)
= 334.18 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
= 452.39 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 207 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 104 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.042
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 476.49 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 73.51 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 182 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 91 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
06/04/2020
= 53.19 mm
= 86.42 kNm
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.033
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 368.47 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 56.85 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 188 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 94 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M262 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460476.5/3565.5)1 = 258.41 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.31 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 34.14
Actual span / effective depth ratio
= 12.32 SAFE
Member M262 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 87.09 kN
v
= (V/bvd)
= 0.71 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
06/04/2020
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
Member M263 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M263 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.024
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 272.18 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 41.99 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 255 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 127 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
06/04/2020
= 42.55 mm
= 70.00 kNm
= 80.52 kNm
d
= 406 mm
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.047
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 383.80 mm
Asr
= (M/0.87 fyz)
= 524.46 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
= 565.49 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 165 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.030
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 339.71 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 52.41 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 204 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 102 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 42.55 mm
= 70.00 kNm
Member M263 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460524.5/3565.5)1 = 284.42 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.18 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 30.80
Actual span / effective depth ratio
= 12.32 SAFE
Member M263 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 88.11 kN
v
= (V/bvd)
= 0.72 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
0.33
0.25
2
= 0.79  0.37
 1.00
/ 1.25 = 0.51 N/mm
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M264 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M264 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.035
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 392.81 mm2
Tension Bars provided
= 4T12
06/04/2020
= 60.60 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
3.4.5.3
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 177 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.042
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 473.28 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 73.02 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 183 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 92 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.013
06/04/2020
= 53.19 mm
= 86.42 kNm
= 22.78 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 147.68 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 300 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 43.47 mm
= 70.02 kNm
Member M264 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460473.3/3565.5)1 = 256.67 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.32 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 34.39
Actual span / effective depth ratio
= 14.78 SAFE
Member M264 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 69.11 kN
v
= (V/bvd)
= 0.57 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M265 Span 1
06/04/2020
3.4.5.3
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M265 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.035
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 396.41 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 61.16 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 175 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.057
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 654.21 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
06/04/2020
= 42.55 mm
= 70.00 kNm
= 99.00 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 378.31 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 159 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.038
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 421.06 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 64.96 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 165 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M265 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
06/04/2020
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460654.2/3678.6)1 = 295.65 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.07 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.84
Actual span / effective depth ratio
= 17.24 SAFE
Member M265 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 6.999 m
Maximum shear force within zone, V
= 77.92 kN
v
= (V/bvd)
= 0.64 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M266 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M266 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.007
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 84.11 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 12.98 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
= 25 mm
= 94 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 39.03 mm
= 53.52 kNm
Sagging: at 2.083 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.026
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 288.35 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 44.49 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 180 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.028
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 312.14 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 31.91 mm
= 53.15 kNm
= 48.16 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 167 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M266 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460285.7/3339.3)1 = 258.26 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.57 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 40.76
Actual span / effective depth ratio
= 12.32 SAFE
Member M266 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 55.28 kN
v
= (V/bvd)
= 0.45 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M267 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M267 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.069
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 799.54 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 118.38 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 370.16 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 154 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.083
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 986.60 mm2
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 75.65 mm
= 119.02 kNm
= 142.95 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 362.24 mm
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.74 %
= 25 mm
= 36 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 156 mm
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 94.56 mm
= 145.35 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.027
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 303.12 mm2
Tension Bars provided
= 2T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 46.53 kNm
d
= 404 mm
d'
= 46 mm
= 0.156 3.4.4.4
= 383.80 mm
= 402.12 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.30 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 192 mm
= (47000/fs) 300
= 203 mm
= 192 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 102 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.79 mm
= 62.45 kNm
Member M267 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460986.6/31005.3)1
= 300.96 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.93 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 24.29
Actual span / effective depth ratio
= 14.85 SAFE
Member M267 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.125 m
Maximum shear force within zone, V
= 130.13 kN
v
= (V/bvd)
= 1.07 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.125 m to 5.999 m
Maximum shear force within zone, V
= 106.18 kN
v
= (V/bvd)
= 0.88 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.33 0.33 1.000.25 / 1.25 = 0.49 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
Member M268 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M268 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.072
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 838.02 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
06/04/2020
= 122.86 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 366.53 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 172 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.121
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1527.83 mm2
Tension Bars provided
= 5T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 206.15 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 337.33 mm
= 1570.80 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.16 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 31 mm
= (47000/fs) 300
= 158 mm
= 31 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.077
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
06/04/2020
= 147.75 mm
= 210.81 kNm
= 130.27 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 364.14 mm
Asr
= (M/0.87 fyz)
= 894.37 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 162 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M268 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601527.8/31570.8)1
= 298.28 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.84 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 21.82
Actual span / effective depth ratio
= 17.41 SAFE
Member M268 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.175 m
Maximum shear force within zone, V
= 150.12 kN
v
= (V/bvd)
= 1.24 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 81.91 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.175 m to 5.724 m
Maximum shear force within zone, V
v
= (V/bvd)
= 0.86 N/mm2
06/04/2020
= 103.84 kN
3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2
3.4.5.4
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 5.724 m to 6.999 m
Maximum shear force within zone, V
= 152.23 kN
v
= (V/bvd)
= 1.26 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 84.33 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M269 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M269 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.014
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 159.68 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 24.63 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 30 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 300 mm
= 73 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 43.47 mm
= 70.02 kNm
Sagging: at 2.083 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.047
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 528.15 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 81.05 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.64 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 164 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.053
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 605.51 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 53.19 mm
= 86.42 kNm
= 92.13 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 380.37 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 172 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Member M269 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460523.2/3565.5)1 = 283.73 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.19 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 30.89
Actual span / effective depth ratio
= 12.32 SAFE
Member M269 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 100.18 kN
v
= (V/bvd)
= 0.82 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M270 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M270 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.074
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 864.86 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 126.41 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 365.39 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 167 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.089
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1065.57 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 152.97 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 358.90 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 26 mm
= 174 mm
Largest actual space between tension bars
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.029
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 320.98 mm2
Tension Bars provided
= 2T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 49.03 kNm
d
= 402 mm
d'
= 46 mm
= 0.156 3.4.4.4
= 381.90 mm
= 628.32 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.47 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 184 mm
= (47000/fs) 300
= 300 mm
= 184 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 51.75 mm
= 94.47 kNm
Member M270 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601065.6/31206.4)1
= 270.87 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.98 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 25.40
Actual span / effective depth ratio
= 14.85 SAFE
Member M270 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.125 m
Maximum shear force within zone, V
= 136.82 kN
v
= (V/bvd)
= 1.13 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 100.03 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.125 m to 5.999 m
Maximum shear force within zone, V
= 111.03 kN
v
= (V/bvd)
= 0.92 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.52 0.33 1.000.25 / 1.25 = 0.57 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
Member M271 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M271 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.077
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 900.86 mm2
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
06/04/2020
= 131.84 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 365.87 mm
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.74 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 36 mm
= (47000/fs) 300
= 171 mm
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 94.56 mm
= 145.35 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.135
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1740.37 mm2
Tension Bars provided
= 4T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 226.83 kNm
d
= 399 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 325.83 mm
= 1963.50 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 173 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.082
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 967.38 mm2
06/04/2020
= 184.69 mm
= 248.49 kNm
= 140.48 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 363.05 mm
Tension Bars provided
= 5T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 1005.31 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.74 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 36 mm
= (47000/fs) 300
= 159 mm
= 36 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 94.56 mm
= 145.35 kNm
Member M271 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601740.4/31963.5)1
= 271.82 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.85 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 22.19
Actual span / effective depth ratio
= 17.52 SAFE
Member M271 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.775 m
Maximum shear force within zone, V
= 160.32 kN
v
= (V/bvd)
= 1.32 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.83 0.33 1.000.25 / 1.25 = 0.66 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 90.87 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.775 m to 5.124 m
Maximum shear force within zone, V
= 85.46 kN
v
= (V/bvd)
= 0.71 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
06/04/2020
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  1.64 0.33 1.000.25 / 1.25 = 0.83 N/mm 2
3.4.5.4
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 5.124 m to 6.999 m
Maximum shear force within zone, V
= 162.79 kN
v
= (V/bvd)
= 1.34 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.83 0.33 1.000.25 / 1.25 = 0.66 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 93.68 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M272 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M272 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.014
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 162.37 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 25.05 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 30 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 300 mm
= 73 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 43.47 mm
= 70.02 kNm
Sagging: at 2.083 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.047
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 535.22 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 82.07 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.35 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 162 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.056
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 640.90 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 53.19 mm
= 86.42 kNm
= 97.13 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 378.87 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 162 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Member M272 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460529.3/3565.5)1 = 287.03 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.17 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 30.49
Actual span / effective depth ratio
= 12.32 SAFE
Member M272 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 102.63 kN
v
= (V/bvd)
= 0.84 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M273 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M273 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.073
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 842.86 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 123.50 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 366.32 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 171 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.088
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1045.16 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 150.40 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 359.76 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 26 mm
= 177 mm
Largest actual space between tension bars
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.028
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 316.57 mm2
Tension Bars provided
= 2T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 48.36 kNm
d
= 402 mm
d'
= 46 mm
= 0.156 3.4.4.4
= 381.90 mm
= 628.32 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.47 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 184 mm
= (47000/fs) 300
= 300 mm
= 184 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 51.75 mm
= 94.47 kNm
Member M273 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601045.2/31206.4)1
= 265.69 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.99 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 25.83
Actual span / effective depth ratio
= 14.85 SAFE
Member M273 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.125 m
Maximum shear force within zone, V
= 134.91 kN
v
= (V/bvd)
= 1.12 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 96.76 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 1.125 m to 5.999 m
Maximum shear force within zone, V
= 109.86 kN
v
= (V/bvd)
= 0.91 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.52 0.33 1.000.25 / 1.25 = 0.57 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
Member M274 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M274 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.075
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 874.23 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
06/04/2020
= 127.64 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 365.00 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 165 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.129
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1642.14 mm2
Tension Bars provided
= 4T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 216.76 kNm
d
= 399 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 329.99 mm
= 1963.50 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 183 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 92 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.080
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 939.53 mm2
06/04/2020
= 184.69 mm
= 248.49 kNm
= 136.13 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 362.23 mm
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 154 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M274 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601642.1/31963.5)1
= 256.48 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.89 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 23.10
Actual span / effective depth ratio
= 17.52 SAFE
Member M274 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.775 m
Maximum shear force within zone, V
= 155.73 kN
v
= (V/bvd)
= 1.29 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 88.33 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.775 m to 5.124 m
Maximum shear force within zone, V
= 82.53 kN
v
= (V/bvd)
= 0.69 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
06/04/2020
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  1.64 0.33 1.000.25 / 1.25 = 0.83 N/mm 2
3.4.5.4
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 5.124 m to 6.999 m
Maximum shear force within zone, V
= 158.16 kN
v
= (V/bvd)
= 1.31 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 91.10 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M275 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M275 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.015
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 163.70 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 25.26 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 30 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 300 mm
= 73 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 43.47 mm
= 70.02 kNm
Sagging: at 2.083 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.048
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 539.73 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 82.72 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.15 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 161 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.055
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 627.78 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 53.19 mm
= 86.42 kNm
= 95.28 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.43 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 166 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Member M275 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460535.0/3565.5)1 = 290.11 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.16 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 30.12
Actual span / effective depth ratio
= 12.32 SAFE
Member M275 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 102.22 kN
v
= (V/bvd)
= 0.84 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M276 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M276 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.072
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 830.27 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 121.84 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 366.86 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 174 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.087
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1028.42 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 148.29 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 360.47 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 26 mm
= 180 mm
Largest actual space between tension bars
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.028
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 312.86 mm2
Tension Bars provided
= 2T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 47.79 kNm
d
= 402 mm
d'
= 46 mm
= 0.156 3.4.4.4
= 381.90 mm
= 628.32 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.47 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 184 mm
= (47000/fs) 300
= 300 mm
= 184 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 51.75 mm
= 94.47 kNm
Member M276 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601028.4/31206.4)1
= 261.43 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 1.01 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 26.19
Actual span / effective depth ratio
= 14.85 SAFE
Member M276 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.525 m
Maximum shear force within zone, V
= 133.57 kN
v
= (V/bvd)
= 1.11 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.46 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Minimum links zone: 0.525 m to 5.999 m
Maximum shear force within zone, V
= 118.23 kN
v
= (V/bvd)
= 0.98 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
Member M277 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M277 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.074
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 858.73 mm2
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
06/04/2020
= 125.60 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 365.65 mm
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 168 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.126
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1585.61 mm2
Tension Bars provided
= 4T25
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 210.81 kNm
d
= 399 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 332.38 mm
= 1963.50 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 1.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 190 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 95 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.079
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 919.90 mm2
06/04/2020
= 184.69 mm
= 248.49 kNm
= 133.59 kNm
d
= 402 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 363.06 mm
Tension Bars provided
= 3T20
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 942.48 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.70 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 82 mm
= (47000/fs) 300
= 157 mm
= 82 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 88.65 mm
= 136.51 kNm
Member M277 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601585.6/31963.5)1
= 247.65 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 0.91 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 23.67
Actual span / effective depth ratio
= 17.52 SAFE
Member M277 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.775 m
Maximum shear force within zone, V
= 153.11 kN
v
= (V/bvd)
= 1.27 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 85.33 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.775 m to 5.124 m
Maximum shear force within zone, V
= 85.95 kN
v
= (V/bvd)
= 0.72 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
06/04/2020
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  1.64 0.33 1.000.25 / 1.25 = 0.83 N/mm 2
3.4.5.4
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
High shear zone: 5.124 m to 6.999 m
Maximum shear force within zone, V
= 155.39 kN
v
= (V/bvd)
= 1.29 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 100 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 87.94 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M278 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M278 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.014
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 160.78 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 24.80 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 30 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 300 mm
= 73 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 43.47 mm
= 70.02 kNm
Sagging: at 2.083 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.048
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 543.55 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 83.27 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 382.99 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 159 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.055
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 622.89 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 53.19 mm
= 86.42 kNm
= 94.59 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.63 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 167 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Member M278 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460538.9/3565.5)1 = 292.26 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.15 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 29.87
Actual span / effective depth ratio
= 12.32 SAFE
Member M278 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 102.17 kN
v
= (V/bvd)
= 0.84 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M279 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M279 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 434.09 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 66.97 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 160 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 80 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.047
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 526.78 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 80.85 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = h agg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 41 mm
= 165 mm
Largest actual space between tension bars
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.014
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 161.00 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 24.84 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 300 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 43.47 mm
= 70.02 kNm
Member M279 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460526.8/3565.5)1 = 285.68 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 1.18 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 30.65
Actual span / effective depth ratio
= 14.78 SAFE
Member M279 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 74.44 kN
v
= (V/bvd)
= 0.61 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M280 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 7.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M280 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.039
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 441.70 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 68.15 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 41 mm
= 157 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 3.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.066
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 764.88 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 113.70 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 371.62 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 161 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 7.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.042
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 470.88 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 72.65 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= (47000/fs) 300
= 25 mm
= 41 mm
= 184 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 92 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M280 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460764.9/3804.2)1 = 291.66 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.03 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 26.76
Actual span / effective depth ratio
= 17.33 SAFE
Member M280 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 6.999 m
Maximum shear force within zone, V
= 85.71 kN
v
= (V/bvd)
= 0.70 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M281 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M281 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
06/04/2020
3.4.5.3
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.007
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 83.83 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 12.93 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 300 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 43.37 mm
= 70.02 kNm
Sagging: at 2.083 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.027
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 298.28 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 46.02 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 174 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
06/04/2020
= 31.91 mm
Moment capacity of section
= 53.15 kNm
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.030
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 340.75 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 52.57 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 203 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 102 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M281 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460294.8/3339.3)1 = 266.48 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 1.51 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 39.36
Actual span / effective depth ratio
= 12.32 SAFE
Member M281 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 57.70 kN
v
= (V/bvd)
= 0.47 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
06/04/2020
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
Member M282 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M282 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.020
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 223.99 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 34.56 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 232 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 116 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.333 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
06/04/2020
= 31.91 mm
= 53.15 kNm
= 22.71 kNm
d
= 406 mm
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.013
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 385.70 mm
Asr
= (M/0.87 fyz)
= 147.19 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
= 339.29 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.003
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 36.62 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 5.65 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = h agg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 39.03 mm
= 53.52 kNm
Member M282 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460176.1/3339.3)1 = 159.16 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 2.00 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 52.00
Actual span / effective depth ratio
= 9.85 SAFE
Member M282 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 40.90 kN
v
= (V/bvd)
= 0.34 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M283 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M283 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.030
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 339.35 mm2
06/04/2020
= 52.35 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
3.4.5.3
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 204 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 102 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.048
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 537.11 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 82.34 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.27 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 161 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
06/04/2020
= 53.19 mm
= 86.42 kNm
K'
= 45.19 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.026
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 292.89 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 237 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 118 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M283 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460537.1/3565.5)1 = 291.28 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.15 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 29.99
Actual span / effective depth ratio
= 14.78 SAFE
Member M283 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
= 70.15 kN
v
= (V/bvd)
= 0.58 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
06/04/2020
3.4.5.3
Member M284 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M284 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.022
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 244.45 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 37.71 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 213 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 106 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.034
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 386.95 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
06/04/2020
= 31.91 mm
= 53.15 kNm
= 59.70 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 179 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.028
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 309.36 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 47.73 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 168 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M284 Span 1
Detailed BS8110 Span / Effective Depth Check
06/04/2020
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460386.9/3452.4)1 = 262.30 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.40 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 36.38
Actual span / effective depth ratio
= 13.55 SAFE
Member M284 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.499 m
Maximum shear force within zone, V
= 60.80 kN
v
= (V/bvd)
= 0.50 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M285 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M285 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.019
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 216.60 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
06/04/2020
= 33.42 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
= 25 mm
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 94 mm
= (47000/fs) 300
= 240 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 120 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.025
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 285.35 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 44.02 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 182 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 91 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.020
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 226.94 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
06/04/2020
= 31.91 mm
= 53.15 kNm
= 35.01 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 229 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 115 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M285 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460285.3/3339.3)1 = 257.91 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.57 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 40.82
Actual span / effective depth ratio
= 12.32 SAFE
Member M285 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 50.10 kN
v
= (V/bvd)
= 0.41 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M286 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
06/04/2020
3.4.5.3
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M286 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.008
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 93.58 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 14.44 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.031
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 345.13 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 39.79 mm
= 53.54 kNm
= 53.25 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 59 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 201 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 100 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.021
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 230.38 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 35.54 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 226 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 113 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M286 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460345.1/3452.4)1 = 233.96 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.57 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 40.94
Actual span / effective depth ratio
= 12.32 SAFE
Member M286 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 54.00 kN
v
= (V/bvd)
= 0.44 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M287 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M287 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.036
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 398.34 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 61.46 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 59 mm
= 174 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
06/04/2020
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.333 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.023
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 260.68 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 40.22 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 199 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 100 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.006
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 68.47 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 10.56 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 59 mm
= 300 mm
Largest actual space between tension bars
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 43.37 mm
= 70.02 kNm
Member M287 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460250.6/3339.3)1 = 226.50 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.79 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 46.57
Actual span / effective depth ratio
= 9.85 SAFE
Member M287 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 71.00 kN
v
= (V/bvd)
= 0.58 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M288 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M288 Span 1
Detailed BS8110 Main Reinforcement
06/04/2020
3.4.5.3
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.056
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 634.90 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 96.28 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.13 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 164 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.089
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1061.45 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 152.45 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 359.07 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 26 mm
= 174 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 87 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
06/04/2020
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 113.47 mm
= 170.31 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.048
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 537.74 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 82.43 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.24 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 193 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 97 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Member M288 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601061.4/31206.4)1
= 269.83 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 0.98 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 25.48
Actual span / effective depth ratio
= 14.85 SAFE
Member M288 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 1.125 m
Maximum shear force within zone, V
06/04/2020
= 126.62 kN
v
= (V/bvd)
= 1.04 N/mm2 3.4.5.2
2
 0.8 fcu and 5 N/mm
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
3.4.5.4
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 94.76 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Minimum links zone: 1.125 m to 5.324 m
Maximum shear force within zone, V
= 101.90 kN
v
= (V/bvd)
= 0.84 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 5.324 m to 5.999 m
Maximum shear force within zone, V
= 122.00 kN
v
= (V/bvd)
= 1.00 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 86.91 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M289 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M289 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.040
K  K' hence compression steel not required.
06/04/2020
= 69.03 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
3.4.5.3
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 449.64 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 383.80 mm
= 603.19 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 206 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 103 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.064
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 736.81 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 109.88 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 372.81 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 167 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
06/04/2020
= 75.65 mm
= 119.02 kNm
= 86.59 kNm
d
= 404 mm
Depth to compression reinforcement
d'
= 58 mm
Redistribution < 10%, hence
K'
= 0.156 3.4.4.4
K
= (M/bd2 fcu)
= 0.051
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
= 379.88 mm
Asr
= (M/0.87 fyz)
= 569.85 mm2
Tension Bars provided
= 3T16
Actual area of tension reinforcement
= 603.19 mm2
Minimum area of tension reinforcement
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
= 4 % 3.12.6.1
Actual % of tension reinforcement
= 0.45 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 88 mm
= (47000/fs) 300
= 162 mm
= 88 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 81 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 56.74 mm
= 91.31 kNm
Member M289 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460736.8/3804.2)1 = 280.95 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.07 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.81
Actual span / effective depth ratio
= 13.61 SAFE
Member M289 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.499 m
Maximum shear force within zone, V
= 108.69 kN
v
= (V/bvd)
= 0.90 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
06/04/2020
3.4.5.3
OK
Member M290 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M290 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.035
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 395.15 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 60.96 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 175 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.047
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 524.70 mm2
06/04/2020
= 42.55 mm
= 70.00 kNm
= 80.55 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.79 mm
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 165 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.036
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 405.35 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 62.54 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 171 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M290 Span 1
Detailed BS8110 Span / Effective Depth Check
06/04/2020
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460524.7/3565.5)1 = 284.55 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.18 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 30.79
Actual span / effective depth ratio
= 12.32 SAFE
Member M290 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 88.53 kN
v
= (V/bvd)
= 0.73 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
1/3
vc
= 0.79 [(100 As/bvd)] [(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M291 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M291 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.016
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 181.87 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 28.06 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 300 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 43.47 mm
= 70.02 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.056
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 637.18 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 96.60 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.03 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 163 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 410.51 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
06/04/2020
= 63.83 mm
= 102.41 kNm
= 63.33 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 169 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M291 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460637.2/3678.6)1 = 287.96 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.10 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.65
Actual span / effective depth ratio
= 12.32 SAFE
Member M291 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 95.27 kN
v
= (V/bvd)
= 0.78 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M292 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
06/04/2020
3.4.5.3
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M292 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.035
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 394.04 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 60.79 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 176 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.333 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.023
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 262.12 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
06/04/2020
= 42.55 mm
= 70.00 kNm
= 40.44 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
= 25 mm
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 94 mm
= (47000/fs) 300
= 198 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 99 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.006
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 69.06 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 10.65 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 300 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 43.37 mm
= 70.02 kNm
Member M292 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460252.5/3339.3)1 = 228.18 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.78 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 46.25
Actual span / effective depth ratio
= 9.85 SAFE
06/04/2020
Member M292 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 70.81 kN
v
= (V/bvd)
= 0.58 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M293 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M293 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.055
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 626.02 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 95.03 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.50 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
06/04/2020
= (47000/fs) 300
= 25 mm
= 30 mm
= 166 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.087
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 1036.48 mm2
Tension Bars provided
= 6T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 149.31 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 360.13 mm
= 1206.37 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.89 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 26 mm
= (47000/fs) 300
= 178 mm
= 26 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 89 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.047
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 529.68 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 113.47 mm
= 170.31 kNm
= 81.27 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.58 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
= 25 mm
= 30 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 196 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 98 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Member M293 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (24601036.5/31206.4)1
= 263.48 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 1.00 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 26.01
Actual span / effective depth ratio
= 14.85 SAFE
Member M293 Span 1
Detailed BS8110 Shear Reinforcement
High shear zone: 0.001 m to 0.525 m
Maximum shear force within zone, V
= 125.06 kN
v
= (V/bvd)
= 1.03 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 150 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 92.12 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
High shear zone: 0.525 m to 5.999 m
Maximum shear force within zone, V
= 120.48 kN
v
= (V/bvd)
= 0.99 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2
(vc + 0.4) < v < 0.8fcu or 5 N/mm2
3.4.5.3
spacing provided, sv
= 175 mm
minimum area of links = bv sv (v - vc) / 0.87 fyv
= 98.38 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M294 Span 1
06/04/2020
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M294 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.040
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 445.27 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 68.70 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 156 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 78 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.064
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 732.90 mm2
Tension Bars provided
= 4T16
Actual area of tension reinforcement
Minimum area of tension reinforcement
06/04/2020
= 42.55 mm
= 70.00 kNm
= 109.34 kNm
d
= 404 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 372.98 mm
= 804.25 mm2
= 0.13 %
3.12.5.3
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 4 % 3.12.6.1
= 0.60 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 53 mm
= (47000/fs) 300
= 168 mm
= 53 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 75.65 mm
= 119.02 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.050
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 562.13 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 85.94 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 382.21 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 154 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 77 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Member M294 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
06/04/2020
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460732.9/3804.2)1 = 279.46 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.08 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 27.96
Actual span / effective depth ratio
= 13.61 SAFE
Member M294 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.499 m
Maximum shear force within zone, V
= 108.24 kN
v
= (V/bvd)
= 0.89 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M295 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M295 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.035
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 394.31 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 60.83 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
= 25 mm
= 59 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 176 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 88 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.047
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 525.12 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 80.61 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 383.77 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 41 mm
= (47000/fs) 300
= 165 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 83 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.036
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 405.39 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
06/04/2020
= 53.19 mm
= 86.42 kNm
= 62.54 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 171 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 86 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M295 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460525.1/3565.5)1 = 284.78 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.18 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 30.76
Actual span / effective depth ratio
= 12.32 SAFE
Member M295 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 88.56 kN
v
= (V/bvd)
= 0.73 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M296 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
06/04/2020
3.4.5.3
Member M296 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.016
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 182.05 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 28.09 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 30 mm
= (47000/fs) 300
= 300 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 150 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.056
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 636.96 mm2
Tension Bars provided
= 6T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
06/04/2020
= 43.47 mm
= 70.02 kNm
= 96.57 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 379.04 mm
= 678.58 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.50 %
= 25 mm
= 30 mm
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 163 mm
= 30 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 82 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 63.83 mm
= 102.41 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.037
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 410.72 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 63.37 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 169 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Member M296 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460637.0/3678.6)1 = 287.86 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.10 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 28.66
Actual span / effective depth ratio
= 12.32 SAFE
Member M296 Span 1
06/04/2020
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 95.27 kN
v
= (V/bvd)
= 0.78 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
3.4.5.3
Member M297 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 4.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M297 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.019
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 218.18 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 33.66 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 94 mm
= 238 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 119 mm
3.12.11.2.5
06/04/2020
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.333 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.013
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 148.72 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 22.94 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Hogging: at 4.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.003
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 38.15 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 5.89 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
06/04/2020
= (47000/fs) 300
= 25 mm
= 94 mm
= 295 mm
Largest actual space between tension bars
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 39.03 mm
= 53.52 kNm
Member M297 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460176.1/3339.3)1 = 159.16 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 2.00 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 52.00
Actual span / effective depth ratio
= 9.85 SAFE
Member M297 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 3.999 m
Maximum shear force within zone, V
= 40.62 kN
v
= (V/bvd)
= 0.33 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
Member M298 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 6.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M298 Span 1
Detailed BS8110 Main Reinforcement
06/04/2020
3.4.5.3
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.030
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 331.15 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 51.09 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 157 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 79 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 3.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.046
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 515.62 mm2
Tension Bars provided
= 5T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 79.24 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 384.17 mm
= 565.49 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.42 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 41 mm
= 168 mm
= 41 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 84 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
06/04/2020
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 53.19 mm
= 86.42 kNm
Hogging: at 6.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.025
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 284.88 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 43.95 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 183 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 91 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M298 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460515.6/3565.5)1 = 279.63 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.21 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 31.39
Actual span / effective depth ratio
= 14.78 SAFE
Member M298 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.999 m
Maximum shear force within zone, V
06/04/2020
= 68.61 kN
v
= (V/bvd)
= 0.56 N/mm2 3.4.5.2
2
 0.8 fcu and 5 N/mm
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
3.4.5.4
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
3.4.5.3
Member M299 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.500 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M299 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.022
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 241.65 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 37.28 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 215 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 108 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
06/04/2020
= 31.91 mm
= 53.15 kNm
Sagging: at 2.750 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.034
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 383.17 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 59.12 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 181 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 90 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Hogging: at 5.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.027
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 306.42 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 47.27 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= (47000/fs) 300
= 25 mm
= 94 mm
= 170 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 85 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
06/04/2020
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M299 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460383.2/3452.4)1 = 259.74 N/mm2
3.4.6.5
2
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0
= 1.41 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 36.76
Actual span / effective depth ratio
= 13.55 SAFE
Member M299 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 5.499 m
Maximum shear force within zone, V
= 60.42 kN
v
= (V/bvd)
= 0.50 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
area of links provided (2R8), Asv
= 100.53 mm2
OK
Member M300 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M300 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
06/04/2020
K'
= 33.05 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
3.4.5.3
K
= (M/bd2 fcu)
= 0.019
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 214.24 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 243 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 121 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.025
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 285.76 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 44.09 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 182 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 91 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Hogging: at 5.000 m from the start of the member
06/04/2020
= 31.91 mm
= 53.15 kNm
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.020
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 228.46 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 35.25 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 228 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 114 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 31.91 mm
= 53.15 kNm
Member M300 Span 1
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460285.8/3339.3)1 = 258.29 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.57 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 40.75
Actual span / effective depth ratio
= 12.32 SAFE
Member M300 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 50.22 kN
v
= (V/bvd)
= 0.41 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
06/04/2020
3.4.5.3
minimum area of links = 0.4 bv sv / 0.87 fyv
area of links provided (2R8), Asv
OK
= 96.60 mm2
= 100.53 mm
2
Member M301 Span 1
Detailed BS8110 Design Requirements
Section Property: 300 x 449
Span Length
= 5.000 m
Rectangular section
Width = 300 mm
Depth = 450 mm
Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm
Member M301 Span 1
Detailed BS8110 Main Reinforcement
Hogging: at 0.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.008
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 92.18 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 14.22 kNm
d
= 406 mm
d'
= 44 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 295 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 148 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Sagging: at 2.500 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.031
K  K' hence compression steel not required.
06/04/2020
= 39.79 mm
= 53.54 kNm
= 53.37 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 345.93 mm2
Tension Bars provided
= 4T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 385.70 mm
= 452.39 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.34 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 59 mm
= (47000/fs) 300
= 200 mm
= 59 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 100 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
= 42.55 mm
= 70.00 kNm
Hogging: at 5.000 m from the start of the member
Moment applied to section
Effective depth of tension reinforcement
Depth to compression reinforcement
Redistribution < 10%, hence
K'
K
= (M/bd2 fcu)
= 0.021
K  K' hence compression steel not required.
z
= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d
Asr
= (M/0.87 fyz)
= 230.17 mm2
Tension Bars provided
= 3T12
Actual area of tension reinforcement
Minimum area of tension reinforcement
Maximum area of tension reinforcement
Actual % of tension reinforcement
= 35.51 kNm
d
= 406 mm
d'
= 58 mm
= 0.156 3.4.4.4
= 385.70 mm
= 339.29 mm2
= 0.13 %
3.12.5.3
= 4 % 3.12.6.1
= 0.25 %
Minimum horizontal distance between bars = hagg + 5mm
3.12.11.1
Smallest actual horizontal space between bars
Maximum spacing of tension bars
3.12.11.2.4
Largest actual space between tension bars
= 25 mm
= 94 mm
= (47000/fs) 300
= 226 mm
= 94 mm
Maximum clear distance between beam face and nearest main bar in tension
= max tension bar spacing / 2
= 113 mm
3.12.11.2.5
Actual clear distance between beam face and nearest main bar in tension
= 38 mm
Actual neutral axis depth of section
Moment capacity of section
 OK
Member M301 Span 1
06/04/2020
= 31.91 mm
= 53.15 kNm
Detailed BS8110 Span / Effective Depth Check
Basic span / effective depth ratio
= 26.0 3.4.6.3
fs = (2f y As req/3As prov)b)
= (2460345.9/3452.4)1 = 234.50 N/mm2
3.4.6.5
Mod. factor for tension rft.
= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0
= 1.57 3.4.6.5
Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6
Hence, modified span / effective depth ratio
= 40.85
Actual span / effective depth ratio
= 12.32 SAFE
Member M301 Span 1
Detailed BS8110 Shear Reinforcement
Minimum links zone: 0.001 m to 4.999 m
Maximum shear force within zone, V
= 54.04 kN
v
= (V/bvd)
= 0.44 N/mm2 3.4.5.2
 0.8 fcu and 5 N/mm2
hence dimensions adequate
vc
= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m
3.4.5.4
= 0.79  0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2
0.5vc < v < (vc + 0.4), hence provide nominal links
spacing provided, sv
= 175 mm
minimum area of links = 0.4 bv sv / 0.87 fyv
= 96.60 mm2
2
area of links provided (2R8), Asv
= 100.53 mm
OK
06/04/2020
3.4.5.3