strip-foundation-design-calcualtion.docx

AMDANYVICTOR 443 views 190 slides Jan 22, 2023
Slide 1
Slide 1 of 289
Slide 1
1
Slide 2
2
Slide 3
3
Slide 4
4
Slide 5
5
Slide 6
6
Slide 7
7
Slide 8
8
Slide 9
9
Slide 10
10
Slide 11
11
Slide 12
12
Slide 13
13
Slide 14
14
Slide 15
15
Slide 16
16
Slide 17
17
Slide 18
18
Slide 19
19
Slide 20
20
Slide 21
21
Slide 22
22
Slide 23
23
Slide 24
24
Slide 25
25
Slide 26
26
Slide 27
27
Slide 28
28
Slide 29
29
Slide 30
30
Slide 31
31
Slide 32
32
Slide 33
33
Slide 34
34
Slide 35
35
Slide 36
36
Slide 37
37
Slide 38
38
Slide 39
39
Slide 40
40
Slide 41
41
Slide 42
42
Slide 43
43
Slide 44
44
Slide 45
45
Slide 46
46
Slide 47
47
Slide 48
48
Slide 49
49
Slide 50
50
Slide 51
51
Slide 52
52
Slide 53
53
Slide 54
54
Slide 55
55
Slide 56
56
Slide 57
57
Slide 58
58
Slide 59
59
Slide 60
60
Slide 61
61
Slide 62
62
Slide 63
63
Slide 64
64
Slide 65
65
Slide 66
66
Slide 67
67
Slide 68
68
Slide 69
69
Slide 70
70
Slide 71
71
Slide 72
72
Slide 73
73
Slide 74
74
Slide 75
75
Slide 76
76
Slide 77
77
Slide 78
78
Slide 79
79
Slide 80
80
Slide 81
81
Slide 82
82
Slide 83
83
Slide 84
84
Slide 85
85
Slide 86
86
Slide 87
87
Slide 88
88
Slide 89
89
Slide 90
90
Slide 91
91
Slide 92
92
Slide 93
93
Slide 94
94
Slide 95
95
Slide 96
96
Slide 97
97
Slide 98
98
Slide 99
99
Slide 100
100
Slide 101
101
Slide 102
102
Slide 103
103
Slide 104
104
Slide 105
105
Slide 106
106
Slide 107
107
Slide 108
108
Slide 109
109
Slide 110
110
Slide 111
111
Slide 112
112
Slide 113
113
Slide 114
114
Slide 115
115
Slide 116
116
Slide 117
117
Slide 118
118
Slide 119
119
Slide 120
120
Slide 121
121
Slide 122
122
Slide 123
123
Slide 124
124
Slide 125
125
Slide 126
126
Slide 127
127
Slide 128
128
Slide 129
129
Slide 130
130
Slide 131
131
Slide 132
132
Slide 133
133
Slide 134
134
Slide 135
135
Slide 136
136
Slide 137
137
Slide 138
138
Slide 139
139
Slide 140
140
Slide 141
141
Slide 142
142
Slide 143
143
Slide 144
144
Slide 145
145
Slide 146
146
Slide 147
147
Slide 148
148
Slide 149
149
Slide 150
150
Slide 151
151
Slide 152
152
Slide 153
153
Slide 154
154
Slide 155
155
Slide 156
156
Slide 157
157
Slide 158
158
Slide 159
159
Slide 160
160
Slide 161
161
Slide 162
162
Slide 163
163
Slide 164
164
Slide 165
165
Slide 166
166
Slide 167
167
Slide 168
168
Slide 169
169
Slide 170
170
Slide 171
171
Slide 172
172
Slide 173
173
Slide 174
174
Slide 175
175
Slide 176
176
Slide 177
177
Slide 178
178
Slide 179
179
Slide 180
180
Slide 181
181
Slide 182
182
Slide 183
183
Slide 184
184
Slide 185
185
Slide 186
186
Slide 187
187
Slide 188
188
Slide 189
189
Slide 190
190
Slide 191
191
Slide 192
192
Slide 193
193
Slide 194
194
Slide 195
195
Slide 196
196
Slide 197
197
Slide 198
198
Slide 199
199
Slide 200
200
Slide 201
201
Slide 202
202
Slide 203
203
Slide 204
204
Slide 205
205
Slide 206
206
Slide 207
207
Slide 208
208
Slide 209
209
Slide 210
210
Slide 211
211
Slide 212
212
Slide 213
213
Slide 214
214
Slide 215
215
Slide 216
216
Slide 217
217
Slide 218
218
Slide 219
219
Slide 220
220
Slide 221
221
Slide 222
222
Slide 223
223
Slide 224
224
Slide 225
225
Slide 226
226
Slide 227
227
Slide 228
228
Slide 229
229
Slide 230
230
Slide 231
231
Slide 232
232
Slide 233
233
Slide 234
234
Slide 235
235
Slide 236
236
Slide 237
237
Slide 238
238
Slide 239
239
Slide 240
240
Slide 241
241
Slide 242
242
Slide 243
243
Slide 244
244
Slide 245
245
Slide 246
246
Slide 247
247
Slide 248
248
Slide 249
249
Slide 250
250
Slide 251
251
Slide 252
252
Slide 253
253
Slide 254
254
Slide 255
255
Slide 256
256
Slide 257
257
Slide 258
258
Slide 259
259
Slide 260
260
Slide 261
261
Slide 262
262
Slide 263
263
Slide 264
264
Slide 265
265
Slide 266
266
Slide 267
267
Slide 268
268
Slide 269
269
Slide 270
270
Slide 271
271
Slide 272
272
Slide 273
273
Slide 274
274
Slide 275
275
Slide 276
276
Slide 277
277
Slide 278
278
Slide 279
279
Slide 280
280
Slide 281
281
Slide 282
282
Slide 283
283
Slide 284
284
Slide 285
285
Slide 286
286
Slide 287
287
Slide 288
288
Slide 289
289

About This Presentation

civil engineering notes

Size: 4.1 MB
Language: en
Added: Jan 22, 2023
Slides: 190 pages

Slide Content

PROJECT / CONTRACT REF:


MAINTAINENCE WORKSHOP AT RLIC
FOR M/s JAIDAH GROUP

DOCUMENT TITLE:



STRUCTURAL DESIGN CALCULATION










07.02.11 0 ISSUED FOR COMMENTS GSN GSN GB


DATE

REV.
NO.

REASON FOR REVISION

PREPARED

CHECKED

APPD.
APPD.

DOCUMENT NUMBER: 1936 –ST - B0 – 6 - 002 SHT. 001 OF 001

REV.

0

Project: Maintenance Workshop & Stores At
RLIC for M/S Jaidah Group



S.NO Description Page
1.0 I. DESIGN OF OFFICE BUILDING

1. Design Data

2. Design of Slab

3. Design of Staircase

4. 3 Dimensional model outline

5. Beam Numbers

6. STAAD PRO - Input

7. Design of beams

8. Design of column

9. Base pressure

2

10

18

24

26

31

43

146

169

2.0

II. Foundation Design of Warehouse

177

3.0

III. Foundation Design of Oil Drum Storage Tank

208

4.0

IV. Foundation Design of Cement Storage

235

5.0

V. Foundation Design of Storage Tank

262

6.0

Appendix – I

275








© Qatar Design Consortium, July-2010

DESIGN OF OFFICE BUILDING

DESIGN DATA

Project: Maintenance Workshop & Stores At
RLIC for M/S Jaidah Group

Structural Engineering Design Philosophy
Document No: 1936-ST-6-001

1.0 Introduction

This section of the document describes the Structural Engineering Design Philosophy
for the Maintenance workshop & stores at RLIC.

2.0 Description of Building

Maintenance workshop & stores at RLIC Phase II, which include, Office Building,
Cement Storage Area, Warehouse and Storage tank. The Office Building will be
designed as a concrete framed structure. All other buildings (Storage tank, Warehouse
and Cement Storage Area) will be designed by Specialist Pre-Engineered suppliers.

3.0 Structural System


3.1 Superstructure

The office building superstructure is designed as reinforced concrete beam-column
framed structure, acting as Intermediate Moment Resisting Framed Structure (IMRF).
The overall stability of the structure is provided by frame action of beams and columns
during the construction changes and throughout the designed life of the structure. The
floor slabs shall be reinforced concrete solid slabs providing diaphragm action. The
roof slabs shall be reinforced concrete slab. All other buildings (Storage tank,
Warehouse and Cement Storage Area) will be designed by Specialist Pre-Engineered
suppliers and supplied by specialist manufacturer upon client’s approval. The
foundation design for the same will be designed based on the pre-engineered supplier’s
reaction.
© Qatar Design Consortium, October-2010
2

Project: Maintenance Workshop & Stores At
RLIC for M/S Jaidah Group

Structural Engineering Design Philosophy
Document No: 1936-ST-6-001

3.2 Foundation Systems and Design Bearing Pressure

The foundation system for the office building shall be isolated foundation, designed as
per the geotechnical recommendations with the recorded safe bearing pressure of
ground condition. The foundation shall be designed for the worst combination of dead,
live and wind loadings. Permanent settlement of foundations shall not exceed 25mm
and the differential settlement of individual foundations shall not exceed 10mm.
Protection against sulphate attack shall be provided for substructures and foundation.

The allowable safe bearing pressure of 150MPa is assumed for the design of foundation
and substructures. The safe bearing capacity stated will be confirmed with the
Geotechnical Report for the respective sites.

4.0 Loadings

4.1 Dead Loads

R.C. Structure

Density of Structural Concrete = 25 kN/m
3


Density of Screed Concrete = 20 kN/m
3

Steel Structure
Density of Steel = 78.5 kN/m
3


Block Work

100mm thk Solid Blockwall + Rendering = 2.16 + 0.96 = 3.12kN/m²

150mm thk Hollow Blockwall + Rendering = 2.00 + 0.96 = 2.96kN/m²

200mm thk Hollow Block wall+ Rendering = 2.87 + 0.96 = 3.83 kN/m²
© Qatar Design Consortium, October-2010
3

Project: Maintenance Workshop & Stores At
RLIC for M/S Jaidah Group

Structural Engineering Design Philosophy
Document No: 1936-ST-6-001

Finishes (Floors)

Structural screed (100mm thk) : 0.1 x 20 = 2 kN/m
2

Services, light fixtures, ducts, false ceiling : 0.75 kN/m
2

Total Finishes (Floors) : 2.75 kN/m
2

Finishes (Roof)
Structural screed (100mm thk – slope average): 0.1 x 20 = 2 kN/m
2

50mm thk precast Concrete Tiles on Roof : 0.05 x 24 = 1.2 kN/m
2

Provision of roof water proof - 4mm water
proof membrane with 50mm thick Extruded

polystyrene : 0.3 kN/m
2


Services, light fixtures, ducts, false ceiling : 0.75 kN/m
2

Total finishes (Roof) : 4.25 kN/m
2


4.2 Live Load

Offices, Conference hall : 3.00 kN/m
2
(distributed load)

Dining rooms and restaurants : 5.0 kN/m
2
(distributed load)

Stairs, walkways, access : 3.00 kN/m
2
(distributed load)

Sand Load on flat roofs : 1.00 kN/m
2
(distributed load)

Accessible Roof : 1.50 kN/m
2
(distributed load)

Steel Sloped roof : 0.75 kN/m
2
(distributed load)

Crane Load : As Actual

Water Tank /Services Equipment : As Actual
© Qatar Design Consortium, October-2010
4

Project: Maintenance Workshop & Stores At
RLIC for M/S Jaidah Group

Structural Engineering Design Philosophy
Document No: 1936-ST-6-001

4.3 Wind Load

(As per CP-3, Chapter V, part 2, 1972)

Wind speed as specified - V = 45 m/s

Design wind Speed - VS = V* S1*S2*S3
S1 = 1.0 (Table 2);
S2 = 1.0 (open country with no obstruction, Class B, Table 3);
S3 = 1.0
Design Wind Speed – Vs = 45 * 1*1*1

= 45 m/s

Dynamic Wind Pressure – q = 0.613* Vs²

= 0.613 * 45²

= 1241.0 N/m²

≈ 1.241 kN/m²


4.4 Load Combinations

1.4 Dead Load + 1.6 Live Load 1.4DL+1.6LL

1.2 Dead Load + 1.2 Live Load + 1.2 Wind Load in X direction 1.2DL+1.2LL+1.2WX

1.2 Dead Load + 1.2 Live Load - 1.2 Wind Load in X direction 1.2DL+1.2LL-1.2WX

1.2 Dead Load + 1.2 Live Load + 1.2 Wind Load in Z direction 1.2DL+1.2LL+1.2WZ

1.2 Dead Load + 1.2 Live Load - 1.2 Wind Load in Z direction 1.2DL+1.2LL-1.2WZ

1.4 Dead Load + 1.4 Wind Load 1.4DL+1.4WX

1.4 Dead Load - 1.4 Wind Load 1.4DL-1.4WX.
© Qatar Design Consortium, October-2010
5

Project: Maintenance Workshop & Stores At
RLIC for M/S Jaidah Group

Structural Engineering Design Philosophy
Document No: 1936-ST-6-001

1.4 Dead Load + 1.4 Wind Load 1.4DL+1.4WZ

1.4 Dead Load - 1.4 Wind Load 1.4DL-1.4WZ

1.0 Dead Load + 1.0 Live Load 1.0DL+1.0LL

1.0 Dead Load + 1.0 Live Load + 1.0 Wind Load 1.0DL+1.0LL+1.0WX

5.0 Materials

5.1 Concrete – Structural and Non Structural

Structural Concrete : For Beams, columns, pedestal, footing

C35/20 (OPC) with characteristic 28 day
strength of 35 N/mm²
Blinding Concrete : C15/20 (SRC) with a characteristic 28

day strength of 15 N/mm²


5.2 Reinforcement : High yield strength deformed bars with a

Characteristic strength of 420N/mm
2

conforming to BS 4449.
5.3 Block work :

All external and internal block work shall comprise of 200mm thick hollow block wall.

For hollow blocks, minimum compressive strength of average of 10 blocks shall be 7.0 N/mm
2
. No
individual block shall be less than 5.6N/mm
2
.

For solid blocks, minimum compressive strength of average of 10 blocks shall be 15.0 N/mm
2
. No
individual block shall be less than 12 N/mm
2
.
Compressive strength of a block shall be taken as the minimum load divided by the gross area on bed.
© Qatar Design Consortium, October-2010
6

Project: Maintenance Workshop & Stores At
RLIC for M/S Jaidah Group

Structural Engineering Design Philosophy
Document No: 1936-ST-6-001

6.0. Reinforcement Covers

Foundation, columns and ground beams below GL - 70mm
Column above GL - 40mm
Beams - 40mm

Slabs - 30mm

7.0 Deflection criteria:













* L equals the span of beams.

8.0. Computer Analysis and Presentation of Design Report

Three dimensional structural modeling and analysis is done in STAAD.Pro. The design
is carried out manually in segmental members. The analysis output and design report
will be presented with STAAD.Pro output and manual calculations with diagram where
applicable.
© Qatar Design Consortium, October-2010
7



Category


Member Type

Vertical Deflection
due to Imposed Load
Hori. Deflection due
to Imposed and
Wind Load

Concrete
Members

Floor Beams
L/350 or

20mm
-

Project: Maintenance Workshop & Stores At
RLIC for M/S Jaidah Group

Structural Engineering Design Philosophy
Document No: 1936-ST-6-001

9.0. References

 Qatar Construction Specification 2007

 BS 12 : Specification for Portland Cement

 BS 648 : Schedule of Weight for Building Materials

 BS 8110 Part 1: Structural Use of Concrete – Code of Practice for Design &
Construction
 BS 4449, 4461, 4482 and 4483 : Hot Rolled Steel Bars for the Reinforcement of
Concrete
 BS 6399 – part 1: Design Loading for Building – Code of Practice for Dead and
Imposed Load
 CP3 1972 Chapter 5 Part 2 – Code of practice for wind loading

 BS 5628 : Code of Practice for the use of Masonry

 BS 5930 Code of Practice for Site Investigation

 BS 6031 Code of Practice for Earthworks

 BS 8004 Code of Practice for Foundation.

 BS 5950 Structural use of Steelwork in building.

 BS 5975 Code of practice for false work

 BS 8666:1989 Scheduling, dimensioning and cutting of steel reinforcement
© Qatar Design Consortium, October-2010
8

DESIGN OF SLAB

PROJECT : Date : Oct 10 Designed by : Page No:

SLAB DESIGN
SLAB DESIGN
Title : S1
Fcu = 35N/mm2
Fy = 410N/mm2
SLAB DIMENSIONS
Long Span = 5m
Short Span = 3.8m
Ly/Lx = 1.32

LOADS
Working Dead Load = 6.4 kN/m2
Working Live Load = 3 kN/m2
Ultimate Load = 13.7 kN/m2

Total Slab Thickness=150mm


Co-eff M(kNm/m) Ast(mm2/m) Required

--

Short Span Negative 0.070 13.80 339 Y 8 @ 147 c/c
Short Span Positive 0.052 10.21 251 Y 8 @ 199 c/c
Long Span Negative 0.045 8.90 219 Y 8 @ 228 c/c
Long Span Positive 0.034 6.72 195 Y 8 @ 256 c/c
-


DEFLECTION


CHECK

Modification Factor for tension reinforcement = 1.69
Allowable Span / Depth = 44.03
Actual Span / Depth = 31.67

PROJECT : Date : Oct 10 Designed by : Page No:

SLAB DESIGN
SLAB DESIGN
Title : S2
Fcu = 35N/mm2
Fy = 410N/mm2
SLAB DIMENSIONS
Long Span = 5.6m
Short Span = 5m
Ly/Lx = 1.12

LOADS
Working Dead Load = 7.1 kN/m2
Working Live Load = 3 kN/m2
Ultimate Load = 14.7 kN/m2

Total Slab Thickness=180mm


Co-eff M(kNm/m) Ast(mm2/m) Required

--

Short Span Negative 0.057 21.09 415 Y 10 @ 189 c/c
Short Span Positive 0.043 15.80 311 Y 8 @ 161 c/c
Long Span Negative 0.045 16.54 325 Y 8 @ 154 c/c
Long Span Positive 0.034 12.49 246 Y 8 @ 203 c/c
-


DEFLECTION


CHECK

Modification Factor for tension reinforcement = 1.7
Allowable Span / Depth = 44.15
Actual Span / Depth = 33.33

ONE WAY SLAB DESIGN

TITLE : FIRST FLOOR SLAB S6

150 THK SLAB






Continuous (26), Simply Supported (20) 20

Self Weight of the slab 3.6 kn/m2
Dead load on the slab(finishes+service 2.75 kn/m2
Live load on the slab 3 kn/m2
Total factored load on the slab 13.69 kn/m2
Grade of conrete 35 N/mm2
Yield Stress of Steel 410 N/mm2
Clear Cover 30 mm

Short Span

2.26

m
Moment 8.74 kn-m
Effective Depth 115 mm

K=M/bd2*fcu

0.019
Mu/bd2 0.66

z 112.5

095d 109.3
Ast required 205.40 Min of 1 or 2 109.3
Ast provided 392.50

T 10 @ 200

Check for deflection
fs 143.04

Modification factor 2.00

Allowable span/depth 40.00

Actual Span /depth 19.65 OK
2.26

SHORT
SPAN

PROJECT : Date : Oct 10 Designed by : Page No:
SLAB DESIGN

SLAB DESIGN
Title : Roof Slab1
Fcu = 35N/mm2
Fy = 410N/mm2
SLAB DIMENSIONS
Long Span = 5m
Short Span = 3.8m
Ly/Lx = 1.32


LOADS
Working Dead Load = 7.9 kN/m2
Working Live Load = 2.5 kN/m2
Ultimate Load = 15. kN/m2

Total Slab Thickness=150mm



Co-eff M(kNm/m) Ast(mm2/m) Required
Short Span Negative 0.070 15.11 371 Y 8 @ 135 c/c

Short Span Positive 0.052 11.18 275 Y 8 @ 182 c/c
Long Span Negative 0.045 9.74 240 Y 8 @ 208 c/c
Long Span Positive 0.034 7.36 195 Y 8 @ 256 c/c

DEFLECTION

CHECK

Modification Factor for tension reinforcement = 1.65
Allowable Span / Depth = 42.84
Actual Span / Depth = 31.67

PROJECT : Date : Oct 10 Designed by : Page No:

SLAB DESIGN
SLAB DESIGN
Title : RS3
Fcu = 35N/mm2
Fy = 410N/mm2
SLAB DIMENSIONS
Long Span = 5.6m
Short Span = 5m
Ly/Lx = 1.12

LOADS
Working Dead Load = 8.6 kN/m2
Working Live Load = 2.5 kN/m2
Ultimate Load = 16. kN/m2

Total Slab Thickness=180mm


Co-eff M(kNm/m) Ast(mm2/m) Required

--

Short Span Negative 0.057 22.96 452 Y 10 @ 174 c/c
Short Span Positive 0.043 17.20 338 Y 8 @ 148 c/c
Long Span Negative 0.045 18.00 354 Y 8 @ 141 c/c
Long Span Positive 0.034 13.60 268 Y 8 @ 187 c/c
-


DEFLECTION


CHECK

Modification Factor for tension reinforcement = 1.66
Allowable Span / Depth = 43.04
Actual Span / Depth = 33.33

ONE WAY SLAB DESIGN

TITLE : ROOF SLAB S3

150 THK SLAB






Continuous (26), Simply Supported (20) 20

Self Weight of the slab 3.6 kn/m2
Dead load on the slab(finishes+service 4.25 kn/m2
Live load on the slab 2.5 kn/m2
Total factored load on the slab 14.99 kn/m2
Grade of conrete 35 N/mm2
Yield Stress of Steel 410 N/mm2
Clear Cover 30 mm

Short Span

2.26

m
Moment 9.57 kn-m
Effective Depth 115 mm

K=M/bd2*fcu

0.021
Mu/bd2 0.72

z 112.3

095d 109.3
Ast required 224.91 Min of 1 or 2 109.3
Ast provided 392.50

T 10 @ 200

Check for deflection
fs 156.62

Modification factor 2.00

Allowable span/depth 40.00

Actual Span /depth 19.65 OK
2.26

SHORT
SPAN

PROJECT : Date : Oct 10 Designed by : Page No:
SLAB DESIGN

SLAB DESIGN
Title : STAIR ROOF
Fcu = 35N/mm2
Fy = 410N/mm2
SLAB DIMENSIONS
Long Span = 5.7m
Short Span = 2.9m
Ly/Lx = 1.97


LOADS
Working Dead Load = 7.9 kN/m2
Working Live Load = 2.5 kN/m2
Ultimate Load = 15. kN/m2

Total Slab Thickness=150mm



Co-eff M(kNm/m) Ast(mm2/m) Required
--
Short Span

Negative

0.000

0.00

195

Y 8 @ 256 c/c
Short Span Positive 0.110 13.85 341 Y 8 @ 147 c/c
Long Span Negative 0.000 0.00 195 Y 8 @ 256 c/c
Long Span Positive 0.056 7.06 195 Y 8 @ 256 c/c
-


DEFLECTION CHECK

Modification Factor for tension reinforcement = 1.54
Allowable Span / Depth = 30.76
Actual Span / Depth = 24.17

DESIGN OF STAIRCASE

WAIST SLAB DESIGN FOR STAIRCASE

Grade of concrete = 35 N/mm2
Grade of steel = 410 N/mm2

Tread = 300 mm
Rise = 150 mm
Width of flight = 1.2 m

Height between floors = 3.5 m
Dimensions of main beam = 0.2 m x 0.6 m

Width of going on the left of 1st landing = 1.2 m
Width of 1st landing = 3 m
Width of going on the right of 1st landing = 0 m
Width of 2nd landing = 0 m
Width of going on the right of 2nd landing = 0 m
Width of 3rd landing = 0 m
Width of going on the right of 3rd landing = 0 m

Dimensions of support beam at the junction of going and landing = 0 m x 0 m
Clear dimension of beam beyond the staircase end = 0 m x 0 m

Live load = 3 kN/m2
Finishes = 1 kN/m2

Diagonal length of each step = 335 mm

Effective span = 4.2 m

Assumed waist slab thickness = 210 mm
Waist slab thickness to be provided = 200 mm
Diameter of main reinforcement bar = 12 mm
Clear cover = 30 mm
Effective depth of waist slab = 164 mm
Slab thickness in landing region = 200 mm

Loads acting on goings:
Self weight of waist slab = 5.59 kN/m2
Self weight of step = 1.88 kN/m2
Live loads = 3 kN/m2
Finishes = 1 kN/m2

Factored loads = 17.20 kN/m2

Loads acting on landings:
Self weight of landing slab = 5 kN/m2
Live loads = 3 kN/m2
Finishes = 1 kN/m2

Factored loads = 13.50 kN/m2

Span of going on the left of landing = 1.2 m
Span of landing = 3 m
Span of going on the right of 1st landing = 0 m
Span of 2nd landing = 0 m
Span of going on the right of 2nd landing = 0 m
Span of 3rd landing = 0 m
Span of going on the right of 3rd landing = 0 m







Reaction on the left support = 32.15 kN/m
Reaction on the right support = 28.98 kN/m

Sectn frm lft suport whr max moment is acting = 1.99 m
Maximum moment (in kNm) = Go to next step.
31.09
-19.89
31.09
22.07
31.09
22.07

Enter the top most moment value from above results: = 32.00 kNm

Total moment acting on the staircase slab = 32.00 kNm

Calculation of main reinforcement:
R = 1.19
pt,reqd = 0.35 %
Ast,reqd = 571
Ast,prov = 700 mm2
pt,prov = 0.427 % > 0.12%
Enter diameter of main reinforcement = 12 mm
Spacing of reinforcement = 161 mm

Calculation of distribution reinforcement:

Ast,reqd

= 196.8 mm2/m


Diameter of bars

= 12 mm


Spacing

= 574 mm



Calculation for deflection:


Section Properties


Width of the slab

b = 1000 mm


Depth of the slab

D = 200 mm


Effective cover

d' = 36 mm


Effective depth

d = 164 mm



Mid Span Reinforcement Provided


Area of tension steel
Ast = 700 mm²


Percentage of tension steel
pt = 0.43 %


Short-Term Deflection


Modular ratio

m = Es/Ec 6.8

Neutral axis depth at mid Span

x = 34.95 mm



Modulus of rupture
fcr = 0.7√ fck = 4.14 N/mm²


Gross moment of Inertia
Igr = 6.7E+08 mm
4



Distance from centroidal axis to extreme tension fibre
yt = 100 mm


Cracking moment
Mr = fcr Igr /yt = 2.8E+07 N-mm


Bending moment due to dead & live load at mid span (service load)
Mo = 2.1E+07 N-mm



Cracked moment Inertia at mid span
Ir0 = 6.7E+08 mm
4



Lever arm

z = 152 mm


Effective moment of inertia
I
eff = 2.6E+09 mm
4


Final Ieff Ieff,final = 6.7E+08 mm
4




Unfactored Dead load

= 8.5 kN


Unfactored live load

= 3.0 kN



Short-term deflection due to dead load
D = 1.739 mm


Short-term deflection due to live load
L = 0.616 mm


Total short-term deflection

D+L = 2.356 mm


Deflection Due to Shrinkage
Deflection due to shrinkage cs = k3csl² = k3 k4 cs l
2
/D
k3
= 0.125
k4
= 0.47

Ultimate shrinkage strain of concrete
ε
cs = 0.0003

Deflection due to shrinkage
cs = 1.56 mm

Deflection Due to Creep


Creep coefficient

 = 1.1

Effective modulus of elasticity
Ece = Ec /(1+) = 14086 N/mm
2




Modular ratio

m = 14.2

pm = 0.0606

k = 0.3

Neutral axis depth at mid span

x = 48 mm



Distance from centroidal axis to extreme tension fibre
yt = 100 mm



Cracking moment
Mr = 2.8E+07 Nmm



Cracked moment Inertia
Ir = 6.7E+08 mm
4




Lever arm

z = -48.0159737021121/3 = 148 mm


Effective moment of inertia
I
eff = 1.8E+09 mm
4



Final Ieff
= 6.7E+08 mm
4




Initial plus creep deflection due to permanent load

i,cc (perm) = 4.95 mm


Short-term deflection due to permanent load

i (perm) = 1.74 mm


Creep deflection due to permanent load
cc = 3.21 mm


Check on Total Deflection


Total deflection

total = 
D+L+ 
cs + 
cc = 7.12 mm


Final limiting deflection

= 16.8 mm

Safe.


Deflection after erection of partition & finishes
ΔL + Δsh + Δcp = 5.38

Permissible deflection after erection of partition & finishes

= 12.0 mm

Safe.

Check for shear:


Maximum shear force

Vu,max = 32.15 kN


Shear stress

ζv = 0.1961 N/mm2


Percentage of steel provided

pt = 0.43 %

pt ζc

Lower limit 0.15 0.30

Upper limit 0.25 0.38

Shear resistance

ζc = 0.521 N/mm2

Safe.

STAAD PRO

3D – MODEL OUTLINE

Print Time/Date: 02/01/2011 15:26 STAAD.Pro for Windows Release 2007 Print Run 1 of 1




Software licensed to QATAR DESIGN CONSORTIUM
Job No Sheet No
1
Rev
Part
Job Title Ref
By Date
21-Oct-10
Chd
Client File
OFFICE BUILDING strip f
Date/Time
28-Oct-2010 16:45















Y
X
Z


Load 1

3 DIMENSIONAL MODEL OUTLINE

BEAM NUMBERS

Print Time/Date: 02/01/2011 15:27 STAAD.Pro for Windows Release 2007 Print Run 1 of 1




Software licensed to QATAR DESIGN CONSORTIUM
Job No Sheet No
1
Rev
Part
Job Title Ref
By Date
21-Oct-10
Chd
Client File
OFFICE BUILDING strip f
Date/Time
28-Oct-2010 16:45


















11 47 48
3 7
10 39 17 50
5 6
40 49
1 2 8 9
28 32 26 30 51
27 25
12 63
38 31
18 54
44 52
Y X 41 42
37 61 62
36 53 55
34
Z
14 20 56
4 45 19
13 24 299 16 21 60
23 346 58 29
15 46 57 59
Load 1


PLINTH BEAM NUMBERING

Print Time/Date: 02/01/2011 15:27 STAAD.Pro for Windows Release 2007 Print Run 1 of 1




Software licensed to QATAR DESIGN CONSORTIUM
Job No Sheet No
1
Rev
Part
Job Title Ref
By Date
21-Oct-10
Chd
Client File
OFFICE BUILDING strip f
Date/Time
28-Oct-2010 16:45


















106 107
66 70
73 99 68 80 109
100
69

108
64 65
309
71 72
305 304
90 94 88 92 110
89 87
75 122
98 93
81 113
103 111
Y X 101 102
97 120 121
96 112 114
95
Z
77 83 188 115
67 104 82
76 86 192 190 187 79 84 119
85 191 117 91
78 105 189 116 118
Load 1


FIRST FLOOR BEAM NUMBERING

Print Time/Date: 02/01/2011 15:28 STAAD.Pro for Windows Release 2007 Print Run 1 of 1




Software licensed to QATAR DESIGN CONSORTIUM
Job No Sheet No
1
Rev
Part
Job Title Ref
By Date
21-Oct-10
Chd
Client File
OFFICE BUILDING strip f
Date/Time
28-Oct-2010 16:45


















165 166
125 129
132 158 127 139 168
159
128
167
123 124
308
130 131
307 306
149 153 147 151 169
148 146
134 181
157 152
140 172
162 170
Y X 160 161
156 179 180
155 171 173
154
Z
142 174
163 141
135 185 184 186 178
182 176
164 175
Load 1


ROOF BEAM NUMBERING

Print Time/Date: 02/01/2011 15:28 STAAD.Pro for Windows Release 2007 Print Run 1 of 1




Software licensed to QATAR DESIGN CONSORTIUM
Job No Sheet No
1
Rev
Part
Job Title Ref
By Date
21-Oct-10
Chd
Client File
OFFICE BUILDING strip f
Date/Time
28-Oct-2010 16:45


















290


293 289


294



Y X
Z


Load 1

STAAD INPUT

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29
Page: 1


STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 21-Oct-10
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 3.8 0 0; 3 9.4 0 0; 4 0 0 5; 5 3.8 0 5; 6 0 0 10.4; 7 3.8 0 10.4;
9 9.4 0 5; 10 9.4 0 8.4; 11 7.4 0 8.4; 12 9.4 0 12.4; 13 7.4 0 12.4;
14 9.4 0 -2; 15 12.3 0 -2; 16 15.54 0 -2; 17 17.8 0 -2; 18 17.8 0 0;
19 23.4 0 0; 20 27 0 0; 21 12.3 0 3.7; 22 15.54 0 3.7; 23 17.8 0 5;
24 23.4 0 5; 25 27 0 5; 26 15.54 0 8.4; 27 15.54 0 12.4; 28 17.8 0 10.4;
29 17.8 0 12.4; 30 23.4 0 10.4; 31 27 0 10.4; 32 19.8 0 12.4; 33 17.8 0 8.4;
34 19.8 0 10.4; 35 7.4 0 10.4; 36 17.8 0 3.7; 37 9.4 0 3.7; 38 10.8 0 7;
39 14.54 0 3.7; 40 14.54 0 7; 41 10.8 0 3.7; 42 9.4 0 7; 43 17.8 0 7;
44 0 3.5 0; 45 0 3.5 5; 46 3.8 3.5 0; 47 3.8 3.5 5; 48 9.4 3.5 -2;
49 9.4 3.5 0; 50 7.4 3.5 8.4; 51 7.4 3.5 10.4; 52 12.3 3.5 -2; 53 12.3 3.5 3.7;
54 15.54 3.5 -2; 55 15.54 3.5 3.7; 56 17.8 3.5 -2; 57 17.8 3.5 0;
58 23.4 3.5 0; 59 23.4 3.5 5; 60 27 3.5 0; 61 27 3.5 5; 62 0 3.5 10.4;
63 3.8 3.5 10.4; 64 9.4 3.5 8.4; 65 7.4 3.5 12.4; 66 9.4 3.5 12.4;
67 17.8 3.5 10.4; 68 19.8 3.5 10.4; 69 17.8 3.5 5; 70 17.8 3.5 8.4;
71 15.54 3.5 8.4; 72 23.4 3.5 10.4; 73 17.8 3.5 3.7; 74 14.54 3.5 3.7;
75 9.4 3.5 3.7; 76 9.4 3.5 5; 77 10.8 3.5 3.7; 78 19.8 3.5 12.4;
79 14.54 3.5 7; 80 9.4 3.5 7; 81 17.8 3.5 7; 82 10.8 3.5 7; 83 15.54 3.5 12.4;
84 27 3.5 10.4; 85 17.8 3.5 12.4; 86 0 7 0; 87 0 7 5; 88 3.8 7 0; 89 3.8 7 5;
90 9.4 7 -2; 91 9.4 7 0; 94 12.3 7 -2; 95 12.3 7 3.7; 96 15.54 7 -2;
97 15.54 7 3.7; 98 17.8 7 -2; 99 17.8 7 0; 100 23.4 7 0; 101 23.4 7 5;
102 27 7 0; 103 27 7 5; 104 0 7 10.4; 105 3.8 7 10.4; 106 9.4 7 8.4;
108 9.4 7 12.4; 109 17.8 7 10.4; 111 17.8 7 5; 112 17.8 7 8.4; 113 15.54 7 8.4;
114 23.4 7 10.4; 115 17.8 7 3.7; 116 14.54 7 3.7; 117 9.4 7 3.7; 118 9.4 7 5;
119 10.8 7 3.7; 121 14.54 7 7; 122 9.4 7 7; 123 17.8 7 7; 124 10.8 7 7;
125 15.54 7 12.4; 126 27 7 10.4; 127 17.8 7 12.4; 128 9.4 7 10.4;
129 12.6 3.5 8.4; 130 12.6 3.5 12.4; 131 9.4 3.5 10.4; 132 19.8 -1.5 12.4;
133 7.4 -1.5 12.4; 134 7.4 -1.5 8.4; 135 0 -1.5 0; 136 0 -1.5 5;
137 3.8 -1.5 0; 138 3.8 -1.5 5; 139 9.4 -1.5 -2; 140 9.4 -1.5 0;
141 12.3 -1.5 -2; 142 12.3 -1.5 3.7; 143 15.54 -1.5 -2; 144 15.54 -1.5 3.7;
145 17.8 -1.5 -2; 146 17.8 -1.5 0; 147 23.4 -1.5 0; 148 23.4 -1.5 5;
149 27 -1.5 0; 150 27 -1.5 5; 151 0 -1.5 10.4; 152 3.8 -1.5 10.4;
153 9.4 -1.5 10.4; 154 9.4 -1.5 12.4; 155 17.8 -1.5 10.4; 156 17.8 -1.5 5;
157 15.54 -1.5 8.4; 158 23.4 -1.5 10.4; 159 9.4 -1.5 3.7; 160 14.54 -1.5 7;
161 10.8 -1.5 7; 162 15.54 -1.5 12.4; 163 27 -1.5 10.4; 164 17.8 -1.5 12.4;
165 12.3 9.8 -2; 166 12.3 9.8 3.7; 167 9.4 9.8 -2; 168 9.4 9.8 3.7;
169 9.4 2.5 -2; 170 12.3 2.5 -2; 171 12.3 6 -2; 172 9.4 6 -2; 173 12.3 3.5 2.3;
174 9.4 3.5 2.3; 175 12.3 7 2.3; 176 9.4 7 2.3; 177 -0.75 -1.5 0;
178 -0.75 -1.5 5; 179 -0.75 -1.5 10.4; 180 0.75 -1.5 0; 181 0.75 -1.5 5;
182 0.75 -1.5 10.4; 183 3.05 -1.5 5; 184 3.05 -1.5 0; 185 4.55 -1.5 5;
186 4.55 -1.5 0; 187 3.05 -1.5 10.4; 188 4.55 -1.5 10.4; 189 22.65 -1.5 5;
190 22.65 -1.5 0; 191 24.15 -1.5 5; 192 24.15 -1.5 0; 193 22.65 -1.5 10.4;
194 24.15 -1.5 10.4; 195 26.25 -1.5 5; 196 26.25 -1.5 0; 197 27.75 -1.5 5;
198 27.75 -1.5 0; 199 26.25 -1.5 10.4; 200 27.75 -1.5 10.4; 201 0 -1.5 -0.75;
202 3.8 -1.5 -0.75; 203 23.4 -1.5 -0.75; 204 27 -1.5 -0.75;
205 -0.75 -1.5 -0.75; 206 0.75 -1.5 -0.75; 207 3.05 -1.5 -0.75;
208 4.55 -1.5 -0.75; 209 22.65 -1.5 -0.75; 210 24.15 -1.5 -0.75;
211 26.25 -1.5 -0.75; 212 27.75 -1.5 -0.75; 213 19.8 -1.5 13.15;
214 7.4 -1.5 13.15; 215 9.4 -1.5 13.15; 218 19.8 -1.5 11.65;
219 7.4 -1.5 11.65; 220 9.4 -1.5 11.65; 223 6.65 -1.5 12.4;
224 6.65 -1.5 13.15; 225 6.65 -1.5 11.65; 226 20.55 -1.5 12.4;
227 20.55 -1.5 13.15; 228 20.55 -1.5 11.65; 229 9.4 0 10.4; 230 9.4 -1.5 -1.25;
231 12.3 -1.5 -1.25; 232 15.54 -1.5 -1.25; 233 17.8 -1.5 -1.25;
234 9.4 -1.5 -2.75; 235 12.3 -1.5 -2.75; 236 15.54 -1.5 -2.75;
237 17.8 -1.5 -2.75; 238 8.65 -1.5 -2; 239 8.65 -1.5 -1.25;
240
243
8.65 -1.5 -2.75; 241 18.55 -1.5 -2; 242 18.55 -1.5 -1.25;
18.55 -1.5 -2.75; 244 0 -1.5 11.15; 245 3.8 -1.5 11.15;
246 23.4 -1.5 11.15; 247 27 -1.5 11.15; 248 -0.75 -1.5 11.15;
249 0.75 -1.5 11.15; 250 3.05 -1.5 11.15; 251 4.55 -1.5 11.15;
252 22.65 -1.5 11.15; 253 24.15 -1.5 11.15; 254 26.25 -1.5 11.15;
255 27.75 -1.5 11.15; 256 8.65 -1.5 0; 257 8.65 -1.5 10.4; 258 8.65 -1.5 3.7;
259 10.15 -1.5 0; 260 10.15 -1.5 10.4; 261 10.15 -1.5 3.7; 262 10.15 -1.5 -2;
263 10.15 -1.5 12.4; 264 10.15 -1.5 13.15; 265 10.15 -1.5 11.65;
266 10.15 -1.5 -1.25; 267 10.15 -1.5 -2.75; 268 8.65 -1.5 12.4;
269 8.65 -1.5 13.15; 270 8.65 -1.5 11.65; 271 0 -1.5 0.75; 272 3.8 -1.5 0.75;
273 9.4 -1.5 0.75; 274 -0.75 -1.5 0.75; 275 0.75 -1.5 0.75; 276 3.05 -1.5 0.75;
277 4.55 -1.5 0.75; 278 8.65 -1.5 0.75; 279 10.15 -1.5 0.75; 280 0 -1.5 4.25;
281 3.8 -1.5 4.25; 282 0 -1.5 9.65; 283 3.8 -1.5 9.65; 284 -0.75 -1.5 4.25;
285 -0.75 -1.5 9.65; 286 0.75 -1.5 4.25; 287 0.75 -1.5 9.65;
288 3.05 -1.5 4.25; 289 4.55 -1.5 4.25; 290 3.05 -1.5 9.65; 291 4.55 -1.5 9.65;

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29
Page: 2



292 0 -1.5 5.75; 293 3.8 -1.5 5.75; 294 -0.75 -1.5 5.75; 295 0.75 -1.5 5.75;
296 3.05 -1.5 5.75; 297 4.55 -1.5 5.75; 298 17.05 -1.5 -2; 299 17.05 -1.5 0;
300 17.05 -1.5 10.4; 301 17.05 -1.5 5; 302 17.05 -1.5 -1.25;
303 17.05 -1.5 -2.75; 304 18.55 -1.5 0; 305 18.55 -1.5 10.4; 306 18.55 -1.5 5;
307 17.8 -1.5 0.75; 308 17.8 -1.5 11.15; 309 17.8 -1.5 5.75;
310 17.05 -1.5 0.75; 311 17.05 -1.5 11.15; 312 17.05 -1.5 5.75;
313 18.55 -1.5 0.75; 314 18.55 -1.5 11.15; 315 18.55 -1.5 5.75;
316 17.8 -1.5 9.65; 317 17.8 -1.5 4.25; 318 17.05 -1.5 9.65;
319 17.05 -1.5 4.45; 320 18.55 -1.5 9.65; 321 18.55 -1.5 4.25;
322 17.8 -1.5 -0.75; 323 17.05 -1.5 -0.75; 324 18.55 -1.5 -0.75;
325 23.4 -1.5 0.75; 326 23.4 -1.5 5.75; 327 27 -1.5 0.75; 328 27 -1.5 5.75;
329 22.65 -1.5 5.75; 330 22.65 -1.5 0.75; 331 24.15 -1.5 5.75;

332 24.15 -1.5 0.75; 333 26.25 -1.5 5.75; 334 26.25 -1.5 0.75;
335 27.75 -1.5 5.75; 336 27.75 -1.5 0.75; 337 23.4 -1.5 4.25; 338 27 -1.5 4.25;
339 22.65 -1.5 4.25; 340 24.15 -1.5 4.25; 341 26.25 -1.5 4.25;
342 27.75 -1.5 4.25; 343 23.4 -1.5 9.65; 344 27 -1.5 9.65; 345 22.65 -1.5 9.65;
346 24.15 -1.5 9.65; 347 26.25 -1.5 9.65; 348 27.75 -1.5 9.65;
349 13.05 -1.5 -2; 350 16.29 -1.5 -2; 351 16.29 -1.5 12.4; 352 18.55 -1.5 12.4;
353 16.29 -1.5 13.15; 354 18.55 -1.5 13.15; 355 16.29 -1.5 11.65;
356 18.55 -1.5 11.65; 357 13.05 -1.5 -1.25; 358 16.29 -1.5 -1.25;
359 13.05 -1.5 -2.75; 360 16.29 -1.5 -2.75; 361 11.55 -1.5 -2;
362 14.79 -1.5 -2; 363 14.79 -1.5 12.4; 364 17.05 -1.5 12.4;
365 14.79 -1.5 13.15; 366 17.05 -1.5 13.15; 367 14.79 -1.5 11.65;
368 17.05 -1.5 11.65; 369 11.55 -1.5 -1.25; 370 14.79 -1.5 -1.25;
371 11.55 -1.5 -2.75; 372 14.79 -1.5 -2.75; 373 15.54 -1.5 11.65;
374 17.8 -1.5 11.65; 375 15.54 -1.5 13.15; 376 17.8 -1.5 13.15;

377 9.4 -1.5 4.45; 378 8.65 -1.5 4.45; 379 10.15 -1.5 4.45; 380 9.4 -1.5 2.95;
381 8.65 -1.5 2.95; 382 10.15 -1.5 2.95; 383 9.4 -1.5 9.65; 384 8.65 -1.5 9.65;
385 10.15 -1.5 9.65; 386 10.8 -1.5 6.25; 387 10.8 -1.5 7.75; 388 11.55 -1.5 7;
389 11.55 -1.5 6.25; 390 11.55 -1.5 7.75; 391 10.15 -1.5 7;
392 10.15 -1.5 6.25; 393 10.15 -1.5 7.75; 394 9.4 -1.5 7; 395 9.4 -1.5 6.25;
396 9.4 -1.5 7.75; 397 8.65 -1.5 7; 398 8.65 -1.5 6.25; 399 8.65 -1.5 7.75;
400 9.4 -1.5 11.15; 401 8.65 -1.5 11.15; 402 10.15 -1.5 11.15;
403 11.55 -1.5 3.7; 404 12.3 -1.5 2.95; 405 11.55 -1.5 2.95;
406 13.05 -1.5 3.7; 407 13.05 -1.5 2.95; 408 11.55 -1.5 4.45;
409 12.3 -1.5 4.45; 410 13.05 -1.5 4.45; 411 14.79 -1.5 3.7;
412 15.54 -1.5 2.95; 413 14.79 -1.5 2.95; 414 16.29 -1.5 3.7;
415 16.29 -1.5 2.95; 416 14.79 -1.5 4.45; 417 15.54 -1.5 4.45;
418 16.29 -1.5 4.45; 419 17.8 -1.5 3.7; 420 17.05 -1.5 3.7; 421 18.55 -1.5 3.7;
422 17.8 -1.5 2.95; 423 17.05 -1.5 2.95; 424 18.55 -1.5 2.95; 426 13.79 -1.5 7;
427 14.54 -1.5 6.25; 429 13.79 -1.5 6.25; 434 15.54 -1.5 9.15;
435 16.29 -1.5 8.4; 437 16.29 -1.5 9.15; 438 14.79 -1.5 8.4;
439 14.79 -1.5 9.15; 440 16.29 -1.5 11.15; 441 14.79 -1.5 11.15;
442 15.54 -1.5 11.15; 443 16.29 -1.5 10.4; 444 14.79 -1.5 10.4;
445 15.54 -1.5 10.4; 446 16.29 -1.5 9.65; 447 14.79 -1.5 9.65;
448 15.54 -1.5 9.65; 449 13.795 -1.5 4.45; 450 13.795 -1.5 3.7;
451 13.795 -1.5 2.95; 455 6.65 -1.5 8.4; 456 7.4 -1.5 7.65; 457 6.65 -1.5 7.65;
458 7.4 -1.5 9.15; 459 6.65 -1.5 9.15; 460 8.15 -1.5 8.4; 461 8.15 -1.5 7.65;
462 8.15 -1.5 9.15; 463 9.4 -1.5 9.01667; 464 8.65 -1.5 9.01667;
465 9.4 -1.5 8.38333; 466 8.65 -1.5 8.38333; 467 10.15 -1.5 9.01667;
468 10.15 -1.5 8.38333; 469 7.4 -1.5 9.65; 470 6.65 -1.5 9.65;
471 8.15 -1.5 9.65; 472 7.4 -1.5 10.4; 473 6.65 -1.5 10.4; 474 8.15 -1.5 10.4;
475 7.4 -1.5 11.15; 476 6.65 -1.5 11.15; 477 8.15 -1.5 11.15;
478 1.325 -1.5 0.75; 479 1.325 -1.5 0; 480 1.9 -1.5 0.75; 481 1.9 -1.5 0;
482 2.475 -1.5 0.75; 483 2.475 -1.5 0; 484 1.325 -1.5 -0.75;
485 1.9 -1.5 -0.75; 486 2.475 -1.5 -0.75; 487 1.325 -1.5 5;
488 1.325 -1.5 4.25; 489 1.9 -1.5 5; 490 1.9 -1.5 4.25; 491 2.475 -1.5 5;
492 2.475 -1.5 4.25; 493 1.325 -1.5 5.75; 494 1.9 -1.5 5.75;
495 2.475 -1.5 5.75; 496 1.325 -1.5 10.4; 497 1.325 -1.5 9.65;
498 1.9 -1.5 10.4; 499 1.9 -1.5 9.65; 500 2.475 -1.5 10.4; 501 2.475 -1.5 9.65;
502 1.325 -1.5 11.15; 503 1.9 -1.5 11.15; 504 2.475 -1.5 11.15;
505 5.075 -1.5 10.4; 506 5.075 -1.5 9.65; 507 5.6 -1.5 10.4; 508 5.6 -1.5 9.65;
509 6.125 -1.5 10.4; 510 6.125 -1.5 9.65; 511 5.075 -1.5 11.15;
512 5.6 -1.5 11.15; 513 6.125 -1.5 11.15; 514 5.0625 -1.5 0.75;
515 5.0625 -1.5 0; 516 5.575 -1.5 0.75; 517 5.575 -1.5 0; 518 6.0875 -1.5 0.75;
519 6.0875 -1.5 0; 520 6.6 -1.5 0.75; 521 6.6 -1.5 0; 522 7.1125 -1.5 0.75;
523 7.1125 -1.5 0; 524 7.625 -1.5 0.75; 525 7.625 -1.5 0; 526 8.1375 -1.5 0.75;
527 8.1375 -1.5 0; 528 5.0625 -1.5 -0.8125; 529 5.575 -1.5 -0.875;
530 6.0875 -1.5 -0.9375; 531 6.6 -1.5 -1; 532 7.1125 -1.5 -1.0625;
533 7.625 -1.5 -1.125; 534 8.1375 -1.5 -1.1875; 535 19.0625 -1.5 0.75;
536 19.0625 -1.5 0; 537 19.575 -1.5 0.75; 538 19.575 -1.5 0;
539 20.0875 -1.5 0.75; 540 20.0875 -1.5 0; 541 20.6 -1.5 0.75; 542 20.6 -1.5 0;
543 21.1125 -1.5 0.75; 544 21.1125 -1.5 0; 545 21.625 -1.5 0.75;
546 21.625 -1.5 0; 547 22.1375 -1.5 0.75; 548 22.1375 -1.5 0;
549 19.0625 -1.5 -0.75; 550 19.575 -1.5 -0.75; 551 20.0875 -1.5 -0.75;
552 20.6 -1.5 -0.75; 553 21.1125 -1.5 -0.75; 554 21.625 -1.5 -0.75;

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29
Page: 3



555 22.1375 -1.5 -0.75; 556 19.0625 -1.5 5.75; 557 19.0625 -1.5 5;
558 19.575 -1.5 5.75; 559 19.575 -1.5 5; 560 20.0875 -1.5 5.75;
561 20.0875 -1.5 5; 562 20.6 -1.5 5.75; 563 20.6 -1.5 5; 564 21.1125 -1.5 5.75;
565 21.1125 -1.5 5; 566 21.625 -1.5 5.75; 567 21.625 -1.5 5;
568 22.1375 -1.5 5.75; 569 22.1375 -1.5 5; 570 19.0625 -1.5 4.25;
571 19.575 -1.5 4.25; 572 20.0875 -1.5 4.25; 573 20.6 -1.5 4.25;
574 21.1125 -1.5 4.25; 575 21.625 -1.5 4.25; 576 22.1375 -1.5 4.25;
577 19.0625 -1.5 11.15; 578 19.0625 -1.5 10.4; 579 19.575 -1.5 11.15;
580 19.575 -1.5 10.4; 581 20.0875 -1.5 11.15; 582 20.0875 -1.5 10.4;
583 20.6 -1.5 11.15; 584 20.6 -1.5 10.4; 585 21.1125 -1.5 11.15;
586 21.1125 -1.5 10.4; 587 21.625 -1.5 11.15; 588 21.625 -1.5 10.4;
589 22.1375 -1.5 11.15; 590 22.1375 -1.5 10.4; 591 19.0625 -1.5 9.65;
592 19.575 -1.5 9.65; 593 20.0875 -1.5 9.65; 594 20.6 -1.5 9.65;
595 21.1125 -1.5 9.65; 596 21.625 -1.5 9.65; 597 22.1375 -1.5 9.65;
598 10.6656 -1.5 13.15; 599 10.6656 -1.5 12.4; 600 11.1811 -1.5 13.15;
601 11.1811 -1.5 12.4; 602 11.6967 -1.5 13.15; 603 11.6967 -1.5 12.4;
604 12.2122 -1.5 13.15; 605 12.2122 -1.5 12.4; 606 12.7278 -1.5 13.15;
607 12.7278 -1.5 12.4; 608 13.2433 -1.5 13.15; 609 13.2433 -1.5 12.4;
610 13.7589 -1.5 13.15; 611 13.7589 -1.5 12.4; 612 14.2744 -1.5 13.15;
613 14.2744 -1.5 12.4; 614 10.6656 -1.5 11.65; 615 11.1811 -1.5 11.65;
616 11.6967 -1.5 11.65; 617 12.2122 -1.5 11.65; 618 12.7278 -1.5 11.65;
619 13.2433 -1.5 11.65; 620 13.7589 -1.5 11.65; 621 14.2744 -1.5 11.65;
623 12.11 -1.5 7; 625 12.67 -1.5 7; 627 13.23 -1.5 7; 628 12.11 -1.5 6.25;
629 12.67 -1.5 6.25; 630 13.23 -1.5 6.25; 631 10.6167 -1.5 -1.25;
632 10.6167 -1.5 -2; 633 11.0833 -1.5 -1.25; 634 11.0833 -1.5 -2;
635 10.6167 -1.5 -2.75; 636 11.0833 -1.5 -2.75; 637 10.6167 -1.5 4.45;
638 10.6167 -1.5 3.7; 639 11.0833 -1.5 4.45; 640 11.0833 -1.5 3.7;
641 10.6167 -1.5 2.95; 642 11.0833 -1.5 2.95; 643 24.675 -1.5 0.75;
644 24.675 -1.5 0; 645 25.2 -1.5 0.75; 646 25.2 -1.5 0; 647 25.725 -1.5 0.75;
648 25.725 -1.5 0; 649 24.675 -1.5 -0.75; 650 25.2 -1.5 -0.75;
651 25.725 -1.5 -0.75; 652 24.675 -1.5 5.75; 653 24.675 -1.5 5;
654 25.2 -1.5 5.75; 655 25.2 -1.5 5; 656 25.725 -1.5 5.75; 657 25.725 -1.5 5;
658 24.675 -1.5 4.25; 659 25.2 -1.5 4.25; 660 25.725 -1.5 4.25;
661 24.675 -1.5 10.4; 662 24.675 -1.5 9.65; 663 25.2 -1.5 10.4;
664 25.2 -1.5 9.65; 665 25.725 -1.5 10.4; 666 25.725 -1.5 9.65;
667 24.675 -1.5 11.15; 668 25.2 -1.5 11.15; 669 25.725 -1.5 11.15;
670 0 -1.5 3.75; 671 -0.75 -1.5 3.75; 672 0 -1.5 3.25; 673 -0.75 -1.5 3.25;
674 0 -1.5 2.75; 675 -0.75 -1.5 2.75; 676 0 -1.5 2.25; 677 -0.75 -1.5 2.25;
678 0 -1.5 1.75; 679 -0.75 -1.5 1.75; 680 0 -1.5 1.25; 681 -0.75 -1.5 1.25;
682 0.75 -1.5 3.75; 683 0.75 -1.5 3.25; 684 0.75 -1.5 2.75; 685 0.75 -1.5 2.25;
686 0.75 -1.5 1.75; 687 0.75 -1.5 1.25; 688 3.8 -1.5 3.75; 689 3.05 -1.5 3.75;
690 3.8 -1.5 3.25; 691 3.05 -1.5 3.25; 692 3.8 -1.5 2.75; 693 3.05 -1.5 2.75;
694 3.8 -1.5 2.25; 695 3.05 -1.5 2.25; 696 3.8 -1.5 1.75; 697 3.05 -1.5 1.75;
698 3.8 -1.5 1.25; 699 3.05 -1.5 1.25; 700 4.55 -1.5 3.75; 701 4.55 -1.5 3.25;
702 4.55 -1.5 2.75; 703 4.55 -1.5 2.25; 704 4.55 -1.5 1.75; 705 4.55 -1.5 1.25;
706 23.4 -1.5 3.75; 707 22.65 -1.5 3.75; 708 23.4 -1.5 3.25;
709 22.65 -1.5 3.25; 710 23.4 -1.5 2.75; 711 22.65 -1.5 2.75;
712 23.4 -1.5 2.25; 713 22.65 -1.5 2.25; 714 23.4 -1.5 1.75;
715 22.65 -1.5 1.75; 716 23.4 -1.5 1.25; 717 22.65 -1.5 1.25;
718 24.15 -1.5 3.75; 719 24.15 -1.5 3.25; 720 24.15 -1.5 2.75;
721 24.15 -1.5 2.25; 722 24.15 -1.5 1.75; 723 24.15 -1.5 1.25;
724 27 -1.5 3.75; 725 26.25 -1.5 3.75; 726 27 -1.5 3.25; 727 26.25 -1.5 3.25;
728 27 -1.5 2.75; 729 26.25 -1.5 2.75; 730 27 -1.5 2.25; 731 26.25 -1.5 2.25;
732 27 -1.5 1.75; 733 26.25 -1.5 1.75; 734 27 -1.5 1.25; 735 26.25 -1.5 1.25;
736 27.75 -1.5 3.75; 737 27.75 -1.5 3.25; 738 27.75 -1.5 2.75;
739 27.75 -1.5 2.25; 740 27.75 -1.5 1.75; 741 27.75 -1.5 1.25;
742 13.63 -1.5 -1.25; 743 13.63 -1.5 -2; 744 14.21 -1.5 -1.25;
745 14.21 -1.5 -2; 746 13.63 -1.5 -2.75; 747 14.21 -1.5 -2.75;
748 9.4 -1.5 2.4; 749 8.65 -1.5 2.4; 750 9.4 -1.5 1.85; 751 8.65 -1.5 1.85;
752 9.4 -1.5 1.3; 753 8.65 -1.5 1.3; 754 10.15 -1.5 2.4; 755 10.15 -1.5 1.85;
756 10.15 -1.5 1.3; 757 17.8 -1.5 2.4; 758 17.05 -1.5 2.4; 759 17.8 -1.5 1.85;
760 17.05 -1.5 1.85; 761 17.8 -1.5 1.3; 762 17.05 -1.5 1.3; 763 18.55 -1.5 2.4;
764 18.55 -1.5 1.85; 765 18.55 -1.5 1.3; 766 9.4 -1.5 5.7; 767 8.65 -1.5 5.7;
768 9.4 -1.5 5; 769 8.65 -1.5 5; 770 10.15 -1.5 5.7; 771 10.15 -1.5 5;
778 0 -1.5 9.1625; 779 -0.75 -1.5 9.1625; 780 0 -1.5 8.675;
781 -0.75 -1.5 8.675; 782 0 -1.5 8.1875; 783 -0.75 -1.5 8.1875; 784 0 -1.5 7.7;
785 -0.75 -1.5 7.7; 786 0 -1.5 7.2125; 787 -0.75 -1.5 7.2125; 788 0 -1.5 6.725;
789 -0.75 -1.5 6.725; 790 0 -1.5 6.2375; 791 -0.75 -1.5 6.2375;
792 0.75 -1.5 9.1625; 793 0.75 -1.5 8.675; 794 0.75 -1.5 8.1875;
795 0.75 -1.5 7.7; 796 0.75 -1.5 7.2125; 797 0.75 -1.5 6.725;
798 0.75 -1.5 6.2375; 799 3.8 -1.5 9.1625; 800 3.05 -1.5 9.1625;
801 3.8 -1.5 8.675; 802 3.05 -1.5 8.675; 803 3.8 -1.5 8.1875;
804 3.05 -1.5 8.1875; 805 3.8 -1.5 7.7; 806 3.05 -1.5 7.7; 807 3.8 -1.5 7.2125;
808 3.05 -1.5 7.2125; 809 3.8 -1.5 6.725; 810 3.05 -1.5 6.725;
811 3.8 -1.5 6.2375; 812 3.05 -1.5 6.2375; 813 4.55 -1.5 9.1625;
814 4.55 -1.5 8.675; 815 4.55 -1.5 8.1875; 816 4.55 -1.5 7.7;

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29
Page: 4



817 4.55 -1.5 7.2125; 818 4.55 -1.5 6.725; 819 4.55 -1.5 6.2375;
820 23.4 -1.5 9.1625; 821 22.65 -1.5 9.1625; 822 23.4 -1.5 8.675;
823 22.65 -1.5 8.675; 824 23.4 -1.5 8.1875; 825 22.65 -1.5 8.1875;
826 23.4 -1.5 7.7; 827 22.65 -1.5 7.7; 828 23.4 -1.5 7.2125;
829 22.65 -1.5 7.2125; 830 23.4 -1.5 6.725; 831 22.65 -1.5 6.725;
832 23.4 -1.5 6.2375; 833 22.65 -1.5 6.2375; 834 24.15 -1.5 9.1625;
835 24.15 -1.5 8.675; 836 24.15 -1.5 8.1875; 837 24.15 -1.5 7.7;
838 24.15 -1.5 7.2125; 839 24.15 -1.5 6.725; 840 24.15 -1.5 6.2375;
841 27 -1.5 9.1625; 842 26.25 -1.5 9.1625; 843 27 -1.5 8.675;
844 26.25 -1.5 8.675; 845 27 -1.5 8.1875; 846 26.25 -1.5 8.1875;
847 27 -1.5 7.7; 848 26.25 -1.5 7.7; 849 27 -1.5 7.2125; 850 26.25 -1.5 7.2125;
851 27 -1.5 6.725; 852 26.25 -1.5 6.725; 853 27 -1.5 6.2375;
854 26.25 -1.5 6.2375; 855 27.75 -1.5 9.1625; 856 27.75 -1.5 8.675;
857 27.75 -1.5 8.1875; 858 27.75 -1.5 7.7; 859 27.75 -1.5 7.2125;
860 27.75 -1.5 6.725; 861 27.75 -1.5 6.2375; 862 17.8 -1.5 9.1625;
863 17.05 -1.5 9.1625; 864 17.8 -1.5 8.675; 865 17.05 -1.5 8.675;
866 17.8 -1.5 8.1875; 867 17.05 -1.5 8.1875; 868 17.8 -1.5 7.7;
869 17.05 -1.5 7.7; 870 17.8 -1.5 7.2125; 871 17.05 -1.5 7.2125;
872 17.8 -1.5 6.725; 873 17.05 -1.5 6.725; 874 17.8 -1.5 6.2375;

875 17.05 -1.5 6.2375; 876 18.55 -1.5 9.1625; 877 18.55 -1.5 8.675;
878 18.55 -1.5 8.1875; 879 18.55 -1.5 7.7; 880 18.55 -1.5 7.2125;
881 18.55 -1.5 6.725; 882 18.55 -1.5 6.2375; 883 8.025 -1.5 12.4;
884 8.025 -1.5 11.65; 885 8.025 -1.5 13.15; 886 19.175 -1.5 12.4;
887 19.175 -1.5 11.65; 888 19.175 -1.5 13.15; 889 14.54 -1.5 7.75;
890 13.79 -1.5 7.75; 891 12.11 -1.5 7.75; 892 12.67 -1.5 7.75;

893 13.23 -1.5 7.75; 894 15.54 -1.5 7.75; 895 16.29 -1.5 7.75;
896 14.79 -1.5 7.75; 897 15.54 -1.5 7; 898 16.29 -1.5 7; 899 14.79 -1.5 7;
900 15.54 -1.5 6.25; 901 16.29 -1.5 6.25; 902 14.79 -1.5 6.25;
903 15.54 -1.5 5.65; 904 14.79 -1.5 5.65; 905 15.54 -1.5 5.05;
906 14.79 -1.5 5.05; 907 16.29 -1.5 5.65; 908 16.29 -1.5 5.05;
909 15.54 -1.5 2.425; 910 14.79 -1.5 2.425; 911 15.54 -1.5 1.9;
912 14.79 -1.5 1.9; 913 15.54 -1.5 1.375; 914 14.79 -1.5 1.375;
915 15.54 -1.5 0.85; 916 14.79 -1.5 0.85; 917 15.54 -1.5 0.325;
918 14.79 -1.5 0.325; 919 15.54 -1.5 -0.2; 920 14.79 -1.5 -0.2;
921 15.54 -1.5 -0.725; 922 14.79 -1.5 -0.725; 923 16.29 -1.5 2.425;
924 16.29 -1.5 1.9; 925 16.29 -1.5 1.375; 926 16.29 -1.5 0.85;
927 16.29 -1.5 0.325; 928 16.29 -1.5 -0.2; 929 16.29 -1.5 -0.725;
930 12.3 -1.5 2.425; 931 11.55 -1.5 2.425; 932 12.3 -1.5 1.9;

933 11.55 -1.5 1.9; 934 12.3 -1.5 1.375; 935 11.55 -1.5 1.375;
936 12.3 -1.5 0.85; 937 11.55 -1.5 0.85; 938 12.3 -1.5 0.325;
939 11.55 -1.5 0.325; 940 12.3 -1.5 -0.2; 941 11.55 -1.5 -0.2;
942 12.3 -1.5 -0.725; 943 11.55 -1.5 -0.725; 944 13.05 -1.5 2.425;
945 13.05 -1.5 1.9; 946 13.05 -1.5 1.375; 947 13.05 -1.5 0.85;
948 13.05 -1.5 0.325; 949 13.05 -1.5 -0.2; 950 13.05 -1.5 -0.725;
951 5.0625 -1.5 5.00625; 952 5.0625 -1.5 4.275; 953 5.575 -1.5 5.0125;
954 5.575 -1.5 4.3; 955 6.0875 -1.5 5.01875; 956 6.0875 -1.5 4.325;
957 6.6 -1.5 5.025; 958 6.6 -1.5 4.35; 959 7.1125 -1.5 5.03125;
960 7.1125 -1.5 4.375; 961 7.625 -1.5 5.0375; 962 7.625 -1.5 4.4;
963 8.1375 -1.5 5.04375; 964 8.1375 -1.5 4.425; 965 5.0625 -1.5 5.7375;
966 5.575 -1.5 5.725; 967 6.0875 -1.5 5.7125; 968 6.6 -1.5 5.7;
969 7.1125 -1.5 5.6875; 970 7.625 -1.5 5.675; 971 8.1375 -1.5 5.6625;
MEMBER INCIDENCES
1 1 4; 2 2 5; 3 14 3; 4 11 35; 5 15 21; 6 16 22; 7 17 18; 8 19 24; 9 20 25;
10 1 2; 11 14 15; 12 4 5; 13 6 7; 14 11 10; 15 13 12; 16 28 34; 17 18 19;
18 23 24; 19 33 28; 20 10 26; 21 34 30; 23 35 13; 24 7 35; 25 36 23; 26 21 39;
27 37 9; 28 37 41; 29 34 32; 30 39 22; 31 39 40; 32 41 21; 34 42 10; 36 43 33;
37 42 38; 38 41 38; 39 2 3; 40 3 37; 41 4 6; 42 5 7; 44 9 42; 45 10 229;
46 12 27; 47 15 16; 48 16 17; 49 18 36; 50 19 20; 51 22 36; 52 23 43; 53 24 30;
54 24 25; 55 25 31; 56 26 33; 57 27 29; 58 28 29; 59 29 32; 60 30 31; 61 38 40;
62 40 43; 63 5 9; 64 44 45; 65 46 47; 66 48 49; 67 50 51; 68 52 173; 69 54 55;
70 56 57; 71 58 59; 72 60 61; 73 44 46; 74 169 170; 75 45 47; 76 62 63;
77 50 64; 78 65 66; 79 67 68; 80 57 58; 81 69 59; 82 70 67; 83 64 129;
84 68 72; 85 51 65; 86 63 51; 87 73 69; 88 53 74; 89 75 76; 90 75 77; 91 68 78;
92 74 55; 93 74 79; 94 77 53; 95 80 64; 96 81 70; 97 80 82; 98 77 82; 99 46 49;
100 49 174; 101 45 62; 102 47 63; 103 76 80; 104 64 131; 105 66 130; 106 52 54;
107 54 56; 108 57 73; 109 58 60; 110 55 73; 111 69 81; 112 59 72; 113 59 61;
114 61 84; 115 71 70; 116 83 85; 117 67 85; 118 85 78; 119 72 84; 120 82 79;
121 79 81; 122 47 76; 123 86 87; 124 88 89; 125 90 91; 127 94 175; 128 96 97;
129 98 99; 130 100 101; 131 102 103; 132 86 88; 133 172 171; 134 87 89;
135 104 105; 139 99 100; 140 111 101; 141 112 109; 142 106 113; 146 115 111;
147 95 116; 148 117 118; 149 117 119; 151 116 97; 152 116 121; 153 119 95;
154 122 106; 155 123 112; 156 122 124; 157 119 124; 158 88 91; 159 91 176;
160 87 104; 161 89 105; 162 118 122; 163 106 128; 164 108 125; 165 94 96;
166 96 98; 167 99 115; 168 100 102; 169 97 115; 170 111 123; 171 101 114;
172 101 103; 173 103 126; 174 113 112; 175 125 127; 176 109 127; 178 114 126;
179 124 121; 180 121 123; 181 89 118; 182 128 108; 184 113 125; 185 105 128;

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29
Page: 5



186 109 114; 187 71 83; 188 129 71; 189 130 83; 190 129 130; 191 131 66;
192 51 131; 193 86 44; 194 87 45; 195 104 62; 196 88 46; 197 89 47; 198 105 63;
199 91 49; 200 90 172; 201 94 171; 202 96 54; 203 98 56; 204 99 57; 205 100 58;
206 102 60; 207 101 59; 208 103 61; 209 126 84; 210 114 72; 211 78 32;
212 127 85; 213 109 67; 214 125 83; 215 108 66; 216 65 13; 217 50 11;
218 128 131; 219 113 71; 220 111 69; 221 97 55; 222 95 53; 223 121 79;
224 124 82; 225 117 75; 226 44 1; 227 45 4; 228 46 2; 229 47 5; 230 48 169;
231 49 3; 232 52 170; 233 53 21; 234 54 16; 235 55 22; 236 56 17; 237 57 18;
238 58 19; 239 59 24; 240 60 20; 241 61 25; 242 62 6; 243 63 7; 244 131 229;
245 66 12; 246 67 28; 247 69 23; 248 71 26; 249 72 30; 250 75 37; 251 79 40;
252 82 38; 253 83 27; 254 84 31; 255 85 29; 256 32 132; 257 13 133; 258 11 134;
259 1 135; 260 4 136; 261 2 137; 262 5 138; 263 14 139; 264 3 140; 265 15 141;
266 21 142; 267 16 143; 268 22 144; 269 17 145; 270 18 146; 271 19 147;
272 24 148; 273 20 149; 274 25 150; 275 6 151; 276 7 152; 277 229 153;
278 12 154; 279 28 155; 280 23 156; 281 26 157; 282 30 158; 283 37 159;
284 40 160; 285 38 161; 286 27 162; 287 31 163; 288 29 164; 289 165 166;
290 167 165; 293 167 168; 294 168 166; 295 167 90; 296 168 117; 297 165 94;
298 166 95; 299 26 27; 300 169 14; 301 170 15; 302 171 52; 303 172 48;
304 173 53; 305 174 75; 306 175 95; 307 176 117; 308 176 175; 309 174 173;
346 229
ELEMENT
12; 1028 118 76;
INCIDENCES SHELL
1029 76 9; 1030 9 768;
326 177 135 201 205; 327 135 180 206 201; 328 184 137 202 207;
329 137 186 208 202; 330 190 147 203 209; 331 147 192 210 203;
332 196 149 204 211; 333 149 198 212 204; 334 223 133 219 225;
335 224 214 133 223; 343 213 227 226 132; 344 132 226 228 218;
347 239 230 139 238; 348 238 139 234 240; 355 233 242 241 145;
356 145 241 243 237; 357 248 244 151 179; 358 244 249 182 151;
359 250 245 152 187; 360 245 251 188 152; 361 252 246 158 193;
362 246 253 194 158; 363 254 247 163 199; 364 247 255 200 163;
366 256 140 230 239; 371 268 154 220 270; 372 154 263 265 220;
374 269 215 154 268; 375 215 264 263 154; 378 139 262 267 234;
380 230 266 262 139; 382 140 259 266 230; 383 274 271 135 177;
384 271 275 180 135; 385 276 272 137 184; 386 272 277 186 137;
387 278 273 140 256; 388 273 279 259 140; 397 178 136 280 284;
398 136 181 286 280; 399 183 138 281 288; 400 138 185 289 281;
401 187 152 283 290; 402 152 188 291 283; 403 151 182 287 282;
404 179 151 282 285; 405 294 292 136 178; 406 292 295 181 136;
407 296 293 138 183; 408 293 297 185 138; 409 329 326 148 189;
410 326 331 191 148; 411 148 191 340 337; 412 189 148 337 339;
413 330 325 147 190; 414 325 332 192 147; 415 334 327 149 196;
416 327 336 198 149; 417 333 328 150 195; 418 328 335 197 150;
419 150 197 342 338; 420 195 150 338 341; 421 193 158 343 345;
422 158 194 346 343; 423 199 163 344 347; 424 163 200 348 344;
425 311 308 155 300; 426 308 314 305 155; 427 155 305 320 316;
428 300 155 316 318; 429 312 309 156 301; 430 309 315 306 156;
431 156 306 321 317; 432 301 156 317 319; 433 307 313 304 146;
434 146 304 324 322; 435 322 324 242 233; 436 310 307 146 299;
437 299 146 322 323; 438 323 322 233 302; 439 302 233 145 298;
440 298 145 237 303; 441 363 162 373 367; 442 162 351 355 373;
443 351 364 368 355; 444 364 164 374 368; 445 164 352 356 374;
446 365 375 162 363; 447 375 353 351 162; 448 353 366 364 351;
449 366 376 164 364; 450 376 354 352 164; 451 361 141 235 371;
452 141 349 359 235; 453 369 231 141 361; 454 231 357 349 141;
455 362 143 236 372; 456 143 350 360 236; 457 370 232 143 362;
458 232 358 350 143; 459 350 298 303 360; 460 358 302 298 350;
461 258 159 380 381; 462 159 261 382 380; 463 378 377 159 258;
464 377 379 261 159; 465 257 153 383 384; 466 153 260 385 383;
467 391 161 386 392; 468 161 388 389 386; 469 393 387 161 391;
470 387 390 388 161; 471 397 394 395 398; 472 394 391 392 395;
473 399 396 394 397; 474 396 393 391 394; 481 401 400 153 257;
482 400 402 260 153; 483 270 220 400 401; 484 220 265 402 400;
487 368 374 308 311; 488 374 356 314 308; 525 403 142 404 405;
526 142 406 407 404; 527 408 409 142 403; 528 409 410 406 142;
529 411 144 412 413; 530 144 414 415 412; 531 416 417 144 411;
532 417 418 414 144; 534 420 419 422 423; 535 419 421 424 422;
537 319 317 419 420; 538 317 321 421 419; 552 426 160 427 429;
557 439 434 157 438; 558 434 437 435 157; 559 367 373 442 441;
560 373 355 440 442; 561 441 442 445 444; 562 442 440 443 445;
563 444 445 448 447; 564 445 443 446 448; 565 447 448 434 439;
566 448 446 437 434; 570 410 449 450 406; 571 449 416 411 450;
572 406 450 451 407; 573 450 411 413 451; 586 459 458 134 455;
587 458 462 460 134; 588 134 460 461 456; 589 455 134 456 457;
592 384 383 463 464; 593 464 463 465 466; 594 466 465 396 399;
595 383 385 467 463; 596 463 467 468 465; 597 465 468 393 396;
598 460 466 399 461; 599 462 464 466 460; 601 473 472 469 470;
602 472 474 471 469; 604 476 475 472 473; 605 475 477 474 472;

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29
Page: 6



606 477 401 257 474; 607 474 257 384 471; 608 470 469 458 459;
609 469 471 462 458; 610 471 384 464 462; 611 275 478 479 180;
612 478 480 481 479; 613 480 482 483 481; 614 482 276 184 483;
615 180 479 484 206; 616 479 481 485 484; 617 481 483 486 485;
618 483 184 207 486; 619 181 487 488 286; 620 487 489 490 488;
621 489 491 492 490; 622 491 183 288 492; 623 295 493 487 181;
624 493 494 489 487; 625 494 495 491 489; 626 495 296 183 491;
627 182 496 497 287; 628 496 498 499 497; 629 498 500 501 499;
630 500 187 290 501; 631 249 502 496 182; 632 502 503 498 496;
633 503 504 500 498; 634 504 250 187 500; 635 188 505 506 291;
636 505 507 508 506; 637 507 509 510 508; 638 509 473 470 510;
639 251 511 505 188; 640 511 512 507 505; 641 512 513 509 507;
642 513 476 473 509; 643 277 514 515 186; 644 514 516 517 515;
645 516 518 519 517; 646 518 520 521 519; 647 520 522 523 521;
648 522 524 525 523; 649 524 526 527 525; 650 526 278 256 527;
651 186 515 528 208; 652 515 517 529 528; 653 517 519 530 529;
654 519 521 531 530; 655 521 523 532 531; 656 523 525 533 532;
657 525 527 534 533; 658 527 256 239 534; 659 313 535 536 304;
660 535 537 538 536; 661 537 539 540 538; 662 539 541 542 540;
663 541 543 544 542; 664 543 545 546 544; 665 545 547 548 546;
666 547 330 190 548; 667 304 536 549 324; 668 536 538 550 549;
669 538 540 551 550; 670 540 542 552 551; 671 542 544 553 552;
672 544 546 554 553; 673 546 548 555 554; 674 548 190 209 555;
675 315 556 557 306; 676 556 558 559 557; 677 558 560 561 559;
678 560 562 563 561; 679 562 564 565 563; 680 564 566 567 565;
681 566 568 569 567; 682 568 329 189 569; 683 306 557 570 321;
684 557 559 571 570; 685 559 561 572 571; 686 561 563 573 572;
687 563 565 574 573; 688 565 567 575 574; 689 567 569 576 575;
690 569 189 339 576; 691 314 577 578 305; 692 577 579 580 578;
693 579 581 582 580; 694 581 583 584 582; 695 583 585 586 584;
696 585 587 588 586; 697 587 589 590 588; 698 589 252 193 590;
699 305 578 591 320; 700 578 580 592 591; 701 580 582 593 592;
702 582 584 594 593; 703 584 586 595 594; 704 586 588 596 595;
705 588 590 597 596; 706 590 193 345 597; 707 264 598 599 263;
708 598 600 601 599; 709 600 602 603 601; 710 602 604 605 603;
711 604 606 607 605; 712 606 608 609 607; 713 608 610 611 609;
714 610 612 613 611; 715 612 365 363 613; 716 263 599 614 265;
717 599 601 615 614; 718 601 603 616 615; 719 603 605 617 616;
720 605 607 618 617; 721 607 609 619 618; 722 609 611 620 619;
723 611 613 621 620; 724 613 363 367 621; 729 388 623 628 389;
730 623 625 629 628; 731 625 627 630 629; 732 627 426 429 630;
733 266 631 632 262; 734 631 633 634 632; 735 633 369 361 634;
736 262 632 635 267; 737 632 634 636 635; 738 634 361 371 636;
739 379 637 638 261; 740 637 639 640 638; 741 639 408 403 640;
742 261 638 641 382; 743 638 640 642 641; 744 640 403 405 642;
745 332 643 644 192; 746 643 645 646 644; 747 645 647 648 646;
748 647 334 196 648; 749 192 644 649 210; 750 644 646 650 649;
751 646 648 651 650; 752 648 196 211 651; 753 331 652 653 191;
754 652 654 655 653; 755 654 656 657 655; 756 656 333 195 657;
757 191 653 658 340; 758 653 655 659 658; 759 655 657 660 659;
760 657 195 341 660; 761 194 661 662 346; 762 661 663 664 662;
763 663 665 666 664; 764 665 199 347 666; 765 253 667 661 194;
766 667 668 663 661; 767 668 669 665 663; 768 669 254 199 665;
769 284 280 670 671; 770 671 670 672 673; 771 673 672 674 675;
772 675 674 676 677; 773 677 676 678 679; 774 679 678 680 681;
775 681 680 271 274; 776 280 286 682 670; 777 670 682 683 672;
778 672 683 684 674; 779 674 684 685 676; 780 676 685 686 678;
781 678 686 687 680; 782 680 687 275 271; 783 288 281 688 689;
784 689 688 690 691; 785 691 690 692 693; 786 693 692 694 695;
787 695 694 696 697; 788 697 696 698 699; 789 699 698 272 276;
790 281 289 700 688; 791 688 700 701 690; 792 690 701 702 692;
793 692 702 703 694; 794 694 703 704 696; 795 696 704 705 698;
796 698 705 277 272; 797 339 337 706 707; 798 707 706 708 709;
799 709 708 710 711; 800 711 710 712 713; 801 713 712 714 715;
802 715 714 716 717; 803 717 716 325 330; 804 337 340 718 706;
805 706 718 719 708; 806 708 719 720 710; 807 710 720 721 712;
808 712 721 722 714; 809 714 722 723 716; 810 716 723 332 325;
811 341 338 724 725; 812 725 724 726 727; 813 727 726 728 729;
814 729 728 730 731; 815 731 730 732 733; 816 733 732 734 735;
817 735 734 327 334; 818 338 342 736 724; 819 724 736 737 726;
820 726 737 738 728; 821 728 738 739 730; 822 730 739 740 732;
823 732 740 741 734; 824 734 741 336 327; 825 357 742 743 349;
826 742 744 745 743; 827 744 370 362 745; 828 349 743 746 359;
829 743 745 747 746; 830 745 362 372 747; 831 381 380 748 749;
832 749 748 750 751; 833 751 750 752 753; 834 753 752 273 278;
835 380 382 754 748; 836 748 754 755 750; 837 750 755 756 752;

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29
Page: 7



838 752 756 279 273; 839 423 422 757 758; 840 758 757 759 760;
841 760 759 761 762; 842 762 761 307 310; 843 422 424 763 757;
844 757 763 764 759; 845 759 764 765 761; 846 761 765 313 307;
847 398 395 766 767; 848 767 766 768 769; 849 769 768 377 378;
850 395 392 770 766; 851 766 770 771 768; 852 768 771 379 377;
859 285 282 778 779; 860 779 778 780 781; 861 781 780 782 783;
862 783 782 784 785; 863 785 784 786 787; 864 787 786 788 789;
865 789 788 790 791; 866 791 790 292 294; 867 282 287 792 778;
868 778 792 793 780; 869 780 793 794 782; 870 782 794 795 784;
871 784 795 796 786; 872 786 796 797 788; 873 788 797 798 790;
874 790 798 295 292; 875 290 283 799 800; 876 800 799 801 802;
877 802 801 803 804; 878 804 803 805 806; 879 806 805 807 808;
880 808 807 809 810; 881 810 809 811 812; 882 812 811 293 296;
883 283 291 813 799; 884 799 813 814 801; 885 801 814 815 803;
886 803 815 816 805; 887 805 816 817 807; 888 807 817 818 809;
889 809 818 819 811; 890 811 819 297 293; 891 345 343 820 821;
892 821 820 822 823; 893 823 822 824 825; 894 825 824 826 827;
895 827 826 828 829; 896 829 828 830 831; 897 831 830 832 833;
898 833 832 326 329; 899 343 346 834 820; 900 820 834 835 822;
901 822 835 836 824; 902 824 836 837 826; 903 826 837 838 828;
904 828 838 839 830; 905 830 839 840 832; 906 832 840 331 326;
907 347 344 841 842; 908 842 841 843 844; 909 844 843 845 846;
910 846 845 847 848; 911 848 847 849 850; 912 850 849 851 852;
913 852 851 853 854; 914 854 853 328 333; 915 344 348 855 841;
916 841 855 856 843; 917 843 856 857 845; 918 845 857 858 847;
919 847 858 859 849; 920 849 859 860 851; 921 851 860 861 853;
922 853 861 335 328; 923 318 316 862 863; 924 863 862 864 865;
925 865 864 866 867; 926 867 866 868 869; 927 869 868 870 871;
928 871 870 872 873; 929 873 872 874 875; 930 875 874 309 312;
931 316 320 876 862; 932 862 876 877 864; 933 864 877 878 866;
934 866 878 879 868; 935 868 879 880 870; 936 870 880 881 872;
937 872 881 882 874; 938 874 882 315 309; 939 133 883 884 219;
940 883 268 270 884; 941 214 885 883 133; 942 885 269 268 883;
943 225 219 475 476; 944 219 884 477 475; 945 884 270 401 477;
946 352 886 887 356; 947 886 132 218 887; 948 354 888 886 352;
949 888 213 132 886; 950 356 887 577 314; 951 887 218 579 577;
952 218 228 581 579; 953 390 891 623 388; 954 891 892 625 623;
955 892 893 627 625; 956 893 890 426 627; 957 890 889 160 426;
958 438 157 894 896; 959 157 435 895 894; 960 896 894 897 899;
961 894 895 898 897; 962 899 897 900 902; 963 897 898 901 900;
964 889 896 899 160; 965 160 899 902 427; 968 902 900 903 904;
969 904 903 905 906; 970 906 905 417 416; 971 900 901 907 903;
972 903 907 908 905; 973 905 908 418 417; 978 413 412 909 910;
979 910 909 911 912; 980 912 911 913 914; 981 914 913 915 916;
982 916 915 917 918; 983 918 917 919 920; 984 920 919 921 922;
985 922 921 232 370; 986 412 415 923 909; 987 909 923 924 911;
988 911 924 925 913; 989 913 925 926 915; 990 915 926 927 917;
991 917 927 928 919; 992 919 928 929 921; 993 921 929 358 232;
994 405 404 930 931; 995 931 930 932 933; 996 933 932 934 935;
997 935 934 936 937; 998 937 936 938 939; 999 939 938 940 941;








326 TO 335 343 344 347 348 355 TO 364 366 371 372 374 375 378 380 382 TO 388 -
397 TO 460 465 TO 474 481 TO 484 487 488 525 TO 532 534 535 537 538 552 557 -
558 TO 566 570 TO 573 586 TO 589 592 TO 599 601 602 604 TO 724 729 TO 830 -
832 TO 834 836 TO 848 850 851 859 TO 965 968 TO 973 978 TO 1009 1012 TO 1026 -
1027 THICKNESS 0.35
461 TO 464 831 835 849 852 THICKNESS 0.5
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+007
POISSON 0.17
DENSITY 23.5616
ALPHA 1e-005
DAMP 0.05
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TO 21 23 TO 32 34 36 TO 42 44 TO 63 299 346 PRIS YD 0.5 ZD 0.2
1000 941 940 942 943; 1001 943 942 231 369; 1002 404 407 944 930;
1003 930 944 945 932; 1004 932 945 946 934; 1005 934 946 947 936;
1006 936 947 948 938; 1007 938 948 949 940; 1008 940 949 950 942;
1009 942 950 357 231; 1012 185 951 952 289; 1013 951 953 954 952;
1014 953 955 956 954; 1015 955 957 958 956; 1016 957 959 960 958;
1017 959 961 962 960; 1018 961 963 964 962; 1019 963 769 378 964;
1020 297 965 951 185; 1021 965 966 953 951; 1022 966 967 955 953;
1023 967 968 957 955; 1024 968 969 959 957; 1025 969 970 961 959;
1026 970 971 963 961; 1027 971 767 769 963;
ELEMENT PROPERTY

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29
Page: 8


74 123 TO 125 127 TO 135 139 TO 142 146 TO 149 151 TO 176 178 TO 182 -
184 TO 186 289 290 293 294 306 TO 308 PRIS YD 0.6 ZD 0.2
196 198 205 210 214 219 224 228 238 243 248 249 252 253 261 271 276 281 282 -
285 286 PRIS YD 0.5 ZD 0.2
193 TO 195 197 199 TO 204 206 TO 209 211 TO 213 215 TO 218 220 TO 223 226 -
227 229 TO 237 239 TO 242 244 TO 247 251 254 TO 260 262 TO 270 272 TO 275 -
277 TO 280 284 287 288 295 TO 298 300 TO 303 1028 TO 1029 -
1030 PRIS YD 0.2 ZD 0.5
225 250 283 PRIS YD 0.2 ZD 1.5
MEMBER PROPERTY AMERICAN
64 TO 73 75 TO 122 187 TO 192 304 305 309 PRIS YD 0.6 ZD 0.2
CONSTANTS
MATERIAL CONCRETE ALL
MEMBER RELEASE
91 97 190 START MZ
110 115 121 190 END MZ
SUPPORTS
326 TO 335 343 344 347 348 355 TO 364 366 371 372 374 375 378 380 382 TO 388 -
397 TO 474 481 TO 484 487 488 525 TO 532 534 535 537 538 552 557 TO 566 570 -
571 TO 573 586 TO 589 592 TO 599 601 602 604 TO 724 729 TO 852 859 TO 965 -
968 TO 973 978 TO 1009 1012 TO 1027 PLATE MAT DIRECT Y SUBGRADE 30000
DEFINE WIND LOAD
TYPE 1
INT 1.241 HEIG 12
EXP 1 JOINT 1 TO 7 9 TO 91 94 TO 106 108 109 111 TO 119 121 TO 168 -
173 TO 182 201 TO 206 213 TO 215 218 TO 220 223 TO 228 230 233 234 -
237 TO 249 256 TO 275 278 TO 287 292 TO 295 298 TO 328 337 338 343 344 349 -
350 TO 356 361 TO 368 373 TO 402 419 TO 424 426 427 429 434 435 437 TO 448 -
455 TO 462 469 TO 477 889 890 894 TO 902
LOAD 1 LOADTYPE Dead TITLE SELFWEIGHT
SELFWEIGHT Y -1
ELEMENT LOAD
326 TO 335 343 344 347 348 355 TO 364 366 371 372 374 375 378 380 382 TO 388 -
397 TO 474 481 TO 484 487 488 525 TO 532 534 535 537 538 552 557 TO 566 570 -
571 TO 573 586 TO 589 592 TO 599 601 602 604 TO 724 729 TO 852 859 TO 942 -
946 TO 949 PR -14.4
LOAD 2 LOADTYPE Dead TITLE SLAB WEIGHT
FLOOR LOAD
YRANGE 3.5 3.5 FLOAD -3.6 XRANGE 0 3.8 ZRANGE 0 10.4 GY
YRANGE 3.5 3.5 FLOAD -3.6 XRANGE 23.4 27 ZRANGE 0 10.4 GY
YRANGE 3.5 3.5 FLOAD -4.5 XRANGE 17.8 23.4 ZRANGE 0 10.4 GY
YRANGE 3.5 3.5 FLOAD -4.5 XRANGE 3.8 9.4 ZRANGE 0 5 GY
YRANGE 3.5 3.5 FLOAD -4.5 XRANGE 3.8 9.4 ZRANGE 3 10.4 GY
YRANGE 3.5 3.5 FLOAD -3.6 XRANGE 7.4 19.8 ZRANGE 8.4 12.4 GY
YRANGE
ONEWAY
3.5
LOAD
3.5 FLOAD -3.6 XRANGE 10.8 17.8 ZRANGE 3.7 7 GY
YRANGE 3.5 3.5 ONE -3.6 XRANGE 9.4 17.8 ZRANGE 7 8.4 GY
YRANGE 3.5 3.5 ONE -3.6 XRANGE 9.4 10.8 ZRANGE 3.7 7 GY
YRANGE 3.5 3.5 ONE -3.6 XRANGE 15.54 17.8 ZRANGE -2 3.7 GY
FLOOR LOAD
YRANGE 3.5 3.5 FLOAD -3.6 XRANGE 12.3 15.54 ZRANGE -2 3.7 GY
****roof slab
FLOOR LOAD
YRANGE 7 7 FLOAD -3.6 XRANGE 0 3.8 ZRANGE 0 10.4 GY
YRANGE 7 7 FLOAD -3.6 XRANGE 23.4 27 ZRANGE 0 10.4 GY
YRANGE 7 7 FLOAD -4.5 XRANGE 17.8 23.4 ZRANGE 0 10.4 GY
YRANGE 7 7 FLOAD -4.5 XRANGE 3.8 9.4 ZRANGE 0 5 GY
YRANGE 7 7 FLOAD -4.5 XRANGE 3.8 9.4 ZRANGE 3 10.4 GY
YRANGE 7 7 FLOAD -3.6 XRANGE 7.4 19.8 ZRANGE 8.4 12.4 GY
YRANGE 7 7 FLOAD -3.6 XRANGE 10.8 17.8 ZRANGE 3.7 7 GY
ONEWAY LOAD
YRANGE 7 7 ONE -3.6 XRANGE 9.4 17.8 ZRANGE 7 8.4 GY
YRANGE 7 7 ONE -3.6 XRANGE 9.4 10.8 ZRANGE 3.7 7 GY
YRANGE 7 7 ONE -3.6 XRANGE 15.54 17.8 ZRANGE -2 3.7 GY
FLOOR LOAD
YRANGE 7 7 FLOAD -3.6 XRANGE 12.3 15.54 ZRANGE -2 3.7 GY
** Stair roof
YRANGE 9.8 9.8 FLOAD -3.6 XRANGE 9.4 12.3 ZRANGE -2 3.7 GY
LOAD 3 LOADTYPE Dead TITLE WALL LOAD
MEMBER LOAD
1 TO 7 9 TO 17 19 TO 21 23 TO 26 28 TO 32 34 36 TO 41 44 TO 52 55 TO 64 66 -
67 TO 70 72 TO 74 76 77 79 80 82 TO 84 86 TO 88 90 92 TO 101 103 TO 111 114 -
115 TO 117 119 TO 121 125 127 133 149 153 159 188 TO 192 299 304 TO 307 -
346 UNI GY -11.49
123 129 131 132 135 139 158 160 164 TO 166 168 173 175 176 178 182 185 -
186 UNI GY -3.83

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29
Page: 9


289 290 293 294 UNI GY -1.35
74 133 308 309 UNI GY -28
LOAD 4 LOADTYPE Dead TITLE FLOOR FINISHES
FLOOR LOAD
YRANGE 3.5 3.5 FLOAD -2.75 XRANGE 0 3.8 ZRANGE 0 10.4 GY
YRANGE 3.5 3.5 FLOAD -2.75 XRANGE 23.4 27 ZRANGE 0 10.4 GY
YRANGE 3.5 3.5 FLOAD -2.75 XRANGE 17.8 23.4 ZRANGE 0 10.4 GY
YRANGE 3.5 3.5 FLOAD -2.75 XRANGE 3.8 9.4 ZRANGE 0 5 GY
YRANGE 3.5 3.5 FLOAD -2.75 XRANGE 3.8 9.4 ZRANGE 3 10.4 GY
YRANGE 3.5 3.5 FLOAD -2.75 XRANGE 7.4 19.8 ZRANGE 8.4 12.4 GY
YRANGE 3.5 3.5 FLOAD -2.75 XRANGE 10.8 17.8 ZRANGE 3.7 7 GY
ONEWAY LOAD
YRANGE 3.5 3.5 ONE -2.75 XRANGE 9.4 17.8 ZRANGE 7 8.4 GY
YRANGE 3.5 3.5 ONE -2.75 XRANGE 9.4 10.8 ZRANGE 3.7 7 GY
YRANGE 3.5 3.5 ONE -2.75 XRANGE 15.54 17.8 ZRANGE -2 3.7 GY
FLOOR LOAD
YRANGE 3.5 3.5 FLOAD -2.75 XRANGE 12.3 15.54 ZRANGE -2 3.7 GY
LOAD 5 LOADTYPE Live TITLE FLOOR LIVE LOAD
FLOOR LOAD
YRANGE 3.5 3.5 FLOAD -3 XRANGE 0 3.8 ZRANGE 0 10.4 GY
YRANGE 3.5 3.5 FLOAD -3 XRANGE 23.4 27 ZRANGE 0 10.4 GY
YRANGE 3.5 3.5 FLOAD -3 XRANGE 17.8 23.4 ZRANGE 0 10.4 GY
YRANGE 3.5 3.5 FLOAD -3 XRANGE 3.8 9.4 ZRANGE 0 5 GY
YRANGE 3.5 3.5 FLOAD -3 XRANGE 3.8 9.4 ZRANGE 3 10.4 GY
YRANGE 3.5 3.5 FLOAD -3 XRANGE 7.4 19.8 ZRANGE 8.4 12.4 GY
YRANGE
ONEWAY
3.5
LOAD
3.5 FLOAD -3 XRANGE 10.8 17.8 ZRANGE 3.7 7 GY
YRANGE 3.5 3.5 ONE -3 XRANGE 9.4 17.8 ZRANGE 7 8.4 GY
YRANGE 3.5 3.5 ONE -3 XRANGE 9.4 10.8 ZRANGE 3.7 7 GY
YRANGE 3.5 3.5 ONE -3 XRANGE 15.54 17.8 ZRANGE -2 3.7 GY
FLOOR LOAD
YRANGE 3.5 3.5 FLOAD -3 XRANGE 12.3 15.54 ZRANGE -2 3.7 GY
LOAD 6 LOADTYPE Dead TITLE ROOF FINISHES
FLOOR LOAD
YRANGE 7 7 FLOAD -4.25 XRANGE 0 3.8 ZRANGE 0 10.4 GY
YRANGE 7 7 FLOAD -4.25 XRANGE 23.4 27 ZRANGE 0 10.4 GY
YRANGE 7 7 FLOAD -4.25 XRANGE 17.8 23.4 ZRANGE 0 10.4 GY
YRANGE 7 7 FLOAD -4.25 XRANGE 3.8 9.4 ZRANGE 0 5 GY
YRANGE 7 7 FLOAD -4.25 XRANGE 3.8 9.4 ZRANGE 3 10.4 GY
YRANGE 7 7 FLOAD -4.25 XRANGE 7.4 19.8 ZRANGE 8.4 12.4 GY
YRANGE 7 7 FLOAD -4.25 XRANGE 10.8 17.8 ZRANGE 3.7 7 GY
ONEWAY LOAD
YRANGE 7 7 ONE -4.25 XRANGE 9.4 17.8 ZRANGE 7 8.4 GY
YRANGE 7 7 ONE -4.25 XRANGE 9.4 10.8 ZRANGE 3.7 7 GY
YRANGE 7 7 ONE -4.25 XRANGE 15.54 17.8 ZRANGE -2 3.7 GY
FLOOR LOAD
YRANGE 7 7 FLOAD -4.25 XRANGE 12.3 15.54 ZRANGE -2 3.7 GY
** Stair roof
YRANGE 9.8 9.8 FLOAD -4.25 XRANGE 9.4 12.3 ZRANGE -2 3.7 GY
LOAD 7 LOADTYPE Roof Live TITLE ROOF LIVE LOAD
FLOOR LOAD
YRANGE 7 7 FLOAD -2.5 XRANGE 0 3.8 ZRANGE 0 10.4 GY
YRANGE 7 7 FLOAD -2.5 XRANGE 23.4 27 ZRANGE 0 10.4 GY
YRANGE 7 7 FLOAD -2.5 XRANGE 17.8 23.4 ZRANGE 0 10.4 GY
YRANGE 7 7 FLOAD -2.5 XRANGE 3.8 9.4 ZRANGE 0 5 GY
YRANGE 7 7 FLOAD -2.5 XRANGE 3.8 9.4 ZRANGE 3 10.4 GY
YRANGE 7 7 FLOAD -2.5 XRANGE 7.4 19.8 ZRANGE 8.4 12.4 GY
YRANGE 7 7 FLOAD -2.5 XRANGE 10.8 17.8 ZRANGE 3.7 7 GY
ONEWAY LOAD
YRANGE 7 7 ONE -2.5 XRANGE 9.4 17.8 ZRANGE 7 8.4 GY
YRANGE 7 7 ONE -2.5 XRANGE 9.4 10.8 ZRANGE 3.7 7 GY
YRANGE 7 7 ONE -2.5 XRANGE 15.54 17.8 ZRANGE -2 3.7 GY
FLOOR LOAD
YRANGE 7 7 FLOAD -2.5 XRANGE 12.3 15.54 ZRANGE -2 3.7 GY
** Stair roof
YRANGE 9.8 9.8 FLOAD -2.5 XRANGE 9.4 12.3 ZRANGE -2 3.7 GY
LOAD 8 LOADTYPE Wind TITLE WIND ALONG X DIRECTION
WIND LOAD X 0.7 TYPE 1 XR 0 0.2 YR 0 7 ZR 0 15
WIND LOAD X 0.7 TYPE 1 XR 9.4 12.3 YR 7 12 ZR -2 3.7
LOAD 9 LOADTYPE Wind TITLE WIND ALONG - X DIRECTION
WIND LOAD X -0.7 TYPE 1 XR 26 27 YR 0 7 ZR 0 15
WIND LOAD X -0.7 TYPE 1 XR 9.9 12.3 YR 7 12 ZR -2 3.7
LOAD 10 LOADTYPE Wind TITLE WIND LOAD ALONG Z DIRECTION
WIND LOAD Z 0.7 TYPE 1 XR 0 27 YR 0 10 ZR -2 0.1
LOAD 11 LOADTYPE Wind TITLE WIND LOAD ALONG -Z DIRECTION
WIND LOAD Z -0.7 TYPE 1 XR 9.4 17.8 YR 0 10 ZR 10.4 13

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29
Page: 10


WIND LOAD Z -0.7 TYPE 1 XR 17.8 27 YR 0 10 ZR 10.4 13
WIND LOAD Z -0.7 TYPE 1 XR 0 9.4 YR 0 10 ZR 10.4 13
****LOAD COMBINATION***
LOAD COMB 12 (1.4DL + 1.6LL)
1 1.4 2 1.4 3 1.4 4 1.4 5 1.6 6 1.4 7 1.6
LOAD COMB 13 (1.4DL + 1.4 WX)
1 1.4 2 1.4 3 1.4 4 1.4 6 1.4 8 1.4
LOAD COMB 14 (1.4DL + 1.4 -WX)
1 1.4 2 1.4 3 1.4 4 1.4 6 1.4 9 1.4
LOAD COMB 15 (1.4DL + 1.4 WZ)
1 1.4 2 1.4 3 1.4 4 1.4 6 1.4 10 1.4
LOAD COMB 16 (1.4DL + 1.4 -WZ)
1 1.4 2 1.4 3 1.4 4 1.4 6 1.4 11 1.4
LOAD COMB 17 (1.2DL + 1.2LL + 1.2WX)
1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 1.2
LOAD COMB 18 (1.2DL + 1.2LL + 1.2(-VE)WX)
1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 9 1.2
LOAD COMB 19 (1.2DL + 1.2LL + 1.2WZ)
1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 10 1.2
LOAD COMB 20 (1.2DL + 1.2LL + 1.2(-VE)WZ)
1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 11 1.2
******************
**SERVICE LOAD****
******************
LOAD COMB 21 DL+LL
1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0
LOAD COMB 2
1 1.0 2 1.0
LOAD COMB 2
1 1.0 2 1.0
LOAD COMB 2
1 1.0 2 1.0
LOAD COMB 2
1 1.0 2 1.0
****
LOAD COMB 26 DL
1 1.0 2 1.0 3 1.0 4 1.0 6 1.0
LOAD COMB 27 LL
5 1.0 7 1.0
PERFORM ANALYSIS PRINT ALL
LOAD LIST 12 TO 20
START CONCRETE DESIGN
CODE BS8110
BRACE 3 MEMB 193 TO 288 295 TO 298 300 TO 303 1028 TO 1030
CLEAR 0.04 MEMB 1 TO 21 23 TO 32 34 36 TO 42 44 TO 125 127 TO 135 139 TO 142 -
146 TO 149 151 TO 176 178 TO 182 184 TO 290 293 TO 303 308 309 1028 TO 1030
ELY 1.2 MEMB 193 TO 288 295 TO 298 300 TO 303 1028 TO 1030
ELZ 1.2 MEMB 193 TO 288 295 TO 298 300 TO 303 1028 TO 1030
FC 35000 MEMB 1 TO 21 23 TO 32 34 36 TO 42 44 TO 125 127 TO 135 139 TO 142 -
146 TO 149 151 TO 176 178 TO 182 184 TO 290 293 TO 303 308 309 1028 TO 1030
FYMAIN 413688 MEMB 1 TO 21 23 TO 32 34 36 TO 42 44 TO 125 127 TO 135 -
139 TO 142 146 TO 149 151 TO 176 178 TO 182 184 TO 290 293 TO 303 308 309 -
1028 TO 1030
FYSEC 413688 ALL
MAXMAIN 25 ALL
MINMAIN 12 ALL
MINSEC 10 ALL
SERV 1 MEMB 1 7 TO 10 12 13 16 TO 21 24 25 34 36 37 39 41 44 TO 46 49 50 52 -
53 TO 57 59 TO 67 71 TO 76 79 TO 88 90 92 94 TO 96 99 TO 106 108 109 -
111 TO 114 119 -
121 TO 124 130 TO 135 139 TO 142 146 147 149 151 153 155 156 158 TO 165 167 -
168 170 TO 173 178 180 181 185 186 188 189 192 305 307 346
SERV 2 MEMB 68 69 127 128 152 157 184 187 190 299 304 306 308 309
DESIGN BEAM 1 TO 21 23 TO 32 34 36 TO 42 44 TO 121 123 TO 125 127 TO 135 139 -
140 TO 142 146 TO 149 151 TO 176 178 TO 182 184 TO 192 289 290 293 294 299 -
304 TO 309 346
DESIGN COLUMN 193 TO 288 295 TO 298 300 TO 303 1028 TO 1030
END CONCRETE DESIGN
START CONCRETE DESIGN
CODE BS8110
CLEAR 0.07 MEMB 326 TO 335 343 344 347 348 355 TO 364 366 371 372 374 375 -
378 380 382 TO 388 397 TO 474 481 TO 484 487 488 525 TO 532 534 535 537 538 -
552 557 TO 566 570 TO 573 586 TO 589 592 TO 599 601 602 604 TO 724 -
729 TO 852 859 TO 938
FC 35000 MEMB 326 TO 335 343 344 347 348 355 TO 364 366 371 372 374 375 378 -
380 382 TO 388 397 TO 474 481 TO 484 487 488 525 TO 532 534 535 537 538 552 -
2 (1.0DL + 1.0LL + 1.0WX)
3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 1.0
3 (1.0DL + 1.0LL + 1.0-WX)
3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 9 1.0
4 (1.0DL + 1.0LL + 1.0WZ)
3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 10 1.0
5 (1.0DL + 1.0LL + 1.0-WZ)
3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 11 1.0

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29
Page: 11


557 TO 566 570 TO 573 586 TO 589 592 TO 599 601 602 604 TO 724 729 TO 852 -
859 TO 938
FYMAIN 413688 MEMB 326 TO 335 343 344 347 348 355 TO 364 366 371 372 374 375 -
378 380 382 TO 388 397 TO 474 481 TO 484 487 488 525 TO 532 534 535 537 538 -
552 557 TO 566 570 TO 573 586 TO 589 592 TO 599 601 602 604 TO 724 -
729 TO 852 859 TO 938
DESIGN ELEMENT 326 TO 335 343 344 347 348 355 TO 364 366 371 372 374 375 378 -
380 382 TO 388 397 TO 474 481 TO 484 487 488 525 TO 532 534 535 537 538 552 -
557 TO 566 570 TO 573 586 TO 589 592 TO 599 601 602 604 TO 724 729 TO 852 -
859 TO 942 946 TO 949
END CONCRETE DESIGN
FINISH

DESIGN of BEAMS

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 506 of 660




FACTOR - 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

LOAD COMBINATION NO. 26
DL

LOADING- 1. 2. 3. 4. 6.
FACTOR - 1.00 1.00 1.00 1.00 1.00

LOAD COMBINATION NO. 27
LL

LOADING- 5. 7.
FACTOR - 1.00 1.00


************ END OF DATA FROM INTERNAL STORAGE ************


725. LOAD LIST 12 TO 20
726. START CONCRETE DESIGN
727. CODE BS8110
PROGRAM CODE REVISION V1.5_8110_97/1
728. BRACE 3 MEMB 193 TO 288 295 TO 298 300 TO 303 1028 TO 1030
729. CLEAR 0.04 MEMB 1 TO 21 23 TO 32 34 36 TO 42 44 TO 125 127 TO 135 139 TO 142 -
730. 146 TO 149 151 TO 176 178 TO 182 184 TO 290 293 TO 303 308 309 1028 TO 1030
731. ELY 1.2 MEMB 193 TO 288 295 TO 298 300 TO 303 1028 TO 1030
732. ELZ 1.2 MEMB 193 TO 288 295 TO 298 300 TO 303 1028 TO 1030
733. FC 35000 MEMB 1 TO 21 23 TO 32 34 36 TO 42 44 TO 125 127 TO 135 139 TO 142 -
734. 146 TO 149 151 TO 176 178 TO 182 184 TO 290 293 TO 303 308 309 1028 TO 1030
735. FYMAIN 413688 MEMB 1 TO 21 23 TO 32 34 36 TO 42 44 TO 125 127 TO 135 -
736. 139 TO 142 146 TO 149 151 TO 176 178 TO 182 184 TO 290 293 TO 303 308 309 -
737. 1028 TO 1030
738. FYSEC 413688 ALL
739. MAXMAIN 25 ALL
740. MINMAIN 12 ALL
741. MINSEC 10 ALL
742. SERV 1 MEMB 1 7 TO 10 12 13 16 TO 21 24 25 34 36 37 39 41 44 TO 46 49 50 52 -
743. 53 TO 57 59 TO 67 71 TO 76 79 TO 88 90 92 94 TO 96 99 TO 106 108 109 -
744. 111 TO 114 119 -
745. 121 TO 124 130 TO 135 139 TO 142 146 147 149 151 153 155 156 158 TO 165 167 -
746. 168 170 TO 173 178 180 181 185 186 188 189 192 305 307 346
747. SERV 2 MEMB 68 69 127 128 152 157 184 187 190 299 304 306 308 309
748. DESIGN BEAM 1 TO 21 23 TO 32 34 36 TO 42 44 TO 121 123 TO 125 127 TO 135 139 -
749. 140 TO 142 146 TO 149 151 TO 176 178 TO 182 184 TO 192 289 290 293 294 299 -
750. 304 TO 309 346


====================================================================
B E A M N O. 1 D E S I G N R E S U L T S - FLEXURE
LEN - 5000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 141. 4443. NO NO
2 447. 3- 12 MM 0. 1526. YES NO
3 447. 3- 12 MM 3474. 5000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.71

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 507 of 660




Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 44.33
Member Span = 5000 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 11.01
******* Deflection Check Satisfactory. *******



B E A M N O. 1 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1666 mm | 50.5 kN | 16 | 10 mm | 7 | 277 mm |
| 3333 END 2 | 53.5 kN | 15 | 10 mm | 7 | 277 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 2 D E S I G N R E S U L T S - FLEXURE
LEN - 5000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

4859.

YES

NO
2 447. 3- 12 MM 0. 1109. YES NO
3 447. 3- 12 MM 3474. 5000. NO YES

B E A M N O. 2 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1666 mm | 48.5 kN | 16 | 10 mm | 7 | 277 mm |
| 2916 END 2 | 56.1 kN | 15 | 10 mm | 8 | 297 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 3 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1859.

YES

NO
2 447. 3- 12 MM 0. 1026. YES NO
3 447. 3- 12 MM 474. 2000. NO YES

B E A M N O. 3 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 508 of 660




| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 500 | 15.7 4 | 16 15| 10mm | 0 4 5 | 771 120 100 |
| 999 END 2 | 40.6 4 | 16 12| 10mm | 1 8 10 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 607 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 4 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 141. 2000. NO YES
2 447. 3- 12 MM 0. 1526. YES NO

B E A M N O. 4 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 1499 | 57.3 6 | 16 16| 10mm | 1 12 14 | 771 120 100 |
| 1499 END 2 | 18.6 6 | 16 12| 10mm | 0 4 5 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 638 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|-------------------------------------------- --------------------------- |


====================================================================
B E A M N O. 5 D E S I G N R E S U L T S - FLEXURE
LEN - 5700. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 257. 5443. NO NO
2 447. 3- 12 MM 0. 1643. YES NO
3 445. 2- 16 MM 4057. 5700. NO YES

B E A M N O. 5 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1900 mm | 57.6 kN | 16 | 10 mm | 7 | 316 mm |
| 3799 END 2 | 58.8 kN | 15 | 10 mm | 7 | 316 mm |
|---------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 509 of 660


====================================================================
B E A M N O. 6 D E S I G N R E S U L T S - FLEXURE
LEN - 5700. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 257. 5443. NO NO
2 445. 2- 16 MM 0. 1643. YES NO
3 447. 3- 12 MM 4057. 5700. NO YES

B E A M N O. 6 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1900 mm | 58.8 kN | 16 | 10 mm | 7 | 316 mm |
| 3799 END 2 | 57.8 kN | 15 | 10 mm | 7 | 316 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 7 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2000.

YES

YES
2 447. 3- 12 MM 0. 2000. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 2000 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 4.41
******* Deflection Check Satisfactory. *******



B E A M N O. 7 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 833 | 37.0 4 | 16 15| 10mm | 1 6 9 | 771 120 92 |
| 1499 END 2 | 23.2 4 | 16 12| 10mm | 0 4 5 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 699 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 510 of 660



====================================================================
B E A M N O. 8 D E S I G N R E S U L T S - FLEXURE
LEN - 5000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

5000.

YES

YES
2 447. 3- 12 MM 0. 1943. YES NO
3 447. 3- 12 MM 2641. 5000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 5000 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 11.01
******* Deflection Check Satisfactory. *******



B E A M N O. 8 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 833 mm | 12.0 kN | 16 | 10 mm | 4 | 277 mm |
| 4166 END 2 | 13.0 kN | 15 | 10 mm | 4 | 277 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 9 D E S I G N R E S U L T S - FLEXURE
LEN - 5000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 141. 4443. NO NO
2 447. 3- 12 MM 0. 1526. YES NO
3 447. 3- 12 MM 3474. 5000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.67
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 43.54
Member Span = 5000 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 11.01
******* Deflection Check Satisfactory. *******

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 511 of 660



B E A M N O. 9 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1666 mm | 49.8 kN | 16 | 10 mm | 7 | 277 mm |
| 3333 END 2 | 54.4 kN | 15 | 10 mm | 7 | 277 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 10 D E S I G N R E S U L T S - FLEXURE
LEN - 3800. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3800.

YES

YES
2 447. 3- 12 MM 0. 1009. YES NO
3 447. 3- 12 MM 2157. 3800. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.94
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 50.37
Member Span = 3799 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 8.37
******* Deflection Check Satisfactory. *******



B E A M N O. 10 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 949 mm | 35.8 kN | 14 | 10 mm | 4 | 316 mm |
| 2533 END 2 | 44.5 kN | 13 | 10 mm | 5 | 316 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 11 D E S I G N R E S U L T S - FLEXURE
LEN - 2900. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2900.

YES

YES
2 447. 3- 12 MM 0. 1418. YES NO
3 447. 3- 12 MM 1966. 2900. NO YES


B E A M N O. 11 D E S I G N R E S U L T S - SHEAR

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 512 of 660



PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 725 mm | 33.9 kN | 14 | 10 mm | 4 | 241 mm |
| 2416 END 2 | 27.6 kN | 13 | 10 mm | 3 | 241 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 12 D E S I G N R E S U L T S - FLEXURE
LEN - 3800. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3543.

YES

NO
2 447. 3- 12 MM 0. 1326. YES NO
3 447. 3- 12 MM 2157. 3800. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.83
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 47.65
Member Span = 3799 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 8.37
******* Deflection Check Satisfactory. *******



B E A M N O. 12 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 633 mm | 32.7 kN | 12 | 10 mm | 3 | 316 mm |
| 2533 END 2 | 46.7 kN | 13 | 10 mm | 5 | 316 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 13 D E S I G N R E S U L T S - FLEXURE
LEN - 3800. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3800.

YES

YES
2 447. 3- 12 MM 0. 1009. YES NO
3 447. 3- 12 MM 2474. 3800. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 513 of 660


Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3799 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 8.37
******* Deflection Check Satisfactory. *******



B E A M N O. 13 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 949 mm | 35.4 kN | 14 | 10 mm | 4 | 316 mm |
| 2533 END 2 | 42.7 kN | 13 | 10 mm | 5 | 316 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 14 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 807. 2000. NO YES
2 447. 3- 12 MM 0. 2000. YES YES

B E A M N O. 14 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 1333 | 46.9 3 | 12 15| 10mm | 1 11 13 | 771 120 102 |
| 1499 END 2 | 8.3 3 | 12 15| 10mm | 0 4 5 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 655 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|-------------------------------------------- --------------------------- |


====================================================================
B E A M N O. 15 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

447.

3- 12 MM

0.

2000.

YES YES

B E A M N O. 15 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 514 of 660


| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 499 mm | 20.6 kN | 12 | 10 mm | 3 | 249 mm |
| 1499 END 2 | 23.2 kN | 13 | 10 mm | 3 | 249 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 16 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2000.

YES

YES
2 447. 3- 12 MM 0. 1359. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 2000 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 4.41
******* Deflection Check Satisfactory. *******



B E A M N O. 16 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 1166 | 43.9 5 | 16 16| 10mm | 1 9 12 | 771 120 97 |
| 1500 END 2 | 5.1 5 | 16 15| 10mm | 0 4 5 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 607 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 17 D E S I G N R E S U L T S - FLEXURE
LEN - 5600. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 241. 4893. NO NO
2 447. 3- 12 MM 0. 1159. YES NO
3 445. 2- 16 MM 3974. 5600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.59

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 515 of 660


Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 41.29
Member Span = 5599 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 12.33
******* Deflection Check Satisfactory. *******



B E A M N O. 17 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1866 mm | 51.9 kN | 14 | 10 mm | 7 | 311 mm |
| 3266 END 2 | 60.5 kN | 13 | 10 mm | 9 | 291 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 18 D E S I G N R E S U L T S - FLEXURE
LEN - 5600. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

5600.

YES

YES
2 447. 3- 12 MM 0. 1626. YES NO
3 447. 3- 12 MM 3974. 5600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 5599 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 12.33
******* Deflection Check Satisfactory. *******



B E A M N O. 18 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 466 mm | 9.9 kN | 14 | 10 mm | 3 | 233 mm |
| 5133 END 2 | 11.3 kN | 13 | 10 mm | 3 | 233 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 19 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 516 of 660




mm mm mm STA END


1

46.

3- 12 MM

0.

1693.

YES

NO

2 443. 2- 20 MM 141. 2000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.49
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 38.69
Member Span = 1999 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 4.41
******* Deflection Check Satisfactory. *******



B E A M N O. 19 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 999 mm | 31.2 kN | 15 | 10 mm | 5 | 249 mm |
| 999 END 2 | 70.0 kN | 15 | 10 mm | 5 | 249 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 20 D E S I G N R E S U L T S - FLEXURE
LEN - 6140. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

5298.

YES

NO
2 447. 3- 12 MM 0. 693. YES NO
3 443. 2- 20 MM 4424. 6140. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.30
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 33.71
Member Span = 6140 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 13.52
******* Deflection Check Satisfactory. *******



B E A M N O. 20 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1535 mm | 49.8 kN | 14 | 10 mm | 6 | 307 mm |
| 3581 END 2 | 70.3 kN | 13 | 10 mm | 9 | 319 mm |
|---------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 517 of 660



====================================================================
B E A M N O. 21 D E S I G N R E S U L T S - FLEXURE
LEN - 3600. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3393.

YES

NO
2 447. 3- 12 MM 2007. 3600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.77
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 45.91
Member Span = 3599 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 7.93
******* Deflection Check Satisfactory. *******



B E A M N O. 21 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 599 mm | 20.4 kN | 12 | 10 mm | 3 | 299 mm |
| 1799 END 2 | 53.0 kN | 16 | 10 mm | 7 | 299 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 23 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1859.

YES

NO
2 447. 3- 12 MM 474. 2000. NO YES

B E A M N O. 23 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 499 mm | 17.3 kN | 15 | 10 mm | 3 | 249 mm |
| 499 END 2 | 56.1 kN | 15 | 10 mm | 6 | 299 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 24 D E S I G N R E S U L T S - FLEXURE

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 518 of 660



LEN - 3600. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 207. 3600. NO YES
2 447. 3- 12 MM 0. 1593. YES NO
3 447. 3- 12 MM 2607. 3600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3600 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 7.93
******* Deflection Check Satisfactory. *******



B E A M N O. 24 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1200 mm | 41.5 kN | 14 | 10 mm | 5 | 300 mm |
| 3000 END 2 | 31.0 kN | 13 | 10 mm | 3 | 300 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 25 D E S I G N R E S U L T S - FLEXURE
LEN - 1300. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1300.

YES

YES
2 447. 3- 12 MM 0. 1300. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.73
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 45.09
Member Span = 1300 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 2.86
******* Deflection Check Satisfactory. *******



B E A M N O. 25 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 519 of 660



| END 1 650 mm | 29.9 kN | 15 | 10 mm | 3 | 325 mm |
| 650 END 2 | 55.1 kN | 15 | 10 mm | 3 | 325 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 26 D E S I G N R E S U L T S - FLEXURE
LEN - 2240. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2240.

YES

YES
2 447. 3- 12 MM 0. 1066. YES NO

B E A M N O. 26 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 560 mm | 31.6 kN | 14 | 10 mm | 3 | 280 mm |
| 1680 END 2 | 15.9 kN | 13 | 10 mm | 3 | 280 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 27 D E S I G N R E S U L T S - FLEXURE
LEN - 1300. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1234.

YES

NO
2 46. 3- 12 MM 499. 1300. NO YES
3 447. 3- 12 MM 0. 1300. YES YES

B E A M N O. 27 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 END 2 | 0.0 6 | 0 15| 10mm | 0 11 11 | 0 120 120 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 607 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 28 D E S I G N R E S U L T S - FLEXURE

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 520 of 660



LEN - 1400. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

7.

1400.

NO

YES
2 447. 3- 12 MM 0. 1400. YES YES

B E A M N O. 28 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 699 mm | 54.4 kN | 14 | 10 mm | 4 | 233 mm |
| 699 END 2 | 27.3 kN | 14 | 10 mm | 4 | 233 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 29 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1026.

YES

NO
2 443. 2- 20 MM 0. 2000. YES YES

B E A M N O. 29 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 999 | 20.4 3 | 15 15| 10mm | 1 8 9 | 771 120 100 |
| 999 END 2 | 59.2 3 | 15 14| 10mm | 1 8 10 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 513 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 30 D E S I G N R E S U L T S - FLEXURE
LEN - 1000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

943.

YES

NO
2 447. 3- 12 MM 0. 1000. YES YES


B E A M N O. 30 D E S I G N R E S U L T S - SHEAR

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 521 of 660



PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 499 | 43.7 5 | 13 16| 10mm | 0 4 4 | 771 120 100 |
| 499 END 2 | 63.1 5 | 13 16| 10mm | 0 4 5 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 635 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 31 D E S I G N R E S U L T S - FLEXURE
LEN - 3300. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3300.

YES

YES
2 447. 3- 12 MM 0. 968. YES NO
3 447. 3- 12 MM 1782. 3300. NO YES

B E A M N O. 31 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 549 mm | 29.8 kN | 16 | 10 mm | 3 | 274 mm |
| 2199 END 2 | 41.4 kN | 15 | 10 mm | 5 | 274 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 32 D E S I G N R E S U L T S - FLEXURE
LEN - 1500. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1500.

YES

YES
2 447. 3- 12 MM 432. 1500. NO YES

B E A M N O. 32 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 500 | 9.5 3 | 13 16| 10mm | 0 4 5 | 771 120 100 |
| 625 END 2 | 38.5 3 | 13 16| 10mm | 1 7 9 | 771 120 97 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 607 mm2 EVENLY DISTRIBUTED|

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 522 of 660


| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 34 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1400.

YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.78
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 46.19
Member Span = 1400 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 3.08
******* Deflection Check Satisfactory. *******



B E A M N O. 34 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 1050 | 41.8 15 | 16 16| 10mm | 1 8 11 | 771 120 95 |
| 1050 END 2 | 14.7 15 | 16 12| 10mm | 0 2 4 | 771 120 87 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 622 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|-------------------------------------------- --------------------------- |


====================================================================
B E A M N O. 36 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1400.

YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.89
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 49.21
Member Span = 1400 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 3.08
******* Deflection Check Satisfactory. *******

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 523 of 660



B E A M N O. 36 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 466 mm | 13.0 kN | 16 | 10 mm | 3 | 233 mm |
| 933 END 2 | 21.6 kN | 15 | 10 mm | 3 | 233 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 37 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1043.

YES

NO
2 445. 2- 16 MM 0. 1400. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.56
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 40.66
Member Span = 1399 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 3.08
******* Deflection Check Satisfactory. *******



B E A M N O. 37 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 699 | 41.5 5 | 13 16| 10mm | 0 5 6 | 771 120 100 |
| 699 END 2 | 68.7 5 | 13 16| 10mm | 0 5 7 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 684 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 38 D E S I G N R E S U L T S - FLEXURE
LEN - 3300. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 524 of 660



1 46. 3- 12 MM 0. 3300. YES YES
2 447. 3- 12 MM 0. 693. YES NO
3 447. 3- 12 MM 2057. 3300. NO YES

B E A M N O. 38 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 549 mm | 29.4 kN | 16 | 10 mm | 3 | 274 mm |
| 2474 END 2 | 38.2 kN | 15 | 10 mm | 4 | 274 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 39 D E S I G N R E S U L T S - FLEXURE
LEN - 5600. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 707. 5359. NO NO
2 445. 2- 16 MM 0. 1626. YES NO
3 447. 3- 12 MM 4441. 5600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.99
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 51.79
Member Span = 5600 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 12.33
******* Deflection Check Satisfactory. *******



B E A M N O. 39 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2333 mm | 61.8 kN | 14 | 10 mm | 9 | 291 mm |
| 3733 END 2 | 51.0 kN | 13 | 10 mm | 7 | 311 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 40 D E S I G N R E S U L T S - FLEXURE
LEN - 3700. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 232. 3700. NO YES
2 447. 3- 12 MM 0. 1618. YES NO

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 525 of 660




3 447. 3- 12 MM 2391. 3700. NO YES

B E A M N O. 40 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1233 mm | 45.1 kN | 16 | 10 mm | 5 | 308 mm |
| 2775 END 2 | 37.4 kN | 15 | 10 mm | 4 | 308 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 41 D E S I G N R E S U L T S - FLEXURE
LEN - 5400. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 657. 5193. NO NO
2 445. 2- 16 MM 0. 1593. YES NO
3 447. 3- 12 MM 3807. 5400. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.72
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 44.84
Member Span = 5400 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 11.89
******* Deflection Check Satisfactory. *******



B E A M N O. 41 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1799 mm | 57.0 kN | 16 | 10 mm | 7 | 299 mm |
| 3599 END 2 | 53.9 kN | 15 | 10 mm | 7 | 299 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 42 D E S I G N R E S U L T S - FLEXURE
LEN - 5400. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

5400.

YES

YES
2 447. 3- 12 MM 0. 2493. YES NO
3 447. 3- 12 MM 3357. 5400. NO YES

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 526 of 660



B E A M N O. 42 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 899 mm | 13.2 kN | 16 | 10 mm | 4 | 299 mm |
| 4499 END 2 | 11.4 kN | 15 | 10 mm | 4 | 299 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 44 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 141. 2000. NO YES
2 447. 3- 12 MM 0. 1859. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.86
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 48.46
Member Span = 1999 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 4.41
******* Deflection Check Satisfactory. *******



B E A M N O. 44 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1166 mm | 43.3 kN | 16 | 10 mm | 5 | 291 mm |
| 1499 END 2 | 4.5 kN | 16 | 10 mm | 3 | 249 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 45 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1693.

YES

NO
2 443. 2- 20 MM 307. 2000. NO YES

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 527 of 660


Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.43
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 37.10
Member Span = 1999 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 4.41
******* Deflection Check Satisfactory. *******



B E A M N O. 45 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 999 | 36.1 6 | 15 15| 10mm | 1 8 9 | 771 120 100 |
| 999 END 2 | 74.8 6 | 15 14| 10mm | 1 8 10 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 635 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 46 D E S I G N R E S U L T S - FLEXURE
LEN - 6140. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 331. 5298. NO NO
2 447. 3- 12 MM 0. 1204. YES NO
3 445. 2- 16 MM 4424. 6140. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.57
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 40.91
Member Span = 6140 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 13.52
******* Deflection Check Satisfactory. *******



B E A M N O. 46 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2046 mm | 58.1 kN | 14 | 10 mm | 8 | 292 mm |
| 3581 END 2 | 62.2 kN | 13 | 10 mm | 9 | 319 mm |
|---------------------------------------------------------------- |


====================================================================

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 528 of 660



B E A M N O. 47 D E S I G N R E S U L T S - FLEXURE

LEN - 3240. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3123.

YES

NO
2 447. 3- 12 MM 0. 963. YES NO
3 447. 3- 12 MM 2007. 3240. NO YES

B E A M N O. 47 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 539 mm | 28.6 kN | 14 | 10 mm | 3 | 269 mm |
| 2429 END 2 | 37.8 kN | 13 | 10 mm | 4 | 269 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 48 D E S I G N R E S U L T S - FLEXURE
LEN - 2260. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 61. 2260. NO YES
2 447. 3- 12 MM 0. 1446. YES NO
3 447. 3- 12 MM 626. 2260. NO YES

B E A M N O. 48 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 565 mm | 25.5 kN | 14 | 10 mm | 3 | 282 mm |
| 1695 END 2 | 24.3 kN | 13 | 10 mm | 3 | 282 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 49 D E S I G N R E S U L T S - FLEXURE
LEN - 3700. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 541. 3700. NO YES
2 447. 3- 12 MM 0. 1926. YES NO
Deflection Check As Per Clause 3.4.6

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 529 of 660




Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.64
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 42.63
Member Span = 3700 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 8.15
******* Deflection Check Satisfactory. *******



B E A M N O. 49 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1850 mm | 55.3 kN | 16 | 10 mm | 7 | 308 mm |
| 3083 END 2 | 24.6 kN | 15 | 10 mm | 3 | 308 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 50 D E S I G N R E S U L T S - FLEXURE
LEN - 3600. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3600.

YES

YES
2 447. 3- 12 MM 0. 1593. YES NO
3 447. 3- 12 MM 2607. 3600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3600 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 7.93
******* Deflection Check Satisfactory. *******



B E A M N O. 50 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1200 mm | 43.2 kN | 14 | 10 mm | 5 | 300 mm |
| 3000 END 2 | 33.2 kN | 13 | 10 mm | 3 | 300 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 51 D E S I G N R E S U L T S - FLEXURE
LEN - 2260. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 530 of 660




LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 1002. 2260. NO YES
2 447. 3- 12 MM 0. 2199. YES NO

B E A M N O. 51 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1130 mm | 41.6 kN | 14 | 10 mm | 5 | 282 mm |
| 1695 END 2 | 5.9 kN | 13 | 10 mm | 3 | 282 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 52 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 307. 2000. NO YES
2 443. 2- 20 MM 0. 1859. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.48
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 38.52
Member Span = 1999 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 4.41
******* Deflection Check Satisfactory. *******



B E A M N O. 52 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 999 mm | 71.9 kN | 16 | 10 mm | 5 | 249 mm |
| 999 END 2 | 33.1 kN | 16 | 10 mm | 5 | 249 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 53 D E S I G N R E S U L T S - FLEXURE
LEN - 5400. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 531 of 660





1 46. 3- 12 MM 0. 5400. YES YES
2 447. 3- 12 MM 0. 2493. YES NO
3 447. 3- 12 MM 3807. 5400. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 5400 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 11.89
******* Deflection Check Satisfactory. *******



B E A M N O. 53 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 899 mm | 14.5 kN | 16 | 10 mm | 4 | 299 mm |
| 4499 END 2 | 10.9 kN | 15 | 10 mm | 4 | 299 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 54 D E S I G N R E S U L T S - FLEXURE
LEN - 3600. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3600.

YES

YES
2 447. 3- 12 MM 0. 1893. YES NO
3 447. 3- 12 MM 1707. 3600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3600 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 7.93
******* Deflection Check Satisfactory. *******



B E A M N O. 54 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 600 mm | 10.3 kN | 14 | 10 mm | 3 | 300 mm |
| 3000 END 2 | 7.8 kN | 17 | 10 mm | 3 | 300 mm |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 532 of 660


|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 55 D E S I G N R E S U L T S - FLEXURE
LEN - 5400. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 657. 5193. NO NO
2 445. 2- 16 MM 0. 1593. YES NO
3 447. 3- 12 MM 3807. 5400. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.72
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 44.73
Member Span = 5400 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 11.89
******* Deflection Check Satisfactory. *******



B E A M N O. 55 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1799 mm | 57.1 kN | 16 | 10 mm | 7 | 299 mm |
| 3599 END 2 | 54.0 kN | 15 | 10 mm | 7 | 299 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 56 D E S I G N R E S U L T S - FLEXURE
LEN - 2260. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 437. 2260. NO YES
2 447. 3- 12 MM 0. 2260. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.92
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 49.97
Member Span = 2260 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 4.98
******* Deflection Check Satisfactory. *******

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 533 of 660



B E A M N O. 56 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 941 | 37.3 4 | 14 17| 10mm | 1 7 10 | 771 120 94 |
| 1695 END 2 | 12.4 4 | 14 15| 10mm | 0 4 6 | 771 120 94 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 607 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 57 D E S I G N R E S U L T S - FLEXURE
LEN - 2260. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2260.

YES

YES
2 447. 3- 12 MM 0. 1258. YES NO
3 447. 3- 12 MM 1002. 2260. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 2260 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 4.98
******* Deflection Check Satisfactory. *******



B E A M N O. 57 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 565 mm | 22.6 kN | 14 | 10 mm | 3 | 282 mm |
| 1695 END 2 | 25.9 kN | 12 | 10 mm | 3 | 282 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 58 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

474.

2000.

NO

YES

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 534 of 660




2 447. 3- 12 MM 0. 2000. YES YES

B E A M N O. 58 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 666 | 32.8 4 | 16 16| 10mm | 0 5 7 | 771 120 95 |
| 1499 END 2 | 27.3 4 | 16 16| 10mm | 0 4 5 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 607 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 59 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2000.

YES

YES
2 447. 3- 12 MM 641. 2000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 2000 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 4.41
******* Deflection Check Satisfactory. *******



B E A M N O. 59 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 500 mm | 10.5 kN | 14 | 10 mm | 3 | 250 mm |
| 1500 END 2 | 31.7 kN | 13 | 10 mm | 3 | 250 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 60 D E S I G N R E S U L T S - FLEXURE
LEN - 3600. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

207.

3600.

NO

YES

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 535 of 660




2 447. 3- 12 MM 0. 1593. YES NO

3 447. 3- 12 MM 2607. 3600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3600 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 7.93
******* Deflection Check Satisfactory. *******



B E A M N O. 60 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1200 mm | 43.4 kN | 14 | 10 mm | 5 | 300 mm |
| 3000 END 2 | 30.9 kN | 13 | 10 mm | 3 | 300 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 61 D E S I G N R E S U L T S - FLEXURE
LEN - 3740. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 242. 3498. NO NO
2 447. 3- 12 MM 0. 1628. YES NO
3 447. 3- 12 MM 2112. 3740. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3740 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 8.24
******* Deflection Check Satisfactory. *******



B E A M N O. 61 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 935 mm | 38.5 kN | 14 | 10 mm | 4 | 311 mm |
| 2805 END 2 | 39.5 kN | 13 | 10 mm | 4 | 311 mm |
|---------------------------------------------------------------- |


====================================================================

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 536 of 660


B E A M N O. 62 D E S I G N R E S U L T S - FLEXURE
LEN - 3260. mm FY - 414. FC - 35. SIZE - 200. X 500. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 666. 3260. NO YES
2 447. 3- 12 MM 0. 1779. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.88
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 48.88
Member Span = 3259 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 7.18
******* Deflection Check Satisfactory. *******



B E A M N O. 62 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1358 mm | 44.0 kN | 12 | 10 mm | 6 | 271 mm |
| 2716 END 2 | 20.2 kN | 13 | 10 mm | 3 | 271 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


=========================================================== =========
B E A M N O. 63 D E S I G N R E S U L T S - FLEXURE
LEN - 5600. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 707. 5359. NO NO
2 447. 3- 12 MM 0. 1626. YES NO
3 447. 3- 12 MM 4441. 5600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.97
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 51.20
Member Span = 5600 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 12.33
******* Deflection Check Satisfactory. *******



B E A M N O. 63 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 537 of 660


|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2333 mm | 59.8 kN | 14 | 10 mm | 9 | 291 mm |
| 3733 END 2 | 51.9 kN | 13 | 10 mm | 7 | 311 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 64 D E S I G N R E S U L T S - FLEXURE
LEN - 5000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

4593.

YES

NO
2 547. 3- 12 MM 0. 1676. YES NO
3 543. 2- 20 MM 3324. 5000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.48
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 38.60
Member Span = 5000 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 9.03
******* Deflection Check Satisfactory. *******



B E A M N O. 64 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2083 mm | 86.9 kN | 12 | 10 mm | 7 | 347 mm |
| 2916 END 2 | 93.9 kN | 12 | 10 mm | 7 | 347 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 65 D E S I G N R E S U L T S - FLEXURE
LEN - 5000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

48.

2- 16 MM

0.

4593.

YES

NO
2 547. 3- 12 MM 0. 1259. YES NO
3 543. 2- 20 MM 2907. 5000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.22
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 31.70

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 538 of 660


Member Span = 5000 mm. Effective Depth = 551 mm.
Actual Span/Effective Depth Ratio = 9.06
******* Deflection Check Satisfactory. *******



B E A M N O. 65 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2083 mm | 81.1 kN | 12 | 10 mm | 7 | 347 mm |
| 2500 END 2 | 112.8 kN | 12 | 10 mm | 8 | 357 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 66 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1676.

YES

NO
2 547. 3- 12 MM 0. 2000. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 2000 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 3.61
******* Deflection Check Satisfactory. *******



B E A M N O. 66 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 666 | 16.2 5 | 16 17| 10mm | 0 5 7 | 771 120 95 |
| 1333 END 2 | 38.7 5 | 16 17| 10mm | 0 5 7 | 771 120 95 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|-------------------------------------------- --------------------------- |


====================================================================
B E A M N O. 67 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 539 of 660





1 52. 2- 25 MM 0. 2000. YES YES
2 547. 3- 12 MM 0. 1343. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.87
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 48.56
Member Span = 1999 mm. Effective Depth = 547 mm.
Actual Span/Effective Depth Ratio = 3.65
******* Deflection Check Satisfactory. *******



B E A M N O. 67 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 500 | 136.7 14 | 12 12| 10mm | 1 5 7 | 499 120 96 |
| 500 1000 | 119.1 14 | 12 12| 10mm | 2 5 6 | 249 120 81 |
| 999 END 2 | 51.9 14 | 12 12| 10mm | 1 8 10 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 486 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 68 D E S I G N R E S U L T S - FLEXURE
LEN - 4300. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 50. 2- 20 MM 232. 4300. NO YES
2 543. 2- 20 MM 0. 1918. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20
Modification Factor For Tension Reinforcement = 1.46
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 29.29
Member Span = 4300 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 7.82
******* Deflection Check Satisfactory. *******



B E A M N O. 68 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2508 mm | 114.5 kN | 12 | 10 mm | 8 | 358 mm |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 540 of 660




| 3583 END 2 | 48.8 kN | 12 | 10 mm | 3 | 358 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 69 D E S I G N R E S U L T S - FLEXURE
LEN - 5700. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR






Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20
Modification Factor For Tension Reinforcement = 1.36
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 27.27
Member Span = 5700 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 10.36
******* Deflection Check Satisfactory. *******



B E A M N O. 69 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 951 mm | 150.1 kN | 12 | 10 mm | 3 | 475 mm |
| 951 2851 mm | 109.4 kN | 12 | 10 mm | 3 | 633 mm |
| 3324 4750 mm | 102.1 kN | 12 | 10 mm | 2 | 712 mm |
| 4750 END 2 | 142.8 kN | 12 | 10 mm | 3 | 475 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 70 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

547.

3- 12 MM

0.

2000.

YES YES

B E A M N O. 70 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 666 | 46.6 11 | 16 15| 10mm | 0 5 7 | 771 120 95 |
| 1333 END 2 | 32.5 11 | 16 12| 10mm | 0 5 7 | 771 120 95 |
mm mm mm STA END

1

50.

2- 20 MM

107.

5593.

NO

NO
2 541. 2- 25 MM 0. 1793. YES NO
3 543. 2- 20 MM 3907. 5700. NO YES

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 541 of 660


|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


================================================== ==================
B E A M N O. 71 D E S I G N R E S U L T S - FLEXURE
LEN - 5000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

48.

2- 16 MM

0.

4593.

YES

NO
2 547. 3- 12 MM 0. 1259. YES NO
3 543. 2- 20 MM 2907. 5000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.22
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 31.64
Member Span = 5000 mm. Effective Depth = 551 mm.
Actual Span/Effective Depth Ratio = 9.06
******* Deflection Check Satisfactory. *******



B E A M N O. 71 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2083 mm | 79.0 kN | 12 | 10 mm | 7 | 347 mm |
| 2500 4167 mm | 97.6 kN | 12 | 10 mm | 3 | 555 mm |
| 4167 END 2 | 113.1 kN | 12 | 10 mm | 2 | 833 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 72 D E S I G N R E S U L T S - FLEXURE
LEN - 5000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

4593.

YES

NO
2 547. 3- 12 MM 0. 1676. YES NO
3 543. 2- 20 MM 3324. 5000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.47
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 38.16
Member Span = 5000 mm. Effective Depth = 554 mm.

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 542 of 660


Actual Span/Effective Depth Ratio = 9.03
******* Deflection Check Satisfactory. *******



B E A M N O. 72 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2083 mm | 84.6 kN | 12 | 10 mm | 7 | 347 mm |
| 2916 END 2 | 94.5 kN | 12 | 10 mm | 7 | 347 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 73 D E S I G N R E S U L T S - FLEXURE
LEN - 3800. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3376.

YES

NO
2 547. 3- 12 MM 0. 1159. YES NO
3 547. 3- 12 MM 2007. 3800. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.62
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 42.14
Member Span = 3799 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.86
******* Deflection Check Satisfactory. *******



B E A M N O. 73 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 949 mm | 48.9 kN | 12 | 10 mm | 4 | 316 mm |
| 2216 END 2 | 76.7 kN | 12 | 10 mm | 5 | 395 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 74 D E S I G N R E S U L T S - FLEXURE
LEN - 2900. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2900.

YES

YES
2 547. 3- 12 MM 0. 1084. YES NO

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 543 of 660




3 547. 3- 12 MM 2057. 2900. NO YES

Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 2900 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 5.23
******* Deflection Check Satisfactory. *******



B E A M N O. 74 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1208 mm | 94.4 kN | 14 | 10 mm | 4 | 402 mm |
| 1691 END 2 | 86.0 kN | 13 | 10 mm | 4 | 402 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 75 D E S I G N R E S U L T S - FLEXURE
LEN - 3800. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3059.

YES

NO
2 547. 3- 12 MM 0. 1476. YES NO
3 543. 2- 20 MM 1691. 3800. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.50
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 38.96
Member Span = 3799 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.86
******* Deflection Check Satisfactory. *******



B E A M N O. 75 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 949 mm | 40.1 kN | 12 | 10 mm | 4 | 316 mm |
| 1899 END 2 | 73.8 kN | 12 | 10 mm | 6 | 379 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 76 D E S I G N R E S U L T S - FLEXURE

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 544 of 660



LEN - 3800. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3800.

YES

YES
2 547. 3- 12 MM 0. 1159. YES NO
3 547. 3- 12 MM 2324. 3800. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.94
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 50.39
Member Span = 3799 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.86
******* Deflection Check Satisfactory. *******



B E A M N O. 76 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1266 mm | 57.4 kN | 12 | 10 mm | 5 | 316 mm |
| 2216 END 2 | 68.2 kN | 12 | 10 mm | 5 | 395 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 77 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

547.

3- 12 MM

0.

2000.

YES YES

B E A M N O. 77 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 833 | 52.9 10 | 12 12| 10mm | 1 6 9 | 771 120 92 |
| 1333 END 2 | 30.1 10 | 12 12| 10mm | 0 5 7 | 771 120 95 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|-------------------------------------------- --------------------------- |


====================================================================
B E A M N O. 78 D E S I G N R E S U L T S - FLEXURE

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 545 of 660



LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

545.

2- 16 MM

0.

2000.

YES YES

B E A M N O. 78 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 333 | 24.0 4 | 12 12| 10mm | 0 2 4 | 771 120 83 |
| 333 END 2 | 45.6 4 | 12 12| 10mm | 2 13 17 | 771 120 98 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 824 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|-------------------------------------------- --------------------------- |


====================================================================
B E A M N O. 79 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

48.

2- 16 MM

0.

2000.

YES

YES
2 547. 3- 12 MM 0. 1343. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.68
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 43.56
Member Span = 2000 mm. Effective Depth = 551 mm.
Actual Span/Effective Depth Ratio = 3.62
******* Deflection Check Satisfactory. *******



B E A M N O. 79 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1666 mm | 100.5 kN | 12 | 10 mm | 6 | 333 mm |
| 1666 END 2 | 16.8 kN | 12 | 10 mm | 2 | 333 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 546 of 660


B E A M N O. 80 D E S I G N R E S U L T S - FLEXURE
LEN - 5600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END

1

50.

2- 20 MM

91.

5043.

NO

NO
2 547. 3- 12 MM 0. 1309. YES NO
3 543. 2- 20 MM 3824. 5600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.33
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 34.53
Member Span = 5599 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 10.18
******* Deflection Check Satisfactory. *******



B E A M N O. 80 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2333 mm | 101.1 kN | 12 | 10 mm | 7 | 388 mm |
| 2799 4666 mm | 101.7 kN | 12 | 10 mm | 3 | 622 mm |
| 4666 END 2 | 127.0 kN | 12 | 10 mm | 2 | 933 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 81 D E S I G N R E S U L T S - FLEXURE
LEN - 5600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

52.

2- 25 MM

0.

5043.

YES

NO
2 547. 3- 12 MM 0. 1309. YES NO
3 541. 2- 25 MM 3824. 5600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.33
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 34.57
Member Span = 5599 mm. Effective Depth = 547 mm.
Actual Span/Effective Depth Ratio = 10.23
******* Deflection Check Satisfactory. *******



B E A M N O. 81 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 547 of 660


|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2333 mm | 113.7 kN | 12 | 10 mm | 7 | 388 mm |
| 2800 4200 mm | 110.5 kN | 12 | 10 mm | 2 | 699 mm |
| 4200 END 2 | 141.3 kN | 12 | 10 mm | 3 | 699 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 82 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1843.

YES

NO
2 543. 2- 20 MM 157. 2000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.34
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 34.83
Member Span = 1999 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 3.61
******* Deflection Check Satisfactory. *******



B E A M N O. 82 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 999 mm | 35.6 kN | 12 | 10 mm | 4 | 333 mm |
| 1000 1500 mm | 108.1 kN | 12 | 10 mm | 2 | 249 mm |
| 1500 END 2 | 127.7 kN | 12 | 10 mm | 2 | 499 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 83 D E S I G N R E S U L T S - FLEXURE
LEN - 3200. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

52.

2- 25 MM

0.

3200.

YES

YES
2 547. 3- 12 MM 0. 1109. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.63
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 42.30

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 548 of 660


Member Span = 3200 mm. Effective Depth = 547 mm.
Actual Span/Effective Depth Ratio = 5.84
******* Deflection Check Satisfactory. *******



B E A M N O. 83 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 534 mm | 137.2 kN | 12 | 10 mm | 2 | 533 mm |
| 534 2668 mm | 118.9 kN | 12 | 10 mm | 3 | 711 mm |
| 2666 END 2 | 7.3 kN | 12 | 10 mm | 3 | 266 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 84 D E S I G N R E S U L T S - FLEXURE
LEN - 3600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

50.

2- 20 MM

0.

3243.

YES

NO
2 543. 2- 20 MM 1857. 3600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.50
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 38.94
Member Span = 3599 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 6.55
******* Deflection Check Satisfactory. *******



B E A M N O. 84 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 599 mm | 42.8 kN | 12 | 10 mm | 3 | 299 mm |
| 1200 3000 mm | 101.1 kN | 15 | 10 mm | 3 | 599 mm |
| 3000 END 2 | 116.5 kN | 12 | 10 mm | 2 | 599 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 85 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 549 of 660





1 50. 2- 20 MM 0. 2000. YES YES
2 547. 3- 12 MM 657. 2000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.65
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 42.92
Member Span = 1999 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 3.64
******* Deflection Check Satisfactory. *******



B E A M N O. 85 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 999 mm | 74.3 kN | 12 | 10 mm | 4 | 333 mm |
| 999 END 2 | 95.9 kN | 12 | 10 mm | 4 | 333 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 86 D E S I G N R E S U L T S - FLEXURE
LEN - 3600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 57. 3543. NO NO
2 547. 3- 12 MM 0. 1743. YES NO
3 547. 3- 12 MM 2157. 3600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.83
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 47.51
Member Span = 3600 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.50
******* Deflection Check Satisfactory. *******



B E A M N O. 86 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 1500 | 74.1 5 | 12 12| 10mm | 1 12 15 | 771 120 100 |
| 2100 END 2 | 77.7 5 | 12 12| 10mm | 1 12 15 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 797 mm2 EVENLY DISTRIBUTED|

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 550 of 660


| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 87 D E S I G N R E S U L T S - FLEXURE
LEN - 1300. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1168.

YES

NO
2 543. 2- 20 MM 0. 1300. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.37
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 35.65
Member Span = 1300 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 2.35
******* Deflection Check Satisfactory. *******



B E A M N O. 87 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 650 mm | 71.8 kN | 12 | 10 mm | 3 | 325 mm |
| 650 867 mm | 104.6 kN | 12 | 10 mm | 2 | 108 mm |
| 867 END 2 | 122.1 kN | 12 | 10 mm | 2 | 433 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 88 D E S I G N R E S U L T S - FLEXURE
LEN - 2240. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2240.

YES

YES
2 547. 3- 12 MM 0. 1029. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 2240 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 4.04
******* Deflection Check Satisfactory. *******

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 551 of 660



B E A M N O. 88 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 933 | 71.4 5 | 12 12| 10mm | 1 7 8 | 771 120 104 |
| 1680 END 2 | 34.4 5 | 12 12| 10mm | 0 4 6 | 771 120 93 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 89 D E S I G N R E S U L T S - FLEXURE
LEN - 1300. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

547.

3- 12 MM

0.

1300.

YES YES

B E A M N O. 89 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 650 | 41.3 20 | 20 20| 10mm | 0 5 6 | 771 120 93 |
| 650 END 2 | 17.7 20 | 20 12| 10mm | 0 5 6 | 771 120 93 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 788 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 90 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1400.

YES

YES
2 547. 3- 12 MM 0. 1400. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.80
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 46.89
Member Span = 1399 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 2.53

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 552 of 660


******* Deflection Check Satisfactory. *******



B E A M N O. 90 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 699 mm | 77.1 kN | 12 | 10 mm | 3 | 349 mm |
| 699 END 2 | 49.1 kN | 12 | 10 mm | 3 | 349 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 91 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

545.

2- 16 MM

0.

2000.

YES YES

B E A M N O. 91 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 666 | 26.0 7 | 12 12| 10mm | 0 5 7 | 771 120 95 |
| 666 END 2 | 47.6 7 | 12 12| 10mm | 1 11 13 | 771 120 102 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 798 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 92 D E S I G N R E S U L T S - FLEXURE
LEN - 1000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1000.

YES

YES
2 543. 2- 20 MM 0. 1000. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.45
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 37.65
Member Span = 999 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 1.81
******* Deflection Check Satisfactory. *******

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 553 of 660






B E A M N O. 92 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 499 | 98.4 11 | 12 12| 10mm | 0 4 4 | 771 120 100 |
| 499 END 2 | 132.1 11 | 12 12| 10mm | 0 4 6 | 506 120 83 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 661 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 93 D E S I G N R E S U L T S - FLEXURE
LEN - 3300. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3300.

YES

YES
2 547. 3- 12 MM 0. 1118. YES NO
3 547. 3- 12 MM 1907. 3300. NO YES

B E A M N O. 93 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1099 mm | 63.9 kN | 12 | 10 mm | 4 | 366 mm |
| 1924 END 2 | 76.8 kN | 12 | 10 mm | 5 | 343 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 94 D E S I G N R E S U L T S - FLEXURE
LEN - 1500. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1500.

YES

YES
2 547. 3- 12 MM 407. 1500. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 1500 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 2.71

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 554 of 660


******* Deflection Check Satisfactory. *******



B E A M N O. 94 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 500 | 16.3 9 | 17 12| 10mm | 0 4 5 | 771 120 100 |
| 500 END 2 | 60.5 9 | 17 12| 10mm | 1 8 10 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 95 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

52.

2- 25 MM

0.

1400.

YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.27
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 33.12
Member Span = 1400 mm. Effective Depth = 547 mm.
Actual Span/Effective Depth Ratio = 2.56
******* Deflection Check Satisfactory. *******



B E A M N O. 95 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 700 | 115.3 16 | 12 12| 10mm | 0 5 7 | 771 120 100 |
| 700 END 2 | 46.7 16 | 12 12| 10mm | 0 5 7 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 585 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 96 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 555 of 660




mm mm mm STA END


1 50. 2- 20 MM 0. 1400. YES YES

Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.67
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 43.40
Member Span = 1400 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 2.55
******* Deflection Check Satisfactory. *******



B E A M N O. 96 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 583 mm | 17.8 kN | 16 | 10 mm | 3 | 291 mm |
| 700 END 2 | 60.8 kN | 12 | 10 mm | 3 | 350 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 97 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

541.

2- 25 MM

0.

1400.

YES YES

B E A M N O. 97 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 699 | 87.5 12 | 12 12| 10mm | 0 5 6 | 771 120 100 |
| 700 1050 | 118.6 12 | 12 12| 10mm | 2 3 4 | 174 120 71 |
| 1050 END 2 | 129.0 12 | 12 12| 10mm | 1 3 6 | 349 120 89 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 637 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 98 D E S I G N R E S U L T S - FLEXURE
LEN - 3300. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 556 of 660






1 46. 3- 12 MM 0. 3300. YES YES
2 547. 3- 12 MM 0. 843. YES NO
3 547. 3- 12 MM 2182. 3300. NO YES

B E A M N O. 98 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 1099 | 64.1 4 | 12 12| 10mm | 1 9 10 | 771 120 100 |
| 1924 END 2 | 71.0 4 | 12 12| 10mm | 1 11 14 | 771 120 98 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 99 D E S I G N R E S U L T S - FLEXURE
LEN - 5600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 50. 2- 20 MM 557. 5509. NO NO
2 541. 2- 25 MM 0. 1776. YES NO
3 547. 3- 12 MM 4291. 5600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.85
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 48.03
Member Span = 5600 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 10.18
******* Deflection Check Satisfactory. *******



B E A M N O. 99 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2799 mm | 126.8 kN | 12 | 10 mm | 8 | 399 mm |
| 3266 END 2 | 101.3 kN | 12 | 10 mm | 7 | 388 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 100 D E S I G N R E S U L T S - FLEXURE
LEN - 2300. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 557 of 660




LEVEL HEIGHT
mm
BAR INFO FROM
mm
TO
mm
ANCHOR
STA END


1

46.

3- 12 MM

0.

2300.

YES

YES

2 545. 2- 16 MM 0. 1609. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.53
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 39.70
Member Span = 2300 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 4.15
******* Deflection Check Satisfactory. *******



B E A M N O. 100 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 1724 | 94.1 13 | 12 16| 10mm | 2 14 17 | 771 120 101 |
| 1724 END 2 | 15.7 13 | 12 12| 10mm | 0 4 5 | 771 120 96 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 810 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 101 D E S I G N R E S U L T S - FLEXURE
LEN - 5400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 507. 5343. NO NO
2 543. 2- 20 MM 0. 1743. YES NO
3 545. 2- 16 MM 3657. 5400. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.47
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 38.26
Member Span = 5400 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 9.75
******* Deflection Check Satisfactory. *******



B E A M N O. 101 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 558 of 660


|----------------|------------|------|-------|-----|-------------|
| END 1 2250 mm | 103.9 kN | 12 | 10 mm | 7 | 374 mm |
| 3149 END 2 | 95.4 kN | 12 | 10 mm | 7 | 374 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 102 D E S I G N R E S U L T S - FLEXURE
LEN - 5400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 50. 2- 20 MM 507. 5343. NO NO
2 541. 2- 25 MM 0. 1743. YES NO
3 547. 3- 12 MM 4107. 5400. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.90
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 49.45
Member Span = 5400 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 9.82
******* Deflection Check Satisfactory. *******



B E A M N O. 102 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2699 mm | 123.2 kN | 12 | 10 mm | 8 | 385 mm |
| 3149 END 2 | 91.2 kN | 12 | 10 mm | 7 | 374 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 103 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 157. 2000. NO YES
2 543. 2- 20 MM 0. 2000. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.32
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 34.36
Member Span = 1999 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 3.61
******* Deflection Check Satisfactory. *******

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 559 of 660






B E A M N O. 103 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 500 | 124.7 16 | 12 12| 10mm | 1 5 7 | 499 120 96 |
| 500 1000 | 107.5 16 | 12 12| 10mm | 2 5 6 | 249 120 81 |
| 999 END 2 | 28.1 16 | 12 12| 10mm | 1 8 10 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 789 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 104 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

52.

2- 25 MM

0.

1843.

YES

NO
2 541. 2- 25 MM 324. 2000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.14
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 29.55
Member Span = 1999 mm. Effective Depth = 547 mm.
Actual Span/Effective Depth Ratio = 3.65
******* Deflection Check Satisfactory. *******



B E A M N O. 104 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 999 | 120.5 15 | 12 12| 10mm | 1 8 9 | 752 120 100 |
| 999 END 2 | 215.6 15 | 12 12| 10mm | 4 8 12 | 242 120 77 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 653 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 105 D E S I G N R E S U L T S - FLEXURE
LEN - 3200. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 560 of 660




LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END

1

52.

2- 25 MM

224.

3200.

NO

YES
2 541. 2- 25 MM 0. 1643. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.30
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 33.78
Member Span = 3200 mm. Effective Depth = 547 mm.
Actual Span/Effective Depth Ratio = 5.84
******* Deflection Check Satisfactory. *******



B E A M N O. 105 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 800 mm | 136.6 kN | 12 | 10 mm | 2 | 799 mm |
| 800 1600 mm | 116.2 kN | 12 | 10 mm | 2 | 399 mm |
| 1599 END 2 | 37.5 kN | 12 | 10 mm | 5 | 399 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 106 D E S I G N R E S U L T S - FLEXURE
LEN - 3240. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3240.

YES

YES
2 547. 3- 12 MM 0. 843. YES NO
3 547. 3- 12 MM 1857. 3240. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3239 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 5.85
******* Deflection Check Satisfactory. *******



B E A M N O. 106 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 561 of 660



| END 1 809 mm | 43.8 kN | 12 | 10 mm | 4 | 269 mm |
| 1889 END 2 | 57.1 kN | 12 | 10 mm | 5 | 337 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 107 D E S I G N R E S U L T S - FLEXURE
LEN - 2260. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

547.

3- 12 MM

0.

2260.

YES YES

B E A M N O. 107 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 565 mm | 25.7 kN | 14 | 10 mm | 3 | 282 mm |
| 1695 END 2 | 25.6 kN | 13 | 10 mm | 3 | 282 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 108 D E S I G N R E S U L T S - FLEXURE
LEN - 3700. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR





Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.30
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 33.76
Member Span = 3700 mm. Effective Depth = 551 mm.
Actual Span/Effective Depth Ratio = 6.70
******* Deflection Check Satisfactory. *******



B E A M N O. 108 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 617 mm | 133.8 kN | 12 | 10 mm | 2 | 616 mm |
| 617 2159 mm | 109.0 kN | 12 | 10 mm | 2 | 770 mm |
| 2775 END 2 | 78.4 kN | 12 | 10 mm | 4 | 308 mm |
mm mm mm STA END

1

48.

2- 16 MM

82.

3700.

NO

YES
2 543. 2- 20 MM 0. 1768. YES NO

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 562 of 660


|---------------------------------------------------------------- |


====================================================================
B E A M N O. 109 D E S I G N R E S U L T S - FLEXURE
LEN - 3600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 357. 3600. NO YES
2 547. 3- 12 MM 0. 2043. YES NO
3 547. 3- 12 MM 2457. 3600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3600 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.50
******* Deflection Check Satisfactory. *******



B E A M N O. 109 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1500 mm | 73.6 kN | 12 | 10 mm | 5 | 375 mm |
| 2700 END 2 | 42.9 kN | 12 | 10 mm | 4 | 300 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 110 D E S I G N R E S U L T S - FLEXURE
LEN - 2260. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

543.

2- 20 MM

0.

2260.

YES YES

B E A M N O. 110 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1506 mm | 81.4 kN | 12 | 10 mm | 5 | 376 mm |
| 1695 END 2 | 6.6 kN | 12 | 10 mm | 3 | 282 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 563 of 660



====================================================================
B E A M N O. 111 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 50. 2- 20 MM 157. 2000. NO YES
2 541. 2- 25 MM 0. 1843. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.38
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 35.97
Member Span = 1999 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 3.64
******* Deflection Check Satisfactory. *******



B E A M N O. 111 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 834 mm | 154.1 kN | 12 | 10 mm | 2 | 833 mm |
| 834 1001 mm | 117.8 kN | 12 | 10 mm | 2 | 83 mm |
| 999 END 2 | 58.4 kN | 12 | 10 mm | 4 | 333 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 112 D E S I G N R E S U L T S - FLEXURE
LEN - 5400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 50. 2- 20 MM 507. 5400. NO YES
2 541. 2- 25 MM 0. 1743. YES NO
3 547. 3- 12 MM 4107. 5400. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.95
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 50.59
Member Span = 5400 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 9.82
******* Deflection Check Satisfactory. *******



B E A M N O. 112 D E S I G N R E S U L T S - SHEAR

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 564 of 660



PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 900 mm | 126.9 kN | 12 | 10 mm | 2 | 899 mm |
| 900 2700 mm | 110.1 kN | 12 | 10 mm | 3 | 599 mm |
| 3149 END 2 | 92.2 kN | 12 | 10 mm | 7 | 374 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 113 D E S I G N R E S U L T S - FLEXURE
LEN - 3600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR






Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3600 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.50
******* Deflection Check Satisfactory. *******



B E A M N O. 113 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1800 mm | 76.3 kN | 12 | 10 mm | 6 | 360 mm |
| 3000 END 2 | 26.7 kN | 12 | 10 mm | 3 | 300 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 114 D E S I G N R E S U L T S - FLEXURE
LEN - 5400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR






Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
mm mm mm STA END

1

46.

3- 12 MM

957.

3600.

NO

YES
2 543. 2- 20 MM 0. 2343. YES NO
3 547. 3- 12 MM 2157. 3600. NO YES

mm mm mm STA END

1

46.

3- 12 MM

507.

5343.

NO

NO
2 543. 2- 20 MM 0. 1743. YES NO
3 545. 2- 16 MM 3657. 5400. NO YES

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 565 of 660


Modification Factor For Tension Reinforcement = 1.50
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 39.01
Member Span = 5400 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 9.75
******* Deflection Check Satisfactory. *******



B E A M N O. 114 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2250 mm | 102.6 kN | 12 | 10 mm | 7 | 374 mm |
| 3149 END 2 | 94.3 kN | 12 | 10 mm | 7 | 374 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 115 D E S I G N R E S U L T S - FLEXURE
LEN - 2260. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

541.

2- 25 MM

0.

2260.

YES YES

B E A M N O. 115 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 1130 | 109.7 6 | 12 12| 10mm | 1 9 10 | 771 120 103 |
| 1130 END 2 | 25.2 6 | 12 12| 10mm | 1 9 10 | 771 120 103 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 641 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 116 D E S I G N R E S U L T S - FLEXURE
LEN - 2260. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

547.

3- 12 MM

0.

2260.

YES YES

B E A M N O. 116 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 566 of 660


| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 941 mm | 49.9 kN | 12 | 10 mm | 4 | 313 mm |
| 1695 END 2 | 14.0 kN | 13 | 10 mm | 3 | 282 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 117 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

547.

3- 12 MM

0.

2000.

YES YES

B E A M N O. 117 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 666 | 38.1 11 | 16 15| 10mm | 0 5 7 | 771 120 95 |
| 1333 END 2 | 44.6 11 | 16 12| 10mm | 0 5 7 | 771 120 95 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|-------------------------------------------- --------------------------- |


====================================================================
B E A M N O. 118 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2000.

YES

YES
2 547. 3- 12 MM 491. 2000. NO YES

B E A M N O. 118 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 END 2 | 0.0 9 | 0 12| 10mm | 0 17 17 | 0 120 120 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 567 of 660


====================================================================
B E A M N O. 119 D E S I G N R E S U L T S - FLEXURE
LEN - 3600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 357. 3600. NO YES
2 545. 2- 16 MM 0. 2043. YES NO
3 547. 3- 12 MM 2757. 3600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3600 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.50
******* Deflection Check Satisfactory. *******



B E A M N O. 119 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1800 mm | 75.7 kN | 12 | 10 mm | 6 | 360 mm |
| 3000 END 2 | 40.8 kN | 12 | 10 mm | 3 | 300 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 120 D E S I G N R E S U L T S - FLEXURE
LEN - 3740. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 716. 3024. NO NO
2 543. 2- 20 MM 0. 2401. YES NO
3 547. 3- 12 MM 1651. 3740. NO YES

B E A M N O. 120 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1558 mm | 88.0 kN | 12 | 10 mm | 5 | 389 mm |
| 2493 END 2 | 70.0 kN | 12 | 10 mm | 5 | 311 mm |
|---------------------------------------------------------------- |


====================================================================

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 568 of 660


B E A M N O. 121 D E S I G N R E S U L T S - FLEXURE
LEN - 3260. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 516. 3260. NO YES
2 545. 2- 16 MM 0. 1929. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.52
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 39.64
Member Span = 3259 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 5.88
******* Deflection Check Satisfactory. *******



B E A M N O. 121 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1629 mm | 91.0 kN | 12 | 10 mm | 6 | 325 mm |
| 2444 END 2 | 42.0 kN | 12 | 10 mm | 4 | 271 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 123 D E S I G N R E S U L T S - FLEXURE
LEN - 5000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

4593.

YES

NO
2 547. 3- 12 MM 0. 1259. YES NO
3 545. 2- 16 MM 3324. 5000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.59
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 41.25
Member Span = 5000 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 9.03
******* Deflection Check Satisfactory. *******



B E A M N O. 123 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 569 of 660


|----------------|------------|------|-------|-----|-------------|
| END 1 1666 mm | 61.3 kN | 12 | 10 mm | 6 | 333 mm |
| 2916 END 2 | 73.6 kN | 12 | 10 mm | 7 | 347 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 124 D E S I G N R E S U L T S - FLEXURE
LEN - 5000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

50.

2- 20 MM

0.

4593.

YES

NO
2 547. 3- 12 MM 0. 843. YES NO
3 541. 2- 25 MM 3324. 5000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.32
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 34.38
Member Span = 5000 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 9.09
******* Deflection Check Satisfactory. *******



B E A M N O. 124 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2083 mm | 82.7 kN | 12 | 10 mm | 7 | 347 mm |
| 2500 4167 mm | 112.7 kN | 12 | 10 mm | 3 | 555 mm |
| 4167 END 2 | 126.9 kN | 12 | 10 mm | 2 | 833 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 125 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

547.

3- 12 MM

0.

2000.

YES YES

B E A M N O. 125 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 666 | 14.4 8 | 13 17| 10mm | 0 5 7 | 771 120 95 |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 570 of 660


| 1333 END 2 | 32.4 8 | 13 17| 10mm | 0 5 7 | 771 120 95 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 127 D E S I G N R E S U L T S - FLEXURE
LEN - 4300. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR





Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20
Modification Factor For Tension Reinforcement = 1.43
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 28.67
Member Span = 4300 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 7.82
******* Deflection Check Satisfactory. *******



B E A M N O. 127 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 717 mm | 118.3 kN | 12 | 10 mm | 2 | 716 mm |
| 717 2509 mm | 99.0 kN | 12 | 10 mm | 3 | 597 mm |
| 3583 END 2 | 52.3 kN | 12 | 10 mm | 3 | 358 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 128 D E S I G N R E S U L T S - FLEXURE
LEN - 5700. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR






Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20
Modification Factor For Tension Reinforcement = 1.68
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 33.51
Member Span = 5700 mm. Effective Depth = 550 mm.
mm mm mm STA END

1

50.

2- 20 MM

232.

4300.

NO

YES
2 543. 2- 20 MM 0. 1918. YES NO

mm mm mm STA END

1

50.

2- 20 MM

107.

5593.

NO

NO
2 543. 2- 20 MM 0. 1318. YES NO
3 545. 2- 16 MM 4382. 5700. NO YES

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 571 of 660


Actual Span/Effective Depth Ratio = 10.36
******* Deflection Check Satisfactory. *******



B E A M N O. 128 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2375 mm | 111.1 kN | 12 | 10 mm | 7 | 395 mm |
| 3324 END 2 | 107.1 kN | 12 | 10 mm | 7 | 395 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 129 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

547.

3- 12 MM

0.

2000.

YES YES

B E A M N O. 129 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 666 | 24.4 11 | 12 12| 10mm | 0 5 7 | 771 120 95 |
| 1333 END 2 | 28.1 11 | 12 12| 10mm | 0 5 7 | 771 120 95 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|-------------------------------------------- --------------------------- |


====================================================================
B E A M N O. 130 D E S I G N R E S U L T S - FLEXURE
LEN - 5000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

50.

2- 20 MM

0.

4593.

YES

NO
2 547. 3- 12 MM 0. 843. YES NO
3 541. 2- 25 MM 3324. 5000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.32
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 34.41
Member Span = 5000 mm. Effective Depth = 550 mm.

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 572 of 660


Actual Span/Effective Depth Ratio = 9.09
******* Deflection Check Satisfactory. *******



B E A M N O. 130 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2083 mm | 80.9 kN | 12 | 10 mm | 7 | 347 mm |
| 2500 4167 mm | 110.3 kN | 12 | 10 mm | 3 | 555 mm |
| 4167 END 2 | 126.8 kN | 12 | 10 mm | 2 | 833 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 131 D E S I G N R E S U L T S - FLEXURE
LEN - 5000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

4593.

YES

NO
2 547. 3- 12 MM 0. 1259. YES NO
3 545. 2- 16 MM 3324. 5000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.58
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 41.01
Member Span = 5000 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 9.03
******* Deflection Check Satisfactory. *******



B E A M N O. 131 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1666 mm | 59.5 kN | 12 | 10 mm | 6 | 333 mm |
| 2916 END 2 | 73.4 kN | 12 | 10 mm | 7 | 347 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 132 D E S I G N R E S U L T S - FLEXURE
LEN - 3800. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3376.

YES NO

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 573 of 660




2 547. 3- 12 MM 0. 843. YES NO

3 547. 3- 12 MM 1691. 3800. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.68
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 43.78
Member Span = 3799 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.86
******* Deflection Check Satisfactory. *******



B E A M N O. 132 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 633 mm | 30.2 kN | 12 | 10 mm | 3 | 316 mm |
| 2216 END 2 | 59.3 kN | 12 | 10 mm | 5 | 395 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 133 D E S I G N R E S U L T S - FLEXURE
LEN - 2900. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2900.

YES

YES
2 547. 3- 12 MM 0. 843. YES NO
3 547. 3- 12 MM 2057. 2900. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 2900 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 5.23
******* Deflection Check Satisfactory. *******



B E A M N O. 133 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1208 mm | 93.7 kN | 14 | 10 mm | 4 | 402 mm |
| 1691 END 2 | 85.0 kN | 13 | 10 mm | 4 | 402 mm |
|---------------------------------------------------------------- |


====================================================================

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 574 of 660


B E A M N O. 134 D E S I G N R E S U L T S - FLEXURE

LEN - 3800. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3059.

YES

NO
2 547. 3- 12 MM 0. 1159. YES NO
3 543. 2- 20 MM 1374. 3800. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.35
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 35.13
Member Span = 3799 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.86
******* Deflection Check Satisfactory. *******



B E A M N O. 134 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 633 mm | 36.1 kN | 12 | 10 mm | 3 | 316 mm |
| 1899 END 2 | 87.2 kN | 12 | 10 mm | 6 | 379 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 135 D E S I G N R E S U L T S - FLEXURE
LEN - 3800. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3059.

YES

NO
2 547. 3- 12 MM 0. 843. YES NO
3 547. 3- 12 MM 1691. 3800. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.62
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 42.17
Member Span = 3799 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.86
******* Deflection Check Satisfactory. *******



B E A M N O. 135 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 575 of 660


| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 633 | 28.8 5 | 12 12| 10mm | 0 5 7 | 771 120 90 |
| 2216 END 2 | 60.8 5 | 12 12| 10mm | 2 13 15 | 771 120 99 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 139 D E S I G N R E S U L T S - FLEXURE
LEN - 5600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

50.

2- 20 MM

0.

5043.

YES

NO
2 547. 3- 12 MM 0. 1309. YES NO
3 543. 2- 20 MM 3824. 5600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.57
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 40.87
Member Span = 5599 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 10.18
******* Deflection Check Satisfactory. *******



B E A M N O. 139 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2333 mm | 79.4 kN | 12 | 10 mm | 7 | 388 mm |
| 2799 END 2 | 98.8 kN | 12 | 10 mm | 8 | 399 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 140 D E S I G N R E S U L T S - FLEXURE
LEN - 5600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

52.

2- 25 MM

0.

5509.

YES

NO
2 547. 3- 12 MM 0. 1309. YES NO
3 541. 2- 25 MM 3824. 5600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 576 of 660


Modification Factor For Tension Reinforcement = 1.26
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 32.71
Member Span = 5599 mm. Effective Depth = 547 mm.
Actual Span/Effective Depth Ratio = 10.23
******* Deflection Check Satisfactory. *******



B E A M N O. 140 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 934 mm | 124.2 kN | 12 | 10 mm | 2 | 933 mm |
| 934 2801 mm | 105.0 kN | 12 | 10 mm | 3 | 622 mm |
| 2800 4200 mm | 118.1 kN | 12 | 10 mm | 2 | 699 mm |
| 4200 END 2 | 151.2 kN | 12 | 10 mm | 4 | 466 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 141 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2000.

YES

YES
2 545. 2- 16 MM 157. 2000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.56
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 40.56
Member Span = 1999 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 3.61
******* Deflection Check Satisfactory. *******



B E A M N O. 141 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 999 | 28.2 6 | 12 12| 10mm | 1 8 9 | 771 120 100 |
| 999 END 2 | 92.9 6 | 12 12| 10mm | 1 8 10 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 142 D E S I G N R E S U L T S - FLEXURE

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 577 of 660



LEN - 6140. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

50.

2- 20 MM

0.

5448.

YES

NO
2 547. 3- 12 MM 0. 843. YES NO
3 541. 2- 25 MM 4274. 6140. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.27
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 32.93
Member Span = 6140 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 11.16
******* Deflection Check Satisfactory. *******



B E A M N O. 142 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2558 mm | 91.8 kN | 12 | 10 mm | 8 | 365 mm |
| 3070 END 2 | 121.0 kN | 12 | 10 mm | 9 | 383 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 146 D E S I G N R E S U L T S - FLEXURE
LEN - 1300. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1059.

YES

NO
2 543. 2- 20 MM 0. 1300. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.51
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 39.32
Member Span = 1300 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 2.35
******* Deflection Check Satisfactory. *******



B E A M N O. 146 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 578 of 660


|-------------|-------------|------|------|------------|----------------|
| END 1 650 | 58.2 15 | 12 12| 10mm | 0 5 6 | 771 120 93 |
| 650 END 2 | 89.8 15 | 12 12| 10mm | 0 5 6 | 771 120 93 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 612 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 147 D E S I G N R E S U L T S - FLEXURE
LEN - 2240. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2240.

YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 2240 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 4.04
******* Deflection Check Satisfactory. *******



B E A M N O. 147 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 560 mm | 42.1 kN | 12 | 10 mm | 3 | 280 mm |
| 1680 END 2 | 33.5 kN | 12 | 10 mm | 3 | 280 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 148 D E S I G N R E S U L T S - FLEXURE
LEN - 1300. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

545.

2- 16 MM

0.

1300.

YES YES

B E A M N O. 148 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 650 | 61.0 29 | 12 12| 10mm | 0 6 8 | 771 94 81 |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 579 of 660




| 650 END 2 | 28.5 29 | 12 12| 10mm | 0 6 8 | 771 94 81 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL:1014 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 149 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1400.

YES

YES
2 547. 3- 12 MM 0. 1400. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.86
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 48.39
Member Span = 1399 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 2.53
******* Deflection Check Satisfactory. *******



B E A M N O. 149 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 699 mm | 71.3 kN | 12 | 10 mm | 3 | 349 mm |
| 699 END 2 | 43.3 kN | 12 | 10 mm | 3 | 349 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 151 D E S I G N R E S U L T S - FLEXURE
LEN - 1000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1000.

YES

YES
2 545. 2- 16 MM 0. 1000. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.57
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 40.79
Member Span = 999 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 1.81
******* Deflection Check Satisfactory. *******

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 580 of 660







B E A M N O. 151 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 499 | 78.5 11 | 12 12| 10mm | 0 4 4 | 771 120 100 |
| 499 END 2 | 97.5 11 | 12 12| 10mm | 0 4 5 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 801 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 152 D E S I G N R E S U L T S - FLEXURE
LEN - 3300. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3300.

YES

YES
2 547. 3- 12 MM 0. 1118. YES NO
3 547. 3- 12 MM 1907. 3300. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 40.00
Member Span = 3299 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 5.96
******* Deflection Check Satisfactory. *******



B E A M N O. 152 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1099 mm | 45.1 kN | 12 | 10 mm | 4 | 366 mm |
| 1924 END 2 | 49.6 kN | 12 | 10 mm | 5 | 343 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 153 D E S I G N R E S U L T S - FLEXURE
LEN - 1500. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 581 of 660




1 46. 3- 12 MM 0. 1500. YES YES

2 547. 3- 12 MM 657. 1500. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 1500 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 2.71
******* Deflection Check Satisfactory. *******



B E A M N O. 153 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 625 | 6.0 7 | 14 12| 10mm | 0 5 7 | 771 120 89 |
| 875 END 2 | 46.3 7 | 17 12| 10mm | 0 5 7 | 771 120 89 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 154 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

50.

2- 20 MM

0.

1400.

YES YES

B E A M N O. 154 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 700 | 86.1 26 | 12 12| 10mm | 0 6 8 | 771 106 87 |
| 700 END 2 | 27.1 26 | 12 12| 10mm | 0 6 8 | 771 106 87 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 830 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 155 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 582 of 660




mm mm mm STA END


1 46. 3- 12 MM 0. 1400. YES YES

Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.49
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 38.63
Member Span = 1400 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 2.53
******* Deflection Check Satisfactory. *******



B E A M N O. 155 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 583 mm | 15.1 kN | 12 | 10 mm | 3 | 291 mm |
| 816 END 2 | 43.9 kN | 12 | 10 mm | 3 | 291 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 156 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

1076.

YES

NO
2 543. 2- 20 MM 0. 1400. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.42
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 36.79
Member Span = 1399 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 2.53
******* Deflection Check Satisfactory. *******



B E A M N O. 156 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 699 | 72.1 9 | 12 12| 10mm | 0 5 6 | 771 120 100 |
| 699 END 2 | 92.4 9 | 12 12| 10mm | 0 5 7 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 691 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 583 of 660


|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 157 D E S I G N R E S U L T S - FLEXURE
LEN - 3300. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3300.

YES

YES
2 547. 3- 12 MM 0. 843. YES NO
3 547. 3- 12 MM 2182. 3300. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 40.00
Member Span = 3299 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 5.96
******* Deflection Check Satisfactory. *******



B E A M N O. 157 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 824 | 42.6 4 | 12 12| 10mm | 1 6 8 | 771 120 103 |
| 2199 END 2 | 45.9 4 | 12 12| 10mm | 1 9 11 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 158 D E S I G N R E S U L T S - FLEXURE
LEN - 5600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 50. 2- 20 MM 557. 5509. NO NO
2 543. 2- 20 MM 0. 1776. YES NO
3 547. 3- 12 MM 4291. 5600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 5600 mm. Effective Depth = 550 mm.

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 584 of 660


Actual Span/Effective Depth Ratio = 10.18
******* Deflection Check Satisfactory. *******



B E A M N O. 158 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2799 mm | 98.2 kN | 12 | 10 mm | 8 | 399 mm |
| 3266 END 2 | 79.9 kN | 12 | 10 mm | 7 | 388 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 159 D E S I G N R E S U L T S - FLEXURE
LEN - 2300. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2300.

YES

YES
2 547. 3- 12 MM 0. 1418. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.61
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 41.81
Member Span = 2300 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 4.15
******* Deflection Check Satisfactory. *******



B E A M N O. 159 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 1916 | 90.9 13 | 12 16| 10mm | 2 15 18 | 771 120 101 |
| 1916 END 2 | 7.8 13 | 12 12| 10mm | 0 3 3 | 771 120 96 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 813 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 160 D E S I G N R E S U L T S - FLEXURE
LEN - 5400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 585 of 660



1 46. 3- 12 MM 507. 5343. NO NO
2 545. 2- 16 MM 0. 1743. YES NO
3 547. 3- 12 MM 4107. 5400. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.83
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 47.71
Member Span = 5400 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 9.75
******* Deflection Check Satisfactory. *******



B E A M N O. 160 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2250 mm | 81.2 kN | 12 | 10 mm | 7 | 374 mm |
| 3599 END 2 | 68.8 kN | 12 | 10 mm | 6 | 359 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 161 D E S I G N R E S U L T S - FLEXURE
LEN - 5400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR






Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.84
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 47.82
Member Span = 5400 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 9.82
******* Deflection Check Satisfactory. *******



B E A M N O. 161 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1350 mm | 140.2 kN | 12 | 10 mm | 3 | 674 mm |
| 1350 2700 mm | 104.8 kN | 12 | 10 mm | 2 | 674 mm |
| 3149 END 2 | 99.3 kN | 12 | 10 mm | 7 | 374 mm |
|---------------------------------------------------------------- |
mm mm mm STA END

1

50.

2- 20 MM

507.

5400.

NO

YES
2 541. 2- 25 MM 0. 1743. YES NO
3 547. 3- 12 MM 4557. 5400. NO YES

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 586 of 660



====================================================================
B E A M N O. 162 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 157. 2000. NO YES
2 547. 3- 12 MM 0. 1843. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.63
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 42.44
Member Span = 1999 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 3.61
******* Deflection Check Satisfactory. *******



B E A M N O. 162 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 1666 | 75.4 8 | 12 12| 10mm | 2 13 17 | 771 120 98 |
| 1666 END 2 | 14.4 8 | 12 12| 10mm | 0 2 4 | 771 120 83 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 826 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 163 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

50.

2- 20 MM

0.

2000.

YES

YES
2 543. 2- 20 MM 324. 2000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.43
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 37.13
Member Span = 1999 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 3.64
******* Deflection Check Satisfactory. *******

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 587 of 660



B E A M N O. 163 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 999 | 64.7 17 | 12 12| 10mm | 1 8 9 | 771 120 100 |
| 999 1166 | 108.9 17 | 12 12| 10mm | 2 2 3 | 83 120 49 |
| 1166 END 2 | 135.1 17 | 12 12| 10mm | 1 7 9 | 833 120 104 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 733 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 164 D E S I G N R E S U L T S - FLEXURE
LEN - 6140. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 50. 2- 20 MM 181. 5959. NO NO
2 547. 3- 12 MM 0. 1354. YES NO
3 543. 2- 20 MM 4786. 6140. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.53
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 39.86
Member Span = 6140 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 11.16
******* Deflection Check Satisfactory. *******



B E A M N O. 164 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2558 mm | 84.1 kN | 12 | 10 mm | 8 | 365 mm |
| 3581 END 2 | 97.3 kN | 12 | 10 mm | 8 | 365 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 165 D E S I G N R E S U L T S - FLEXURE
LEN - 3240. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

3240.

YES YES

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 588 of 660




2 547. 3- 12 MM 0. 843. YES NO

3 547. 3- 12 MM 2127. 3240. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3239 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 5.85
******* Deflection Check Satisfactory. *******



B E A M N O. 165 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 809 mm | 30.5 kN | 12 | 10 mm | 4 | 269 mm |
| 2429 END 2 | 39.1 kN | 12 | 10 mm | 4 | 269 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 166 D E S I G N R E S U L T S - FLEXURE
LEN - 2260. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

547.

3- 12 MM

0.

2260.

YES YES

B E A M N O. 166 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 565 mm | 10.2 kN | 14 | 10 mm | 3 | 282 mm |
| 1695 END 2 | 14.2 kN | 12 | 10 mm | 3 | 282 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 167 D E S I G N R E S U L T S - FLEXURE
LEN - 3700. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 82. 3700. NO YES
2 545. 2- 16 MM 0. 1768. YES NO

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 589 of 660


Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.48
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 38.57
Member Span = 3700 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.68
******* Deflection Check Satisfactory. *******



B E A M N O. 167 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2158 mm | 98.9 kN | 12 | 10 mm | 7 | 359 mm |
| 2775 END 2 | 66.3 kN | 12 | 10 mm | 4 | 308 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 168 D E S I G N R E S U L T S - FLEXURE
LEN - 3600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 657. 3600. NO YES
2 547. 3- 12 MM 0. 2043. YES NO
3 547. 3- 12 MM 2757. 3600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3600 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.50
******* Deflection Check Satisfactory. *******



B E A M N O. 168 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1500 mm | 56.6 kN | 12 | 10 mm | 5 | 375 mm |
| 3000 END 2 | 25.5 kN | 12 | 10 mm | 3 | 300 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 169 D E S I G N R E S U L T S - FLEXURE

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 590 of 660



LEN - 2260. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

545.

2- 16 MM

0.

2260.

YES YES

B E A M N O. 169 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 941 mm | 49.3 kN | 12 | 10 mm | 4 | 313 mm |
| 1695 END 2 | 8.1 kN | 12 | 10 mm | 3 | 282 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 170 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 157. 2000. NO YES
2 543. 2- 20 MM 0. 1676. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.34
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 34.83
Member Span = 1999 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 3.61
******* Deflection Check Satisfactory. *******



B E A M N O. 170 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 999 | 112.1 11 | 12 12| 10mm | 1 8 9 | 721 120 100 |
| 999 END 2 | 43.5 11 | 12 12| 10mm | 1 8 10 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 827 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 591 of 660


B E A M N O. 171 D E S I G N R E S U L T S - FLEXURE
LEN - 5400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END

1

50.

2- 20 MM

507.

5400.

NO

YES
2 541. 2- 25 MM 0. 1743. YES NO
3 547. 3- 12 MM 4557. 5400. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.90
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 49.52
Member Span = 5400 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 9.82
******* Deflection Check Satisfactory. *******



B E A M N O. 171 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1350 mm | 139.9 kN | 12 | 10 mm | 3 | 674 mm |
| 1350 2700 mm | 106.1 kN | 12 | 10 mm | 2 | 674 mm |
| 3149 END 2 | 97.1 kN | 12 | 10 mm | 7 | 374 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 172 D E S I G N R E S U L T S - FLEXURE
LEN - 3600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR






Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3600 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.50
******* Deflection Check Satisfactory. *******



B E A M N O. 172 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
mm mm mm STA END

1

46.

3- 12 MM

957.

3600.

NO

YES
2 543. 2- 20 MM 0. 2343. YES NO
3 547. 3- 12 MM 2457. 3600. NO YES

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 592 of 660


|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2100 mm | 85.1 kN | 12 | 10 mm | 7 | 350 mm |
| 3000 END 2 | 26.3 kN | 12 | 10 mm | 3 | 300 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


=========================================================== =========
B E A M N O. 173 D E S I G N R E S U L T S - FLEXURE
LEN - 5400. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 507. 5343. NO NO
2 545. 2- 16 MM 0. 1743. YES NO
3 547. 3- 12 MM 4107. 5400. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.85
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 48.05
Member Span = 5400 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 9.75
******* Deflection Check Satisfactory. *******



B E A M N O. 173 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2250 mm | 80.0 kN | 12 | 10 mm | 7 | 374 mm |
| 3599 END 2 | 67.5 kN | 12 | 10 mm | 6 | 359 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 174 D E S I G N R E S U L T S - FLEXURE
LEN - 2260. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

543.

2- 20 MM

0.

2260.

YES YES

B E A M N O. 174 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 593 of 660




| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 1695 | 67.6 6 | 12 12| 10mm | 2 14 16 | 771 120 100 |
| 1695 END 2 | 15.8 6 | 12 12| 10mm | 0 4 6 | 771 120 94 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 722 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 175 D E S I G N R E S U L T S - FLEXURE
LEN - 2260. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

547.

3- 12 MM

0.

2260.

YES YES

B E A M N O. 175 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 565 | 34.1 4 | 12 13| 10mm | 0 4 6 | 771 120 94 |
| 1695 END 2 | 7.3 4 | 12 12| 10mm | 0 4 6 | 771 120 94 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 176 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

547.

3- 12 MM

0.

2000.

YES YES

B E A M N O. 176 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 END 2 | 0.0 12 | 0 12| 10mm | 0 17 17 | 0 120 120 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 594 of 660


====================================================================
B E A M N O. 178 D E S I G N R E S U L T S - FLEXURE
LEN - 3600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 657. 3600. NO YES
2 547. 3- 12 MM 0. 2043. YES NO
3 547. 3- 12 MM 2757. 3600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3600 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 6.50
******* Deflection Check Satisfactory. *******



B E A M N O. 178 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 1500 | 58.3 4 | 12 12| 10mm | 1 12 15 | 771 120 100 |
| 3000 END 2 | 23.9 4 | 12 12| 10mm | 0 5 6 | 771 120 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 814 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 179 D E S I G N R E S U L T S - FLEXURE
LEN - 3740. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 1027. 2713. NO NO
2 545. 2- 16 MM 0. 3740. YES YES

B E A M N O. 179 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1558 mm | 59.7 kN | 12 | 10 mm | 5 | 389 mm |
| 2805 END 2 | 46.0 kN | 12 | 10 mm | 4 | 311 mm |
|---------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 595 of 660



====================================================================
B E A M N O. 180 D E S I G N R E S U L T S - FLEXURE
LEN - 3260. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 516. 3260. NO YES
2 547. 3- 12 MM 0. 1929. YES NO
3 547. 3- 12 MM 2146. 3260. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 3259 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 5.88
******* Deflection Check Satisfactory. *******



B E A M N O. 180 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1358 mm | 58.5 kN | 12 | 10 mm | 5 | 339 mm |
| 2444 END 2 | 28.4 kN | 12 | 10 mm | 4 | 271 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 181 D E S I G N R E S U L T S - FLEXURE
LEN - 5600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 52. 2- 25 MM 91. 5509. NO NO
2 541. 2- 25 MM 0. 1776. YES NO
3 547. 3- 12 MM 4291. 5600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.66
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 43.28
Member Span = 5600 mm. Effective Depth = 547 mm.
Actual Span/Effective Depth Ratio = 10.23
******* Deflection Check Satisfactory. *******



B E A M N O. 181 D E S I G N R E S U L T S - SHEAR

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 596 of 660



PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1400 mm | 149.0 kN | 12 | 10 mm | 4 | 466 mm |
| 1400 2800 mm | 115.9 kN | 12 | 10 mm | 2 | 699 mm |
| 2800 4200 mm | 93.3 kN | 12 | 10 mm | 2 | 699 mm |
| 4200 END 2 | 126.4 kN | 12 | 10 mm | 4 | 466 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 182 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

547.

3- 12 MM

0.

2000.

YES YES

B E A M N O. 182 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 666 | 40.3 18 | 12 15| 10mm | 0 5 7 | 771 120 95 |
| 1333 END 2 | 10.7 18 | 12 12| 10mm | 0 5 7 | 771 120 95 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|-------------------------------------------- --------------------------- |


====================================================================
B E A M N O. 184 D E S I G N R E S U L T S - FLEXURE
LEN - 4000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

4000.

YES

YES
2 547. 3- 12 MM 0. 843. YES NO
3 547. 3- 12 MM 2824. 4000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 40.00
Member Span = 3999 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 7.22
******* Deflection Check Satisfactory. *******

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 597 of 660



B E A M N O. 184 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1666 mm | 60.9 kN | 12 | 10 mm | 6 | 333 mm |
| 2333 END 2 | 63.5 kN | 12 | 10 mm | 6 | 333 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 185 D E S I G N R E S U L T S - FLEXURE
LEN - 5600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 50. 2- 20 MM 557. 5509. NO NO
2 543. 2- 20 MM 0. 1776. YES NO
3 547. 3- 12 MM 4291. 5600. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 5600 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 10.18
******* Deflection Check Satisfactory. *******



B E A M N O. 185 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2799 mm | 100.8 kN | 12 | 10 mm | 8 | 399 mm |
| 3266 END 2 | 78.6 kN | 12 | 10 mm | 7 | 388 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 186 D E S I G N R E S U L T S - FLEXURE
LEN - 5600. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 50. 2- 20 MM 91. 5043. NO NO
2 547. 3- 12 MM 0. 1309. YES NO
3 543. 2- 20 MM 3824. 5600. NO YES
Deflection Check As Per Clause 3.4.6

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 598 of 660


Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.59
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 41.44
Member Span = 5599 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 10.18
******* Deflection Check Satisfactory. *******



B E A M N O. 186 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 2333 mm | 81.8 kN | 12 | 10 mm | 7 | 388 mm |
| 2799 END 2 | 97.7 kN | 12 | 10 mm | 8 | 399 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 187 D E S I G N R E S U L T S - FLEXURE
LEN - 4000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

4000.

YES

YES
2 547. 3- 12 MM 0. 1176. YES NO
3 547. 3- 12 MM 2824. 4000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 40.00
Member Span = 3999 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 7.22
******* Deflection Check Satisfactory. *******



B E A M N O. 187 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1333 mm | 52.5 kN | 12 | 10 mm | 5 | 333 mm |
| 2333 END 2 | 58.6 kN | 12 | 10 mm | 6 | 333 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 188 D E S I G N R E S U L T S - FLEXURE
LEN - 2940. mm FY - 414. FC - 35. SIZE - 200. X 600. mm
LEVEL HEIGHT BAR INFO FROM TO ANCHOR

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 599 of 660




mm mm mm STA END


1

52.

2- 25 MM

0.

2313.

YES

NO

2 541. 2- 25 MM 888. 2940. NO YES
3 491. 1- 25 MM 888. 2940. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 0.93
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 24.31
Member Span = 2940 mm. Effective Depth = 547 mm.
Actual Span/Effective Depth Ratio = 5.37
******* Deflection Check Satisfactory. *******



B E A M N O. 188 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1470 mm | 84.5 kN | 12 | 10 mm | 5 | 367 mm |
| 1470 END 2 | 201.2 kN | 12 | 10 mm | 6 | 294 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 189 D E S I G N R E S U L T S - FLEXURE
LEN - 2940. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

52.

2- 25 MM

0.

2558.

YES

NO
2 541. 2- 25 MM 1117. 2940. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.26
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 32.65
Member Span = 2940 mm. Effective Depth = 547 mm.
Actual Span/Effective Depth Ratio = 5.37
******* Deflection Check Satisfactory. *******



B E A M N O. 189 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1470 mm | 54.4 kN | 12 | 10 mm | 5 | 367 mm |
| 1469 1960 mm | 117.5 kN | 12 | 10 mm | 2 | 245 mm |
| 1960 END 2 | 142.9 kN | 12 | 10 mm | 2 | 980 mm |
|---------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 600 of 660




====================================================================
B E A M N O. 190 D E S I G N R E S U L T S - FLEXURE
LEN - 4000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

50.

2- 20 MM

0.

4000.

YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20
Modification Factor For Tension Reinforcement = 1.35
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 26.92
Member Span = 3999 mm. Effective Depth = 550 mm.
Actual Span/Effective Depth Ratio = 7.27
******* Deflection Check Satisfactory. *******



B E A M N O. 190 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1666 mm | 91.8 kN | 12 | 10 mm | 6 | 333 mm |
| 2333 END 2 | 91.8 kN | 12 | 10 mm | 6 | 333 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 191 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

547.

3- 12 MM

0.

2000.

YES YES

B E A M N O. 191 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 999 | 62.5 6 | 12 19| 10mm | 1 8 9 | 771 120 100 |
| 1333 END 2 | 24.0 6 | 12 12| 10mm | 0 5 7 | 771 120 95 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 787 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 601 of 660


====================================================================
B E A M N O. 192 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2000.

YES

YES
2 547. 3- 12 MM 0. 2000. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 1999 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 3.61
******* Deflection Check Satisfactory. *******



B E A M N O. 192 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 666 | 48.5 4 | 12 12| 10mm | 0 5 7 | 771 120 95 |
| 1333 END 2 | 33.9 4 | 12 12| 10mm | 0 5 7 | 771 120 95 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 787 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|-------------------------------------------- --------------------------- |


====================================================================
B E A M N O. 289 D E S I G N R E S U L T S - FLEXURE
LEN - 5700. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 107. 5593. NO NO
2 547. 3- 12 MM 0. 1793. YES NO
3 547. 3- 12 MM 3907. 5700. NO YES

B E A M N O. 289 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1900 mm | 63.9 kN | 12 | 10 mm | 6 | 380 mm |
| 3799 END 2 | 61.8 kN | 12 | 10 mm | 6 | 380 mm |
|---------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 602 of 660



====================================================================
B E A M N O. 290 D E S I G N R E S U L T S - FLEXURE
LEN - 2900. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2900.

YES

YES
2 547. 3- 12 MM 0. 1084. YES NO
3 547. 3- 12 MM 1816. 2900. NO YES

B E A M N O. 290 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 725 mm | 24.6 kN | 12 | 10 mm | 3 | 362 mm |
| 2175 END 2 | 23.9 kN | 12 | 10 mm | 3 | 362 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 293 D E S I G N R E S U L T S - FLEXURE
LEN - 5700. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL HEIGHT BAR INFO FROM TO ANCHOR
mm mm mm STA END


1 46. 3- 12 MM 107. 5593. NO NO
2 547. 3- 12 MM 0. 1318. YES NO
3 547. 3- 12 MM 4382. 5700. NO YES

B E A M N O. 293 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1900 mm | 63.3 kN | 12 | 10 mm | 6 | 380 mm |
| 3799 END 2 | 62.4 kN | 12 | 10 mm | 6 | 380 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 294 D E S I G N R E S U L T S - FLEXURE
LEN - 2900. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 603 of 660



1 46. 3- 12 MM 0. 2900. YES YES
2 547. 3- 12 MM 0. 1084. YES NO
3 547. 3- 12 MM 1816. 2900. NO YES

B E A M N O. 294 D E S I G N R E S U L T S - SHEAR
PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 725 mm | 25.0 kN | 12 | 10 mm | 3 | 362 mm |
| 2175 END 2 | 23.5 kN | 12 | 10 mm | 3 | 362 mm |
|---------------------------------------------------------------- |
| Nominal links should be provided through out the length. |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 299 D E S I G N R E S U L T S - FLEXURE
LEN - 4000. mm FY - 414. FC - 35. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

4000.

YES

YES
2 447. 3- 12 MM 0. 1026. YES NO
3 447. 3- 12 MM 2641. 4000. NO YES
Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 40.00
Member Span = 3999 mm. Effective Depth = 454 mm.
Actual Span/Effective Depth Ratio = 8.81
******* Deflection Check Satisfactory. *******



B E A M N O. 299 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 999 mm | 40.9 kN | 16 | 10 mm | 5 | 249 mm |
| 2666 END 2 | 43.5 kN | 15 | 10 mm | 6 | 266 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 304 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 460. FC - 30. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 604 of 660




1 31. 3- 12 MM 0. 1400. YES YES

2 560. 3- 16 MM 0. 1400. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20
Modification Factor For Tension Reinforcement = 1.30
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 26.03
Member Span = 1400 mm. Effective Depth = 569 mm.
Actual Span/Effective Depth Ratio = 2.46
******* Deflection Check Satisfactory. *******



B E A M N O. 304 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 700 mm | 103.5 kN | 12 | 10 mm | 3 | 350 mm |
| 700 END 2 | 144.9 kN | 12 | 10 mm | 3 | 350 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 305 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 460. FC - 30. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

31.

3- 12 MM

0.

1400.

YES

YES
2 560. 3- 16 MM 0. 1400. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.46
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 37.99
Member Span = 1400 mm. Effective Depth = 569 mm.
Actual Span/Effective Depth Ratio = 2.46
******* Deflection Check Satisfactory. *******



B E A M N O. 305 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 700 | 70.9 6 | 15 14| 10mm | 0 4 5 | 771 150 117 |
| 700 817 | 105.5 6 | 15 14| 10mm | 2 1 2 | 58 150 42 |
| 817 END 2 | 131.3 6 | 12 14| 10mm | 1 4 5 | 583 150 119 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 550 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 605 of 660




====================================================================
B E A M N O. 306 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 460. FC - 30. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

31.

3- 12 MM

0.

1324.

YES

NO
2 560. 3- 16 MM 0. 1400. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20
Modification Factor For Tension Reinforcement = 1.31
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 26.18
Member Span = 1400 mm. Effective Depth = 569 mm.
Actual Span/Effective Depth Ratio = 2.46
******* Deflection Check Satisfactory. *******



B E A M N O. 306 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 700 mm | 106.8 kN | 12 | 10 mm | 3 | 350 mm |
| 700 END 2 | 149.6 kN | 12 | 10 mm | 3 | 350 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 307 D E S I G N R E S U L T S - FLEXURE
LEN - 1400. mm FY - 460. FC - 30. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

31.

3- 12 MM

0.

1400.

YES

YES
2 560. 3- 16 MM 0. 1400. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 1.41
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 36.74
Member Span = 1400 mm. Effective Depth = 569 mm.
Actual Span/Effective Depth Ratio = 2.46
******* Deflection Check Satisfactory. *******



B E A M N O. 307 D E S I G N R E S U L T S - SHEAR

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 606 of 660


PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 700 | 74.6 6 | 15 14| 10mm | 0 4 5 | 771 150 117 |
| 700 END 2 | 141.8 6 | 12 14| 10mm | 1 4 7 | 437 150 100 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 581 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 308 D E S I G N R E S U L T S - FLEXURE
LEN - 2900. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2900.

YES

YES
2 547. 3- 12 MM 0. 1084. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 40.00
Member Span = 2900 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 5.23
******* Deflection Check Satisfactory. *******



B E A M N O. 308 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 1208 mm | 70.6 kN | 12 | 10 mm | 4 | 402 mm |
| 2175 END 2 | 55.7 kN | 13 | 10 mm | 3 | 362 mm |
|---------------------------------------------------------------- |


====================================================================
B E A M N O. 309 D E S I G N R E S U L T S - FLEXURE
LEN - 2900. mm FY - 414. FC - 35. SIZE - 200. X 600. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

46.

3- 12 MM

0.

2900.

YES

YES
2 547. 3- 12 MM 0. 1084. YES NO
Deflection Check As Per Clause 3.4.6

Support Condition: Simply Supported Basic Span/Eff.Depth Ratio = 20

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 607 of 660


Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 40.00
Member Span = 2900 mm. Effective Depth = 554 mm.
Actual Span/Effective Depth Ratio = 5.23
******* Deflection Check Satisfactory. *******



B E A M N O. 309 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR AND TORSOINAL LINKS AS FOLLOWS
|----------------------------------------------------------------------- |
| FROM - TO | SHEAR TORSN | LOAD | LINK | NO. | SPACING mm C/C |
| mm | kN kNm | S T | SIZE | S T S+T | S T S+T |
|-------------|-------------|------|------|------------|----------------|
| END 1 1208 | 70.4 4 | 12 13| 10mm | 1 10 11 | 771 120 101 |
| 2175 END 2 | 56.2 4 | 12 12| 10mm | 0 6 7 | 771 120 103 |
|----------------------------------------------------------------------- |
|EXTRA PERIPHERAL LONGITUDINAL TORSION STEEL: 786 mm2 EVENLY DISTRIBUTED|
| * TORSIONAL RIGIDITY SHOULD CONFORM TO CL.2.4.3 - BS8110 * |
|----------------------------------------------------------------------- |


====================================================================
B E A M N O. 346 D E S I G N R E S U L T S - FLEXURE
LEN - 2000. mm FY - 460. FC - 30. SIZE - 200. X 500. mm

LEVEL

HEIGHT
mm

BAR INFO

FROM
mm

TO
mm

ANCHOR
STA END

1

31.

2- 12 MM

0.

1541.

YES

NO
2 462. 2- 12 MM 0. 2000. YES YES
Deflection Check As Per Clause 3.4.6

Support Condition: Continuous Basic Span/Eff. Depth Ratio = 26
Modification Factor For Tension Reinforcement = 2.00
Modification Factor For Compression Reinforcement = 1.00
Modified Basic Span/Effective Depth Ratio = 52.00
Member Span = 1999 mm. Effective Depth = 469 mm.
Actual Span/Effective Depth Ratio = 4.26
******* Deflection Check Satisfactory. *******



B E A M N O. 346 D E S I G N R E S U L T S - SHEAR

PROVIDE SHEAR LINKS AS FOLLOWS
|---------------------------------------------------------------- |
| FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C |
|----------------|------------|------|-------|-----|-------------|
| END 1 499 mm | 22.6 kN | 16 | 10 mm | 3 | 249 mm |
| 1333 END 2 | 33.3 kN | 19 | 10 mm | 3 | 333 mm |
|---------------------------------------------------------------- |


********************END OF BEAM DESIGN**************************


751. DESIGN COLUMN 193 TO 288 295 TO 298 300 TO 303 1028 TO 1030

DESIGN OF COLUMN

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 608 of 660


====================================================================
C O L U M N N O. 193 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 689. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 16 MM 0.689 12 EACH END

====================================================================
C O L U M N N O. 194 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 195 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 896. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 0.896 12 EACH END

====================================================================
C O L U M N N O. 196 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 1049. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 1.049 12 EACH END

====================================================================
C O L U M N N O. 197 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 574. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 16 MM 0.574 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 609 of 660


====================================================================
C O L U M N N O. 198 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 1689. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 25 MM 1.689 12 EACH END

====================================================================
C O L U M N N O. 199 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 841. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 0.841 12 EACH END

====================================================================
C O L U M N N O. 200 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 201 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 202 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 1144. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 1.144 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 610 of 660


====================================================================
C O L U M N N O. 203 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 204 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 1650. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 25 MM 1.650 12 EACH END

====================================================================
C O L U M N N O. 205 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 940. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 0.940 12 EACH END

====================================================================
C O L U M N N O. 206 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 207 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 606. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 16 MM 0.606 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 611 of 660


====================================================================
C O L U M N N O. 208 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 209 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 210 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 1345. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 25 MM 1.345 12 EACH END

====================================================================
C O L U M N N O. 211 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 873. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 0.873 12 EACH END

====================================================================
C O L U M N N O. 212 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 612 of 660


====================================================================
C O L U M N N O. 213 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 1789. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 25 MM 1.789 12 EACH END

====================================================================
C O L U M N N O. 214 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 215 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 833. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 0.833 12 EACH END

====================================================================
C O L U M N N O. 216 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 834. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 0.834 12 EACH END

====================================================================
C O L U M N N O. 217 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 1942. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 25 MM 1.942 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 613 of 660


====================================================================
C O L U M N N O. 218 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 779. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 16 MM 0.779 19 EACH END

====================================================================
C O L U M N N O. 219 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 220 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 1440. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 25 MM 1.440 12 EACH END

====================================================================
C O L U M N N O. 221 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 614. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 16 MM 0.614 12 EACH END

====================================================================
C O L U M N N O. 222 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 461. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 16 MM 0.461 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 614 of 660


====================================================================
C O L U M N N O. 223 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 224 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 225 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 1500. X 200. MM,
AREA OF STEEL REQUIRED = 1200. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 226 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 227 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 615 of 660


====================================================================
C O L U M N N O. 228 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 819. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 0.819 12 EACH END

====================================================================
C O L U M N N O. 229 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 1747. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 25 MM 1.747 12 EACH END

====================================================================
C O L U M N N O. 230 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 231 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 535. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 16 MM 0.535 13 EACH END

====================================================================
C O L U M N N O. 232 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 616 of 660


====================================================================
C O L U M N N O. 233 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 234 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 516. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 16 MM 0.516 12 EACH END

====================================================================
C O L U M N N O. 235 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 236 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 237 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 1204. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 1.204 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 617 of 660


====================================================================
C O L U M N N O. 238 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 644. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 16 MM 0.644 12 EACH END

====================================================================
C O L U M N N O. 239 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 1858. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 25 MM 1.858 12 EACH END

====================================================================
C O L U M N N O. 240 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 241 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 242 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 618 of 660


====================================================================
C O L U M N N O. 243 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 403. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.403 19 EACH END

====================================================================
C O L U M N N O. 244 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 622. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 16 MM 0.622 12 EACH END

====================================================================
C O L U M N N O. 245 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 246 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 1004. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 1.004 12 EACH END

====================================================================
C O L U M N N O. 247 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 1658. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 25 MM 1.658 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 619 of 660


====================================================================
C O L U M N N O. 248 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 406. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.406 16 EACH END

====================================================================
C O L U M N N O. 249 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 537. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 16 MM 0.537 12 EACH END

====================================================================
C O L U M N N O. 250 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 1500. X 200. MM,
AREA OF STEEL REQUIRED = 1200. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 251 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 252 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 620 of 660


====================================================================
C O L U M N N O. 253 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 762. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 16 MM 0.762 12 EACH END

====================================================================
C O L U M N N O. 254 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 255 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 256 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 257 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 621 of 660


====================================================================
C O L U M N N O. 258 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 259 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 260 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 261 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 262 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 622 of 660


====================================================================
C O L U M N N O. 263 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 264 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 265 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 266 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 267 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 623 of 660


====================================================================
C O L U M N N O. 268 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 269 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 270 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 271 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 272 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 624 of 660


====================================================================
C O L U M N N O. 273 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 274 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 275 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 276 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 277 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 625 of 660


====================================================================
C O L U M N N O. 278 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 279 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 280 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 281 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 282 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 626 of 660


====================================================================
C O L U M N N O. 283 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 1500. X 200. MM,
AREA OF STEEL REQUIRED = 1200. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 284 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 285 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 286 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 200. X 500. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 287 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 627 of 660


====================================================================
C O L U M N N O. 288 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 295 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 296 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 297 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 884. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 0.884 13 EACH END

====================================================================
C O L U M N N O. 298 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 774. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 16 MM 0.774 13 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 628 of 660


====================================================================
C O L U M N N O. 300 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 301 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 302 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 420. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.420 13 EACH END

====================================================================
C O L U M N N O. 303 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

====================================================================
C O L U M N N O. 1028 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 1918. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 25 MM 1.918 12 EACH END

Sunday, January 02, 2011, 04:01 PM
D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.anl Page 629 of 660


====================================================================
C O L U M N N O. 1029 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 915. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 20 MM 0.915 12 EACH END

====================================================================
C O L U M N N O. 1030 D E S I G N R E S U L T S
FY - 414. FC -35. N/MM2 RECT SIZE - 500. X 200. MM,
AREA OF STEEL REQUIRED = 400. SQ. MM.
BAR CONFIGURATION REINF PCT. LOAD LOCATION


4 12 MM 0.400 12 EACH END

********************END OF COLUMN DESIGN RESULTS********************


752. END CONCRETE DESIGN
753. START CONCRETE DESIGN
PROGRAM CODE REVISION V1.5_8110_97/1
754. CODE BS8110
PROGRAM CODE REVISION V1.5_8110_97/1
755. CLEAR 0.07 MEMB 326 TO 335 343 344 347 348 355 TO 364 366 371 372 374 375 -
756. 378 380 382 TO 388 397 TO 474 481 TO 484 487 488 525 TO 532 534 535 537 538 -
757. 552 557 TO 566 570 TO 573 586 TO 589 592 TO 599 601 602 604 TO 724 -
758. 729 TO 852 859 TO 938

759. FC 35000 MEMB 326 TO 335 343 344 347 348 355 TO 364 366 371 372 374 375 378 -
760. 380 382 TO 388 397 TO 474 481 TO 484 487 488 525 TO 532 534 535 537 538 552 -
761. 557 TO 566 570 TO 573 586 TO 589 592 TO 599 601 602 604 TO 724 729 TO 852 -
762. 859 TO 938
763. FYMAIN 413688 MEMB 326 TO 335 343 344 347 348 355 TO 364 366 371 372 374 375 -
764. 378 380 382 TO 388 397 TO 474 481 TO 484 487 488 525 TO 532 534 535 537 538 -
765. 552 557 TO 566 570 TO 573 586 TO 589 592 TO 599 601 602 604 TO 724 -
766. 729 TO 852 859 TO 938
767. DESIGN ELEMENT 326 TO 335 343 344 347 348 355 TO 364 366 371 372 374 375 378 -
768. 380 382 TO 388 397 TO 474 481 TO 484 487 488 525 TO 532 534 535 537 538 552 -
769. 557 TO 566 570 TO 573 586 TO 589 592 TO 599 601 602 604 TO 724 729 TO 852 -
770. 859 TO 942 946 TO 949



ELEMENT DESIGN SUMMARY-BASED ON 16mm BARS

MINIMUM AREAS ARE ACTUAL CODE MIN % REQUIREMENTS.
PRACTICAL LAYOUTS ARE AS FOLLOWS:
FY=460, 6No.16mm BARS AT 150mm C/C = 1206mm2/metre
FY=250, 4No.16mm BARS AT 250mm C/C = 804mm2/metre

ELEMENT LONG. REINF MOM-X /LOAD TRANS. REINF MOM-Y /LOAD
(mm2/m) (kN-m/m) (mm2/m) (kN-m/m)


326 TOP : 840. 0.00 / 0 840. 0.00 / 0
BOTT: 840. -15.10 / 12 840. -16.36 / 12

BASE PRESSURE

Print Time/Date: 02/01/2011 15:31 STAAD.Pro for Windows Release 2007 Print Run 1 of 1




Software licensed to QATAR DESIGN CONSORTIUM
Job No Sheet No
1
Rev
Part
Job Title Ref
By Date
21-Oct-10
Chd
Client File
OFFICE BUILDING strip f
Date/Time
28-Oct-2010 16:45

Base
Pressure Y
N/mm2
<= 0.033
0.039
0.045
0.051
0.057
0.063
0.069
0.075
0.081
0.087
0.093
0.099
0.105
0.111
0.117
0.123
>= 0.129












Load 21

BASE PRESSURE CHECK FOR STRIP
<150 KN/SQ.M
HENCE SAFE

Print Time/Date: 02/01/2011 16:22 STAAD.Pro for Windows Release 2007
Print Run 1 of 1






Software licensed to QATAR DESIGN CONSORTIUM
Job No Sheet No
1
Rev
Part
Job Title Ref
By Date
21-Oct-10
Chd
Client File
OFFICE BUILDING strip f
Date/Time
02-Jan-2011 16:12

MX (local)
kNm/m
<= -114
-100
-86.5
-72.8
-59
-45.3
-31.5
-17.8
-4.01
9.74
23.5
37.2
51
64.7
78.5
92.3
>= 106



Load 12


















MOMENT CONTOUR ALONG X DIRECTION

Print Time/Date: 02/01/2011 16:23 STAAD.Pro for Windows Release 2007
Print Run 1 of 1




Software licensed to QATAR DESIGN CONSORTIUM
Job No Sheet No
1
Rev
Part
Job Title Ref
By Date
21-Oct-10
Chd
Client File
OFFICE BUILDING strip f
Date/Time
02-Jan-2011 16:12

SQX (local)
N/mm2
<= -0.669
-0.583
-0.497
-0.411
-0.325
-0.239
-0.153
-0.067
0.019
0.105
0.191
0.277
0.363
0.449
0.535
0.621
>= 0.707



Load 12









SHEAR STRESS CONTOUR ALONG
X DIRECTION

Print Time/Date: 02/01/2011 16:22 STAAD.Pro for Windows Release 2007
Print Run 1 of 1







Software licensed to QATAR DESIGN CONSORTIUM
Job No Sheet No
1
Rev
Part
Job Title Ref
By Date
21-Oct-10
Chd
Client File
OFFICE BUILDING strip f
Date/Time
02-Jan-2011 16:12

MY (local)
kNm/m
<= -149
-132
-116
-99.7
-83.4
-67.1
-50.8
-34.5
-18.2
-1.88
14.4
30.7
47
63.3
79.6
95.9
>= 112



Load 12



















MOMENT CONTOUR ALONG Y DIRECTION

Print Time/Date: 02/01/2011 16:23 STAAD.Pro for Windows Release 2007
Print Run 1 of 1







Software licensed to QATAR DESIGN CONSORTIUM
Job No Sheet No
1
Rev
Part
Job Title Ref
By Date
21-Oct-10
Chd
Client File
OFFICE BUILDING strip f
Date/Time
02-Jan-2011 16:12

SQY (local)
N/mm2
<= -0.679
-0.595
-0.511
-0.426
-0.342
-0.257
-0.173
-0.089
-0.004
0.080
0.164
0.249
0.333
0.418
0.502
0.586
>= 0.671



Load 12













SHEAR STRESS CONTOUR ALONG Y DIRECTION

CONTINUOUS STRIP REINFORCEMENT DESIGN (400THK.)
shear check:
v = x 10
3
207.60
1000 x 325
0.64 N/mm
2
0.93 N/mm
2
v = < vc =
no shear reinforcement required
where:
vc = [0.79(100As/(b vd))
1/3
(400/d)
1/4
/m](fcu/25)
1/3
* (2d/av) (BS8110 Part1: Table 3.8 and
sec. 3.4.5.8)


. ; ' , . : . ; ' , . :
. ; ' , . :
DB16
DB16
a. Longitudinal bars

Considering per meter width of slab:
b =
d =

fcu =
fy =
cover =
mm strip d
mm

N/mm
2

N/mm
2

mm

Minimum steel percentage = 0.1585 % (BS8110 Part1:Table 3.25 :by interpolation)
As min = 0.1585/100 x 1000 x 400
As min = 634 mm
2
/m

From STAAD output: STAAD Ref.Plate No.
Mu top = 10.00 kN-m Plate No
Mu bot = 133.00 kN-m Plate No 849
V = 207.60 kN Plate No 462
3
top bars:
K = 10.00 x 10
6
(BS8110 Part1 3.4.4.4)

35 x 1000 x (327)^2
K = 0.0027 < K' = 0.156
z = d (0.5 + (0.25 - K/0.9)
1/2
) < 0.95d
z = 326.03 > 310.65
use z = 310.65 mm


As required = 10.00 x 10
6


0.95 x 410 x 310.65
As required = 82.65 mm
2
/m < As min= 634 mm
2
/m
therefore consider As min

using
spacing :
As provided =

d = 327 mm
use 150mm c/c
1407.00 mm
2
/m OK

Therefore, for top bars: DB16 @ 150mm

bottom bars:
K = 133.00 x 10
6
(BS8110 Part1 3.4.4.4)

35 x 1000 x (325)^2
K = 0.03598 < K' = 0.156
z = d (0.5 + (0.25 - K/0.9)
1/2
) < 0.95d
z = 311.44 > 308.75
use z = 308.75 mm






using
spacing :
As provided =






d = 325 mm
use 150mm c/c
1407.00 mm
2
/m OK

Therefore, for bottom bars: DB16 @ 150mm
400
1000
. ; ' , . : . ; ' , . :
b

35
410
65

As required = 133.00 x 10
6



As required =
0.95 x 410 x 308.75
1105.96 mm
2
/m

> As min=

634 mm
2
/m
therefore consider As required

CONTINUOUS STRIP REINFORCEMENT DESIGN (400THK.)
shear check:
v = x 10
3
234.40
1000 x 325
0.72 N/mm
2
0.93 N/mm
2
v = < vc =
no shear reinforcement required
where:
vc = [0.79(100As/(b vd))
1/3
(400/d)
1/4
/m](fcu/25)
1/3
* (2d/av) (BS8110 Part1: Table 3.8 and
sec. 3.4.5.8)


. ; ' , . : . ; ' , . :
. ; ' , . :
DB16
DB16
b. Transverse bars

Considering per meter width of slab:
b =
h =

fcu =
fy =
cover =
mm strip d
mm

N/mm
2

N/mm
2

mm

Minimum steel percentage = 0.1585 % (BS8110 Part1:Table 3.25 :by interpolation)
As min = 0.1585/100 x 1000 x 400
As min = 634 mm
2
/m

From STAAD output: STAAD Plate Ref.No.
Mu top = 16.00 kN-m Plate No 462
Mu bot = 165.00 kN-m Plate No 461
V = 234.40 kN Plate No 462

top bars:
K = 16.00 x 10
6
(BS8110 Part1 3.4.4.4)

35 x 1000 x (327)^2
K = 0.0043 < K' = 0.156
z = d (0.5 + (0.25 - K/0.9)
1/2
) < 0.95d
z = 325.44 > 310.65
use z = 310.65 mm


As required = 16.00 x 10
6


0.95 x 410 x 310.65
As required = 132.24 mm
2
/m < As min= 634 mm
2
/m
therefore consider As min

using
spacing :
As provided =

d = 327 mm
use 150mm c/c
1407.00 mm
2
/m OK

Therefore, for top bars: DB16 @ 150mm

bottom bars:
K = 165.00 x 10
6
(BS8110 Part1 3.4.4.4)

35 x 1000 x (325)^2
K = 0.04463 < K' = 0.156
z = d (0.5 + (0.25 - K/0.9)
1/2
) < 0.95d
z = 307.99 < 308.75
use z = 307.99 mm







using
spacing :
As provided =







d = 325 mm
use 150mm c/c
1407.00 mm
2
/m OK

Therefore, for bottom bars: DB16 @ 150mm
400
1000
. ; ' , . : . ; ' , . :
b

35
410
65

As required = 165.00 x 10
6



As required =
0.95 x 410 x 307.99
1375.44 mm
2
/m

> As min=

634 mm
2
/m
therefore consider As required

DESIGN OF WAREHOUSE BUILDING

Project: Maintenance Workshop & Stores At
RLIC for M/S Jaidah Group

DESIGN DATA FOR FOUNDATION DESIGN
Document No:

1.0 Introduction

This section of the document describes the Structural Engineering Design Philosophy
for the Maintenance workshop & stores at RLIC.

2.0 Description of Building

Maintenance workshop & stores at RLIC Phase II, which include, Office Building,
Cement Storage Area, Warehouse and Storage tank. Storage tank, Warehouse and
Cement Storage Area will be designed by Specialist Pre-Engineered suppliers.

3.0 Structural System


3.1 Superstructure

Storage tank, Warehouse and Cement Storage Area will be designed by Specialist Pre-
Engineered suppliers and supplied by specialist manufacturer upon client’s approval.
The foundation design for the same will be designed based on the pre-engineered
supplier’s reaction.

The Foundation and pedestal design presented here are indicative only based on the
assumed column reactions.

3.2 Foundation Systems and Design Bearing Pressure

The allowable safe bearing pressure of 150MPa is assumed for the design of foundation
and substructures. The safe bearing capacity stated will be confirmed with the
Geotechnical Report for the respective sites.
© Qatar Design Consortium, October-2010
2

Project: Maintenance Workshop & Stores At
RLIC for M/S Jaidah Group

DESIGN DATA FOR FOUNDATION DESIGN
Document No:

4.0 Loadings

4.1 Dead Loads

R.C. Structure

Density of Structural Concrete = 25 kN/m
3


Density of Screed Concrete = 20 kN/m
3

Steel Structure
Density of Steel = 78.5 kN/m
3


Block Work

100mm thk Solid Blockwall + Rendering = 2.16 + 0.96 = 3.12kN/m²
150mm thk Hollow Blockwall + Rendering = 2.00 + 0.96 = 2.96kN/m²
200mm thk Hollow Block wall+ Rendering = 2.87 + 0.96 = 3.83 kN/m²
4.2 Load assumed for the design of Foundation

The loads were assumed from Technical Handbook by KIRBY Building Systems based
on the span (Refer Appendix I). The column support reaction is multiplied by 20 % for
the span variations & crane load. The foundation is designed for the maximum column
reaction only.
4.3 Load Combinations

1.4 Dead Load + 1.6 Live Load 1.4DL+1.6LL

1.2 Dead Load + 1.2 Live Load + 1.2 Wind Load in X direction 1.2DL+1.2LL+1.2WX

1.2 Dead Load + 1.2 Live Load - 1.2 Wind Load in X direction 1.2DL+1.2LL-1.2WX
© Qatar Design Consortium, October-2010
3

Project: Maintenance Workshop & Stores At
RLIC for M/S Jaidah Group

DESIGN DATA FOR FOUNDATION DESIGN
Document No:

1.2 Dead Load + 1.2 Live Load + 1.2 Wind Load in Z direction 1.2DL+1.2LL+1.2WZ

1.2 Dead Load + 1.2 Live Load - 1.2 Wind Load in Z direction 1.2DL+1.2LL-1.2WZ

1.4 Dead Load + 1.4 Wind Load in X direction 1.4DL+1.4WX

1.4 Dead Load - 1.4 Wind Load in X direction 1.4DL-1.4WX.

1.4 Dead Load + 1.4 Wind Load in Z direction 1.4DL+1.4WZ

1.4 Dead Load - 1.4 Wind Load in Z direction 1.4DL-1.4WZ

1.0 Dead Load + 1.0 Live Load 1.0DL+1.0LL

1.0 Dead Load + 1.0 Live Load + 1.0 Wind Load 1.0DL+1.0LL+1.0Wind

5.0 Materials

5.1 Concrete – Structural and Non Structural

Structural Concrete : For Beams, columns, pedestal, footing

C35/20 (OPC) with characteristic 28 day
strength of 35 N/mm²
Blinding Concrete : C15/20 (SRC) with a characteristic 28

day strength of 15 N/mm²


5.2 Reinforcement : High yield strength deformed bars with a

Characteristic strength of 420N/mm
2

conforming to BS 4449.
5.3 Block work :

All external and internal block work shall comprise of 200mm thick hollow block wall.

For hollow blocks, minimum compressive strength of average of 10 blocks shall be 7.0 N/mm
2
. No
© Qatar Design Consortium, October-2010
4

Project: Maintenance Workshop & Stores At
RLIC for M/S Jaidah Group

DESIGN DATA FOR FOUNDATION DESIGN
Document No:
individual block shall be less than 5.6N/mm
2
.

For solid blocks, minimum compressive strength of average of 10 blocks shall be 15.0 N/mm
2
. No
individual block shall be less than 12 N/mm
2
.
Compressive strength of a block shall be taken as the minimum load divided by the gross area on bed.

6.0. Reinforcement Covers

Foundation, columns and ground beams below GL - 65mm
Column above GL - 40mm
Beams - 40mm

Slabs - 30mm

7.0 Deflection criteria:













* L equals the span of beams.
© Qatar Design Consortium, October-2010
5



Category


Member Type

Vertical Deflection
due to Imposed Load
Hori. Deflection due
to Imposed and
Wind Load

Concrete
Members

Floor Beams
L/350 or

20mm
-

DESIGN OF FOOTINGS

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


b
cx



D
s

d
x D
b


P
ult
bbx

Square pad base
(y axis into page)

PAD BASE DESIGN (BS8110) SQUARE PAD BASE SIZE - ISOLATED BASES (AXIAL LOAD ONLY)
Column details

Length of loaded area bcx = 600 mm
Breadth of loaded area bcy = 400 mm
Load details

Unfactored column axial load Fc_u = 60 kN

Details of soil above base

Depth of soil above base Ds = 1200 mm
Density of soil above base soil = 1800 kg/m
3

Self weight of soil above base psself = soil  gacc  Ds = 21.2 kN/m
2

Base details

Depth of base Db = 400 mm
Density of base base = 2400 kg/m
3

Base self weight pbself = base  gacc  Db = 9.4 kN/m
2

Materials

Characteristic strength of tension reinforcement; fy = 410 N/mm
2

Characteristic concrete strength fcu = 35 N/mm
2

Details of soil under base

The assumed total allowable bearing pressure ptot = 150 kN/m
2

Allowable net bearing pressure pnet = ptot - (pbself + psself) = 119 kN/m
2

Base size

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

b
b

Base size reqd Lbreq = (Fc_u / pnet) = 0.709 m

Say base size; Lb = 1.800 m
Base area OK

SQUARE PAD BASE DESIGN FORCES - ISOLATED BASES (AXIAL LOAD ONLY)
Base details
Depth of base Db = 400 mm
Cover to tension reinforcement cb = 65 mm
Trial bar diameter Dtry_x = 16 mm
Depth to X tension bars from compression face
dx = Db - cb - Dtry_x/2 = 327 mm
Trial bar diameter Dtry_y = 16 mm
Depth to Y tension bars from compression face
dy = Db - cb - Dtry_x - Dtry_y/2 = 311 mm
Design forces
Total column load on pad base (ultimate)
Column ultimate axial load Fc_f = 90 kN
Actual soil pressure under base
Ultimate design bearing pressure pult = Fc_f / L
2
= 28 kN/m
2

Assume the base is a cantilevered slab with uniform load pult per m
2

Ultimate moment at column face
Mx = pult  (Lb/2 - bcx/2)
2
/2 = 5.0 kNm/m
My = pult  (Lb/2 - bcy/2)
2
/2 = 6.8 kNm/m
Ultimate shear forces at column face
Vx = pult  (Lb/2 - bcx/2) = 16.7 kN/m
Vy = pult  (Lb/2 - bcy/2) = 19.4 kN/m
Ultimate shear at 1d from column face


V1dx = pult  (Lb/2 - bcx/2 - dx) = 7.6 kN/m
V1dy = pult  (Lb/2 - bcy/2 - dx) = 10.4 kN/m




















Area within base - OK
Punching shear at 1.5d


Vp = pult  (L
2
- ((3dx+bcx)(3dx+bcy))) = 29.4 kN
Perimeter at 1.5d u = 2  ( bcx + bcy + 6  dx ) = 5.924 m
Note - it is assumed that edge distances permit this to be a valid failure mechanism
Base reinforcement - along X axis
Depth to tension steel along X axis dx = 327 mm

Area within base - OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x
y

Ultimate moment at column face Mx = 5.0 kNm/m
Area of reinforcement required
Kx = abs(Mx) / ( d
2
 fcu ) = 0.001
K' = 0.156

Compression steel not
required

Pad Base requiring X tension steel only - bars
zx = min (( 0.95  dx),(dx(0.5+0.25-Kx/0.9)))) = 311 mm
Neutral axis depth xx = (dx - zx) / 0.45 = 36 mm
Area of tension steel required

Asx_req = abs(Mx) / (1/ms  fy  zx) = 45 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asx_prov = Asx = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 400 mm

Total area of concrete per metre width Ac = Db = 400000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 520 mm
2
/m
Ast_max = 4 %  Ac = 16000 mm
2
/m


Check of nominal cover
Effective depth to bottom outer tension reinforcement dx = 327.0 mm
Cover to outer tension reinforcement
cten = Db - dx - Dx / 2 = 65.0 mm

Permissible minimum nominal cover to all reinforcement (Table 3.4)

cmin = 65 mm


Base reinforcement - along Y axis
Depth to tension steel along Y axis dy = 311 mm
Ultimate moment at column face My = 6.8 kNm/m
Area of reinforcement required
Ky = abs(My) / ( d
2
 fcu ) = 0.002
K' = 0.156





Area of tension steel provided sufficient










Area of tension steel provided OK










Cover over outer steel OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE
Sheet no./rev.
4 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio

Compression steel not
required

Pad Base requiring Y tension steel only - bars
zy = min (( 0.95  dy),(dy(0.5+0.25-Ky/0.9)))) = 295 mm
Neutral axis depth xy = (dy - zy) / 0.45 = 35 mm
Area of tension steel required

Asy_req = abs(My) / (1/ms  fy  zy) = 65 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asy_prov = Asy = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 400 mm

Total area of concrete per metre width Ac = Db = 400000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 520 mm
2
/m
Ast_max = 4 %  Ac = 16000 mm
2
/m





Area of tension steel provided sufficient










Area of tension steel provided OK

SHEAR RESISTANCE OF CONCRETE PAD BASE - X AXIS (CL 3.5.5)
Depth to tension steel dx = 327 mm
Area of X axis tension reinforcement provided (per m width of slab) Asx_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vx = 17 kN/m
at 1d from the column face V1dx = 8 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vx = Vx / dx = 0.05 N/mm
2

v1dx = V1dx / dx = 0.02 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcx = 0.79 N/mm
2
 min(3,100  Asx_prov / dx)
1/3
 max(1,(400 mm) / dx)
1/4
/ 1.25  f
1/3




















Shear stress - OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE
Sheet no./rev.
5 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio

vcx = 0.50 N/mm
2

Applied shear stresses
v1dx = 0.02 N/mm
2






No shear reinforcement required

SHEAR RESISTANCE OF CONCRETE PAD BASE - Y AXIS (CL 3.5.5)
Depth to tension steel dy = 311 mm
Area of Y axis tension reinforcement provided (per m width of slab) Asy_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vy = 19 kN/m
at 1d from the column face V1dy = 10 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vy = Vy / dy = 0.06 N/mm
2

v1dy = V1dy / dy = 0.03 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcy = 0.79 N/mm
2
 min(3,100  Asy_prov / dy)
1/3
 max(1,(400 mm) / dy)
1/4
/ 1.25  f
1/3

vcy = 0.52 N/mm
2

Applied shear stress
v1dy = 0.03 N/mm
2




















Shear stress - OK
No shear reinforcement required

PUNCHING SHEAR AT CONCENTRATED LOADS (CL 3.7.7)
Tension steel resisting bending

Total length of outer perimeter at 1.5d from loaded area u = 5924 mm
Depth to outer steel dx = 327 mm
Depth to inner steel dy = 311 mm

Average depth to "tension" steel dav = (dx + dy)/2 = 319.0 mm

Area of outer steel per m effective through the perimeter Asx_prov = 1010 mm
2
/m
Area of inner steel per m effective through the perimeter; Asy_prov = 1010 mm
2
/m
Max shear effective across either perimeter under consideration Vp = 29 kN
Characteristic strength of concrete fcu = 35 N/mm
2

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE
Sheet no./rev.
6 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio

Shear stresses to clause 3.7.7.4
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400

vcp = 0.79 N/mm
2
 min(3,100((bcy+3dav)Asx_prov+( bcx+3dav)Asy_prov) /( bcx+ bcy+6dav)/dav)
1/3

max(1,(400 mm) / dav)
1/4
/ 1.25  f
1/3


vcp = 0.510 N/mm
2

Applied shear stress

Stress around perimeter vp = Vp / (u  dav) = 0.016 N/mm
2

No shear reinforcement required

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

F


Punching area



1.5d



Y





b
cx



=
d
x

b
cy
L
by
= p
1

M
V D
s

e
x

b


p
2
L
2d1
X
L
x1
L
L
c1
L
c2
L
bx

Rectangular Pad Base
(all base in contact with soil)
2d2

PAD BASE DESIGN (BS8110) RECTANGULAR PAD BASE SIZE – ISOLATED BASES (AXIAL SHEAR AND UNIAXIAL
BENDING)
Column details

Length of loaded area (along X axis) bcx = 600 mm
Breadth of loaded area (along Y axis) bcy = 400 mm
Loading details

Unfactored column axial load Fc_u = 60 kN
Unfactored column moment Mc_u = 0 kNm
Unfactored column shear force Vc_u = 80 kN
Base details

Length of base (along X axis) Lbx = 2200 mm
Breadth of base (along Y axis) Lby = 2200 mm
Depth of base Db = 400 mm
Offset of column from base centre line (along X axis) Lx1 = 0 mm

Details of soil above base

Depth of soil above base Ds = 1200 mm
Density of soil above base soil = 1800 kg/m
3

Self weight of soil above base psself = soil  gacc  Ds = 21.2 kN/m
2

Base self weight

Density of base base = 2400 kg/m
3

Base self weight pbself = base  gacc  Db = 9.4 kN/m
2

Materials

Characteristic strength of tension reinforcement fy = 410 N/mm
2

D

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Characteristic concrete strength fcu = 35 N/mm
2

Details of soil under base
The assumed total allowable bearing pressure ptot = 150 kN/m
2

Allowable net bearing pressure pnet = ptot - (pbself + psself) = 119 kN/m
2

Check of soil bearing pressures

Total vertical load Wtot = Fc_u + (pbself + psself)  Lbx  Lby = 208.1 kN
Taking moments about the centre of the base (bottom face) gives the net eccentricity of load:-
ex = (Fc_u  Lx1 + Mc_u + Vc_u  Db ) / Wtot = 0.154 m
elimit = Lbx / 6 = 0.367 m
Eccentricity within middle third of base

RECTANGULAR PAD BASE SOIL PRESSURES
Determine soil pressures under base - inside middle 3 rd

p1 = Wtot / (Lbx  Lby)  ( 1 - 6  ex / Lbx ) = 25.0 kN/m
2

p2 = Wtot / (Lbx  Lby)  ( 1 + 6  ex / Lbx ) = 61.0 kN/m
2

pmax = max( p1 , p2 ) = 61.0 kN/m
2

Check of soil pressures
Total allowable bearing pressure ptot = 150.0 kN/m
2

Total allowable soil bearing pressure OK

RECTANGULAR PAD BASE DESIGN FORCES
Total column load on pad base (ultimate)
Column ultimate axial load Fc_f = 90 kN
Column ultimate moment Mc_f = 0 kNm
Column ultimate shear force Vc_f = 120 kN

Total vertical load Wtot_ult = Fc_f + 1.4  (pbself + psself)  Lbx  Lby = 297.3 kN
Taking moments about the centre of the base (bottom face) gives the net eccentricity of load:-
exult = (Fc_f  Lx1 + Mc_f + Vc_f  Db ) / Wtot_ult = 0.161 m
elimit = Lbx / 6 = 0.367 m


Depth to tension steel

Base details

Depth of base Db = 400 mm

Cover to tension reinforcement cb = 65 mm
Trial bar diameter Dtry_x = 16 mm

Eccentricity within middle third of base

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x_c1 x_c1

Depth to X tension bars from compression face
dx = Db - cb - Dtry_x/2 = 327 mm
Trial bar diameter; Dtry_y = 16 mm

Depth to Y tension bars from compression face
dy = Db - cb - Dtry_x - Dtry_y/2 = 311 mm
Determine ultimate soil pressures under base - eccentricity inside middle third
Assume the base is a cantilevered slab spanning along the x and y axis independently. Remove self weight of base and soil
since they induce bending and shear in the base
Ultimate base pressures inducing bending and shear
p1_ult = Wtot_ult / (Lbx  Lby)  ( 1 - 6  exult / Lbx ) - 1.4  (psself + pbself) = -8.5 kN/m
2

p2_ult = Wtot_ult / (Lbx  Lby)  ( 1 + 6  exult / Lbx ) - 1.4  (psself + pbself) = 45.6 kN/m
2

Ultimate moments at column face
positions Lx_c1 = Lbx / 2 + Lx1 - bcx/2 = 0.800 m
Lx_c2 = Lbx / 2 + Lx1 + bcx/2 = 1.400 m
pressure; pc1_ult = p1_ult + (p2_ult - p1_ult)  Lx_c1 / Lbx = 11.2 kN/m
2

pc2_ult = p1_ult + (p2_ult - p1_ult)  Lx_c2 / Lbx = 26.0 kN/m
2

Mx1 = p1_ult  L
2
/ 2 + (pc1_ult - p1_ult )  L
2
/6 = -0.6 kNm/m
Mx2 = pc2_ult  (Lbx - Lx_c2)
2
/ 2 + (p2_ult - pc2_ult )  (Lbx - Lx_c2 )
2
/ 3 = 12.5 kNm/m
Mx = max( Mx1 , Mx2 ) = 12.5 kNm/m
My = (p2_ult + p1_ult ) / 2  ((Lby - bcy) / 2)
2
/ 2 = 7.5 kNm/m
Ultimate shear force at column face
Vx1 = p1_ult  Lx_c1 + (pc1_ult - p1_ult )  Lx_c1 / 2 = 1.1 kN/m
Vx2 = pc2_ult  (Lbx - Lx_c2) + (p2_ult - pc2_ult )  (Lbx - Lx_c2 )/ 2 = 28.6 kN/m
Vx = max( Vx1 , Vx2 ) = 28.6 kN/m
Vy = (p2_ult + p1_ult ) / 2  (Lby - bcy) /2 = 16.7 kN/m
Ultimate shear force at 1d from column face
positions Lx_1d1 = Lbx / 2 + Lx1 - bcx/2 - dx = 0.473 m
Lx_1d2 = Lbx / 2 + Lx1 + bcx/2 + dx = 1.727 m
Area within base - OK
pressures p1d1_ult = p1_ult + (p2_ult - p1_ult)  Lx_1d1 / Lbx = 3.2 kN/m
2
p1d2_ult = p1_ult + (p2_ult - p1_ult)  Lx_1d2 / Lbx = 34.0 kN/m
2
V1d1 = (p1d1_ult + p1_ult )/2  Lx_1d1 = -1.2 kN/m
V1d2 = (p1d2_ult + p2_ult )/2  (Lbx - Lx_1d2 ) = 18.8 kN/m


shears V1dx = max( V1d1 , V1d2) = 18.8 kN/m
V1dy = (p2_ult + p1_ult ) / 2  ((Lby - bcy) / 2 - dx) = 10.7 kN/m

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE
Sheet no./rev.
4 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x

Punching shear at 1.5d
positions Lx_1.5d1 = Lbx / 2 + Lx1 - bcx/2 - 1.5  dx = 0.310 m
Lx_1.5d2 = Lbx / 2 + Lx1 + bcx/2 + 1.5  dx = 1.891 m

pressures p1.5d1_ult = p1_ult + (p2_ult - p1_ult)  Lx_1.5d1 / Lbx = -0.8 kN/m
2
p1.5d2_ult = p1_ult + (p2_ult - p1_ult)  Lx_1.5d2 / Lbx = 38.0 kN/m
2






Area within base - OK
punching shear
Vp = (p1_ult+p2_ult)/2  LbxLby - [(p1.5d1_ult+p1.5d2_ult )/2  (3dx+bcx)(3dx+bcy)]
Vp = 49.4 kN
Perimeter at 1.5d u = 2  ( bcx + bcy + 6  dx ) = 5.924 m
Note - it is assumed that edge distances permit this to be a valid failure mechanism
Base reinforcement - along X axis
Depth to tension steel along X axis dx = 327 mm
Ultimate moment at column face; Mx = 12.5 kNm/m
Area of reinforcement required
Kx = abs(Mx) / ( d
2
 fcu ) = 0.003
K' = 0.156

Compression steel not
required

Pad Base requiring X tension steel only - bars
zx = min (( 0.95  dx),(dx(0.5+0.25-Kx/0.9)))) = 311 mm
Neutral axis depth xx = (dx - zx) / 0.45 = 36 mm
Area of tension steel required

Asx_req = abs(Mx) / (1/ms  fy  zx) = 113 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asx_prov = Asx = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 400 mm

Total area of concrete per metre width Ac = Db = 400000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 520 mm
2
/m
Ast_max = 4 %  Ac = 16000 mm
2
/m


Check of nominal cover





Area of tension steel provided sufficient










Area of tension steel provided OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE
Sheet no./rev.
5 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

y

Effective depth to bottom outer tension reinforcement dx = 327.0 mm
Cover to outer tension reinforcement
cten = Db - dx - Dx / 2 = 65.0 mm

Permissible minimum nominal cover to all reinforcement (Table 3.4)

cmin = 65 mm


Base reinforcement - along Y axis
Depth to tension steel along Y axis dy = 311 mm
Ultimate moment at column face My = 7.5 kNm/m
Area of reinforcement required
Ky = abs(My) / ( d
2
 fcu ) = 0.002
K' = 0.156








Cover over outer steel OK

Compression steel not
required

Pad Base requiring Y tension steel only - bars
zy = min (( 0.95  dy),(dy(0.5+0.25-Ky/0.9)))) = 295 mm
Neutral axis depth xy = (dy - zy) / 0.45 = 35 mm
Area of tension steel required

Asy_req = abs(My) / (1/ms  fy  zy) = 71 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asy_prov = Asy = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 400 mm

Total area of concrete per metre width Ac = Db = 400000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 520 mm
2
/m
Ast_max = 4 %  Ac = 16000 mm
2
/m





Area of tension steel provided sufficient










Area of tension steel provided OK

SHEAR RESISTANCE OF CONCRETE PAD BASE - X AXIS (CL 3.5.5)
Depth to tension steel dx = 327 mm
Area of X axis tension reinforcement provided (per m width of slab) Asx_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vx = 29 kN/m

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE
Sheet no./rev.
6 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio
cu_ratio

at 1d from the column face V1dx = 19 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vx = Vx / dx = 0.09 N/mm
2

v1dx = V1dx / dx = 0.06 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcx = 0.79 N/mm
2
 min(3,100  Asx_prov / dx)
1/3
 max(1,(400 mm) / dx)
1/4
/ 1.25  f
1/3

vcx = 0.50 N/mm
2

Applied shear stresses
v1dx = 0.06 N/mm
2












Shear stress - OK
No shear reinforcement required

SHEAR RESISTANCE OF CONCRETE PAD BASE - Y AXIS (CL 3.5.5)
Depth to tension steel dy = 311 mm
Area of Y axis tension reinforcement provided (per m width of slab) Asy_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vy = 17 kN/m
at 1d from the column face V1dy = 11 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vy = Vy / dy = 0.05 N/mm
2

v1dy = V1dy / dy = 0.03 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcy = 0.79 N/mm
2
 min(3,100  Asy_prov / dy)
1/3
 max(1,(400 mm) / dy)
1/4
/ 1.25  f
1/3

vcy = 0.52 N/mm
2

Applied shear stress
v1dy = 0.03 N/mm
2




















Shear stress - OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE
Sheet no./rev.
7 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio

No shear reinforcement required

PUNCHING SHEAR AT CONCENTRATED LOADS (CL 3.7.7)
Tension steel resisting bending

Total length of outer perimeter at 1.5d from loaded area u = 5924 mm
Depth to outer steel dx = 327 mm
Depth to inner steel dy = 311 mm

Average depth to "tension" steel dav = (dx + dy)/2 = 319.0 mm

Area of outer steel per m effective through the perimeter Asx_prov = 1010 mm
2
/m
Area of inner steel per m effective through the perimeter Asy_prov = 1010 mm
2
/m
Max shear effective across either perimeter under consideration Vp = 49 kN
Characteristic strength of concrete fcu = 35 N/mm
2

Shear stresses to clause 3.7.7.4
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400

vcp = 0.79 N/mm
2
 min(3,100((bcy+3dav)Asx_prov+( bcx+3dav)Asy_prov) /( bcx+ bcy+6dav)/dav)
1/3

max(1,(400 mm) / dav)
1/4
/ 1.25  f
1/3


vcp = 0.510 N/mm
2

Applied shear stress

Stress around perimeter vp = Vp / (u  dav) = 0.026 N/mm
2

No shear reinforcement required

DESIGN OF PEDESTAL

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE P1
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


RC COLUMN DESIGN (BS8110) COLUMN DESIGN TO CL 3.8.4.3

COLUMN DEFINITION
Column depth (larger column dimension) h = 600 mm

Nominal cover to all reinforcement (longer dimension) ch = 65 mm
Depth to tension steel
h' = h - ch - Ldia_try - Dtry/2 = 519 mm


Column width (smaller column dimension) b = 400 mm

Nominal cover to all reinforcement (shorter dimension) cb = 65 mm
Depth to tension steel
b' = b - cb - Ldia_try - Dtry/2 = 319 mm

Materials

Characteristic strength of reinforcement fy = 410 N/mm
2

Characteristic strength of concrete fcu = 35 N/mm
2

UNBRACED COLUMN DESIGN TO CL 3.8.4
Check on overall column dimensions


Unbraced column slenderness check

Unbraced column clear height lo = 1200 mm
Slenderness limit llimit = 60  b = 24000 mm
Slenderness limit llimit1 = 100  b
2
/ h = 26667 mm


Short column check for unbraced columns

Column clear height lo = 1200 mm



Column OK - h < 4b







Column slenderness limit OK
If column is unrestrained, slenderness limit OK
Effective height factor for unbraced columns - major axis x = 1.60

lex = x  lo = 1.920 m lex/h = 3.20


Effective height factor for unbraced columns - minor axis y = 1.60

ley = y  lo = 1.920 m ley/b = 4.80


Short column - axial load and nominal moment only
Ultimate loads



BS8110:Table 3.20


The unbraced column is short (major axis)


BS8110:Table 3.20


The unbraced column is short (minor axis)

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE P1
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Short column supporting an approximately symmetrical arrangement of beams.

Design ultimate axial load N = 90 kN

Design


Asc_req = max ((N - 0.35  fcu  h  b) / (f2ms  fy ), 0.4  h  b /100) = 960 mm
2

from BS8110: Pt 1: eqn 29 where f2ms = 0.67
Provide 12 No. 16 dia bar(s) total steel in column
Asc_prov = Ascol = 2410 mm
2
Area in "tension" face Ast = Ascol /2 = 1205 mm
2


CHECK MIN AND MAX AREAS OF STEEL
Total area of concrete Aconc = b  h = 240000 mm
2

Area of steel (symmetrical) Ascol = 2410 mm
2

Minimum percentage of compression reinforcement; kc = 0.40 %
Minimum steel area Asc_min = kc  Aconc = 960 mm
2

Maximum steel area As_max = 6 %  Aconc = 14400 mm
2



Define Containment Links Provided
Provide 8 dia links in 4s @ 150 centres










Area of compression steel provided OK
Link spacing sv = 150 mm Link diameter Ldia = 8 mm No of links in each group Ln = 4

MINIMUM CONTAINMENT STEEL (CL 3.12.7)
Shear steel Link spacing sv = 150 mm
Link diameter Ldia = 8 mm
Column steel Diameter Dcol = 16 mm

Min diameter Llimit = max( (6 mm), Dcol/4) = 6.0 mm


Max spacing slimit = 12  Dcol = 192.0 mm


CHECK OF NOMINAL COVER - (BS8110:PT 1, TABLE 3.4)








Link diameter OK


Link spacing OK

Cover to tension reinforcement
cten = h - h' - Dcol / 2 = 73.0 mm
Nominal cover to links steel
cnom = cten - Ldia = 65.0 mm
Permissible minimum nominal cover to all reinforcement (Table 3.4)
cmin = 65 mm
Cover OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE P2
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


RC COLUMN DESIGN (BS8110) COLUMN DESIGN TO CL 3.8.4.3

COLUMN DEFINITION
Column depth (larger column dimension) h = 600 mm

Nominal cover to all reinforcement (longer dimension) ch = 65 mm
Depth to tension steel
h' = h - ch - Ldia_try - Dtry/2 = 519 mm


Column width (smaller column dimension) b = 500 mm

Nominal cover to all reinforcement (shorter dimension) cb = 65 mm
Depth to tension steel
b' = b - cb - Ldia_try - Dtry/2 = 419 mm

Materials

Characteristic strength of reinforcement fy = 410 N/mm
2

Characteristic strength of concrete fcu = 35 N/mm
2

UNBRACED COLUMN DESIGN TO CL 3.8.4
Check on overall column dimensions


Unbraced column slenderness check

Unbraced column clear height lo = 1200 mm
Slenderness limit llimit = 60  b = 30000 mm
Slenderness limit llimit1 = 100  b
2
/ h = 41667 mm


Short column check for unbraced columns

Column clear height lo = 1200 mm



Column OK - h < 4b







Column slenderness limit OK
If column is unrestrained, slenderness limit OK
Effective height factor for unbraced columns - major axis x = 1.60

lex = x  lo = 1.920 m lex/h = 3.20


Effective height factor for unbraced columns - minor axis y = 1.60

ley = y  lo = 1.920 m ley/b = 3.84


Short column - axial load and nominal moment only
Ultimate loads



BS8110:Table 3.20


The unbraced column is short (major axis)


BS8110:Table 3.20


The unbraced column is short (minor axis)

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE P2
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Short column supporting an approximately symmetrical arrangement of beams.

Design ultimate axial load N = 90 kN

Design


Asc_req = max ((N - 0.35  fcu  h  b) / (f2ms  fy ), 0.4  h  b /100) = 1200 mm
2

from BS8110: Pt 1: eqn 29 where f2ms = 0.67
Provide 12 No. 16 dia bar(s) total steel in column
Asc_prov = Ascol = 2410 mm
2
Area in "tension" face Ast = Ascol /2 = 1205 mm
2


CHECK MIN AND MAX AREAS OF STEEL
Total area of concrete Aconc = b  h = 300000 mm
2

Area of steel (symmetrical) Ascol = 2410 mm
2

Minimum percentage of compression reinforcement; kc = 0.40 %
Minimum steel area Asc_min = kc  Aconc = 1200 mm
2

Maximum steel area As_max = 6 %  Aconc = 18000 mm
2











Area of compression steel provided OK

MAJOR AXIS SHEAR RESISTANCE OF CONCRETE COLUMNS - (CL 3.8.4.6)
Design ultimate shear force (major axis) Vx = 90 kN
Is a check required? (3.8.4.6)
Axial load N = 90.0 kN
Major axis moment; Mx = 0.0 kNm
e = Mx / N = 0.0 mm
elimit = 0.6  h = 360.0 mm
Actual shear stress vx = Vx / (b  h') = 0.3 N/mm
2

Allowable stress vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.733 N/mm
2



Define Containment Links Provided
Provide 8 dia links in 4s @ 150 centres














No shear check required
Link spacing sv = 150 mm Link diameter Ldia = 8 mm No of links in each group Ln = 4

MINIMUM CONTAINMENT STEEL (CL 3.12.7)
Shear steel Link spacing sv = 150 mm
Link diameter Ldia = 8 mm
Column steel Diameter Dcol = 16 mm

Min diameter Llimit = max( (6 mm), Dcol/4) = 6.0 mm


Max spacing slimit = 12  Dcol = 192.0 mm








Link diameter OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE P2
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


CHECK OF NOMINAL COVER - (BS8110:PT 1, TABLE 3.4)
Link spacing OK

Cover to tension reinforcement
cten = h - h' - Dcol / 2 = 73.0 mm
Nominal cover to links steel
cnom = cten - Ldia = 65.0 mm
Permissible minimum nominal cover to all reinforcement (Table 3.4)
cmin = 65 mm
Cover OK

DESIGN of PLINTH BEAMS
with 2.5m high block wall load

LOADING DETAILS
Beam Loads:
Load 1
Load 2
Self weight Dead load = 1.000;
UDL Dead load 14.0 kN/m
LOAD COMBINATIONS
Load combination 1
1.4Dead + 1.6Live
1.4Dead + 1.6Live
1.4Dead + 1.6Live
Span 1
Span 2
Span 3
CONTINUOUS BEAM ANALYSIS - RESULTS
Support Reactions - Combination Summary




CONCRETE BEAM ANALYSIS
Concrete beam dimensions:-
Beam width b = 200 mm
Beam depth h = 500 mm
Cross-section area A = b  h = 100000 mm
2


Major axis second moment of area Ixx = b  h
3
/ 12 = 2.0810
9
mm
4

fcu = 35 N/mm
2

E = 20 kN/mm
2
+ 200  fcu = 27.0 kN/mm
2


 = C.norm = 2400 kg/m
3



















Ref BS8110:1985:Pt 2 - Eq 17



14.000
Unfactored Loads

Self weight included



0.0

A


8500
1


8500
B 2
8400
C 3 D
CONTINUOUS BEAM ANALYSIS - INPUT
BEAM DETAILS
Number of spans = 3
Material Properties:
Modulus of elasticity = 27 kN/mm
2
Material density = 2400 kg/m
3

Support Conditions:

Support A Vertically "Restrained" Rotationally "Free"
Support B Vertically "Restrained" Rotationally "Free"
Support C Vertically "Restrained" Rotationally "Free"
Support D Vertically "Restrained" Rotationally "Free"
Span Definitions:
Span 1 Length = 8500 mm Cross-sectional area = 100000 mm
2
; Moment of inertia = 2.0810
9
mm
4

Span 2 Length = 8500 mm Cross-sectional area = 100000 mm
2
Moment of inertia = 2.0810
9
mm
4

Span 3 Length = 8400 mm Cross-sectional area = 100000 mm
2
Moment of inertia = 2.0810
9
mm
4


Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE _ BEAM DESIGN for Partition wall load
Sheet no./rev.
1 0
Calc. by
GSN
Date
2/6/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

LOADING DETAILS
Beam Loads:
Load 1
Load 2
Self weight Dead load = 1.000;
UDL Dead load 8.9 kN/m
LOAD COMBINATIONS
Load combination 1
1.4Dead + 1.6Live
1.4Dead + 1.6Live
1.4Dead + 1.6Live
Span 1
Span 2
Span 3
CONTINUOUS BEAM ANALYSIS - RESULTS
Support Reactions - Combination Summary


Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE BEAM DESIGN
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


CONCRETE BEAM ANALYSIS
Concrete beam dimensions:-
Beam width b = 300 mm
Beam depth h = 500 mm
Cross-section area A = b  h = 150000 mm
2


Major axis second moment of area Ixx = b  h
3
/ 12 = 3.1210
9
mm
4

fcu = 35 N/mm
2

E = 20 kN/mm
2
+ 200  fcu = 27.0 kN/mm
2


 = C.norm = 2400 kg/m
3



















Ref BS8110:1985:Pt 2 - Eq 17



8.900
Unfactored Loads

Self weight included



0.0

A


8500
1


8500
B 2
8400
C 3 D
CONTINUOUS BEAM ANALYSIS - INPUT
BEAM DETAILS
Number of spans = 3
Material Properties:
Modulus of elasticity = 27 kN/mm
2
Material density = 2400 kg/m
3

Support Conditions:

Support A Vertically "Restrained" Rotationally "Free"
Support B Vertically "Restrained" Rotationally "Free"
Support C Vertically "Restrained" Rotationally "Free"
Support D Vertically "Restrained" Rotationally "Free"
Span Definitions:
Span 1 Length = 8500 mm Cross-sectional area = 150000 mm
2
; Moment of inertia = 3.1310
9
mm
4

Span 2 Length = 8500 mm Cross-sectional area = 150000 mm
2
Moment of inertia = 3.1310
9
mm
4

Span 3 Length = 8400 mm Cross-sectional area = 150000 mm
2
Moment of inertia = 3.1310
9
mm
4

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE BEAM DESIGN
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Support A Max react = -59.1 kN Min react = -59.1 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Support B Max react = -163.1 kN Min react = -163.1 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Support C Max react = -161.4 kN Min react = -161.4 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Support D Max react = -58.4 kN Min react = -58.4 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Beam Max/Min results - Combination Summary
Maximum shear = 87.8 kN Minimum shear Fmin = -88.8 kN
Maximum moment = 100.4 kNm Minimum moment = -126.3 kNm
Maximum deflection = 7.4 mm Minimum deflection = -0.4 mm



-126.271 k Nm
Bending Moment Envelope
-126.3 -123.6

0.0 k Nm


100.372 k Nm




100.4


32.2




97.9
8500 8500 8400
A 1 B 2 C 3 D



87.803 k N



59.1
Shear Force Envelope
74.3
87.8

0.0 k N


-88.816 k N

-73.6
-88.8
-58.4
8500 8500 8400
A 1 B 2 C 3 D

RESULTS FOR COMBINATION 1

Load Envelope - Combination 1
17.403



0.0

A


8500
1


8500
B 2
8400
C 3 D
Beam Max/Min results - Combination 1 :
Maximum shear = 87.8 kN Minimum shear = -88.8 kN
Maximum moment = 100.4 kNm Minimum moment = -126.3 kNm
Maximum deflection = 7.4 mm Minimum deflection = -0.4 mm
Span Max/Min results - Combination 1 :
Span 1 Maximum shear = 59.1 kN at 0.000 m Minimum shear = -88.8 kN at 8.500 m

Maximum moment = 100.4 kNm at 3.396 m Minimum moment = -126.3 kNm at 8.500 m

Maximum deflection = 7.4 mm at 3.788 m Minimum deflection = 0.0 mm at 8.500 m
Span 2 Maximum shear = 74.3 kN at 0.000 m Minimum shear = -73.6 kN at 8.500 m
Maximum moment = 32.2 kNm at 4.268 m Minimum moment = -126.3 kNm at 0.000 m

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE BEAM DESIGN
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Maximum deflection = 0.6 mm at 4.279 m Minimum deflection = -0.4 mm at 0.928 m
Span 3 Maximum shear = 87.8 kN at 0.000 m Minimum shear = -58.4 kN at 8.400 m
Maximum moment = 97.9 kNm at 5.045 m Minimum moment = -123.6 kNm at 0.000 m
Maximum deflection = 7.0 mm at 4.658 m Minimum deflection = 0.0 mm at 0.000 m



-126.271 k Nm
Bending Moment - Combination 1
-126.3

-123.6

0.0 k Nm


100.372 k Nm




100.4


32.2




97.9
8500 8500 8400
A 1 B 2 C 3 D



87.803 k N
5
Shear Force - Combination 1
74.3

87.8

0.0 k N


-88.816 k N
4
-88.8
8500 8500 8400
A 1 B 2 C 3 D
Span Results - Span 1 - Combination

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
0.000 59.11

0.00 0.0
0.450 51.27

24.84 1.4
0.900 43.44

46.15 2.8
2.125 22.13

86.31 5.8
3.396 0.00

100.37 7.3
3.788 -6.82

99.04 7.4
4.250 -14.86

94.03 7.3
6.375 -51.84

23.17 4.1
7.600 -73.15

-53.38 1.4
8.050 -80.99

-88.07 0.6
8.500 -88.82

-126.27 0.0
Span Results - Span 2 - Combination

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
0.000 74.28

-126.27 0.0
0.450 66.45

-94.61 -0.3
0.900 58.61

-66.47 -0.4
0.928 58.12

-64.81 -0.4
2.125 37.30

-7.72 -0.1
4.250 0.32

32.24 0.6
4.268 0.00

32.24 0.6
4.279 -0.20

32.24 0.6
6.375 -36.66

-6.38 0.0
7.597 -57.92

-64.15 -0.4
9.1




-73.

-58.
6

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE BEAM DESIGN
Sheet no./rev.
4 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
8.050 -65.81

-92.21 -0.3
8.500 -73.64

-123.59 0.0
Span Results - Span 3 - Combination

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
0.000 87.80

-123.59 0.0
0.450 79.97

-85.84 0.6
0.900 72.14

-51.61 1.4
2.100 51.26

22.43 3.9
4.200 14.71

91.70 6.9
4.658 6.74

96.61 7.0
5.045 0.00

97.92 6.9
6.300 -21.83

84.22 5.5
7.500 -42.72

45.49 2.7
7.950 -50.55

24.51 1.4
8.400 -58.38

0.00 0.0



REINFORCED CONCRETE BEAM DESIGN (BS8110:PART 1:1997)
Beam details
Spans Nspan = 3
Fire resistance
Period of fire resistance required 1 hour
Concrete details
Concrete grade C35
Maximum aggregate size hagg = 20 mm
Reinforcement details
Characteristic strength of main reinforcement; fy = 410 N/mm
2

Type of reinforcement used Type 2
Characteristic strength of shear reinforcement; fyv = 410 N/mm
2

Nominal cover to reinforcement
Minimum cover required for fire resistance cfire = 20 mm
Nominal cover to top reinforcement ctop = 40 mm
Nominal cover to bottom reinforcement cbot = 65 mm
PASS - Nominal cover exceeds the requirements for fire resistance
Design section 1 - Support A
Span details
Span type Support A
Span length Ls1 = 8500 mm

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE BEAM DESIGN
Sheet no./rev.
5 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010






h



b

Section details
Section type Rectangular
Section width b = 300 mm
Section depth h = 500 mm
Shear stress in beam (cl 3.4.5.2)
Design shear force V = max(Fmax, Abs(Fmin)) = 59.105 kN
Design shear stress v = V / (b  d) = 0.475 N/mm
2

Allowable design shear stress vmax = min(0.8N/mm
2
 (fcu / 1 N/mm
2
), 5 N/mm
2
) = 4.733 N/mm
2

PASS - Design shear stress does not exceed allowable shear stress
From BS 8110:Part 1:1997 - Table 3.8
Design concrete shear stress vc_base = 0.653 N/mm
2

Enhanced shear strength of sections close to supports (cl 3.4.5.8)
Length of shear failure plane av = 0 mm
Design concrete shear stress vc = min(2  d  vc_base / av, vmax) = 4.733 N/mm
2

Shear reinforcement (cl 3.4.5.3)
From BS 8110:Part 1:1997 - Table 3.7 v < 0.5vc
Design shear resistance required vs = max(v - vc, 0.4 N/mm
2
) = 0.400 N/mm
2

Area of shear reinforcement required Asv_req = vs  b / (0.87  fyv) = 336 mm
2
/m
Shear reinforcement provided 2X8 legs @ 200 centres
Area of shear reinforcement provided Asv_prov = 503 mm
2
/m
PASS - Shear reinforcement is adequate
Check maximum spacing of links (cl 3.4.5.5)
Maximum spacing of links slimit = 0.75  d = 311 mm
PASS - Spacing of links does not exceed 0.75  d
Beam reinforcement summary
Design section 1 - Support A
Beam section Rectangular section 300 wide x 500 deep
Top reinforcement 2X25 (982 mm
2
)
Bottom reinforcement 2X25 (982 mm
2
)
Shear reinforcement; 2X8 legs @ 200 centres (503 mm
2
/m)

DESIGN of PLINTH BEAMS
with 3.5m high block wall load

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE _ BEAM DESIGN for Partition wall load
Sheet no./rev.
1 0
Calc. by
GSN
Date
2/6/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


CONCRETE BEAM ANALYSIS
Concrete beam dimensions:-
Beam width b = 200 mm
Beam depth h = 500 mm
Cross-section area A = b  h = 100000 mm
2


Major axis second moment of area Ixx = b  h
3
/ 12 = 2.0810
9
mm
4

fcu = 35 N/mm
2

E = 20 kN/mm
2
+ 200  fcu = 27.0 kN/mm
2


 = C.norm = 2400 kg/m
3



















Ref BS8110:1985:Pt 2 - Eq 17



14.000
Unfactored Loads

Self weight included



0.0

A


8500
1


8500
B 2
8400
C 3 D
CONTINUOUS BEAM ANALYSIS - INPUT
BEAM DETAILS
Number of spans = 3
Material Properties:
Modulus of elasticity = 27 kN/mm
2
Material density = 2400 kg/m
3

Support Conditions:

Support A Vertically "Restrained" Rotationally "Free"
Support B Vertically "Restrained" Rotationally "Free"
Support C Vertically "Restrained" Rotationally "Free"
Support D Vertically "Restrained" Rotationally "Free"
Span Definitions:
Span 1 Length = 8500 mm Cross-sectional area = 100000 mm
2
; Moment of inertia = 2.0810
9
mm
4

Span 2 Length = 8500 mm Cross-sectional area = 100000 mm
2
Moment of inertia = 2.0810
9
mm
4

Span 3 Length = 8400 mm Cross-sectional area = 100000 mm
2
Moment of inertia = 2.0810
9
mm
4

LOADING DETAILS
Beam Loads:
Load 1 Self weight Dead load = 1.000;
Load 2 UDL Dead load 14.0 kN/m
LOAD COMBINATIONS
Load combination 1
Span 1 1.4Dead + 1.6Live
Span 2 1.4Dead + 1.6Live
Span 3 1.4Dead + 1.6Live
CONTINUOUS BEAM ANALYSIS - RESULTS
Support Reactions - Combination Summary

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE _ BEAM DESIGN for Partition wall load
Sheet no./rev.
2 0
Calc. by
GSN
Date
2/6/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Support A Max react = -77.8 kN Min react = -77.8 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Support B Max react = -214.6 kN Min react = -214.6 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Support C Max react = -212.4 kN Min react = -212.4 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Support D Max react = -76.8 kN Min react = -76.8 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Beam Max/Min results - Combination Summary
Maximum shear = 115.5 kN Minimum shear Fmin = -116.8 kN
Maximum moment = 132.1 kNm Minimum moment = -166.1 kNm
Maximum deflection = 14.6 mm Minimum deflection = -0.8 mm



-166.123 k Nm
Bending Moment Envelope
-166.1 -162.6

0.0 k Nm


132.051 k Nm




132.1


42.4




128.8
8500 8500 8400
A 1 B 2 C 3 D



115.515 k N



77.8
Shear Force Envelope
97.7
115.5

0.0 k N


-116.848 k N

-96.9
-116.8
-76.8
8500 8500 8400
A 1 B 2 C 3 D

RESULTS FOR COMBINATION 1

Load Envelope - Combination 1
22.895



0.0

A


8500
1


8500
B 2
8400
C 3 D
Beam Max/Min results - Combination 1 :
Maximum shear = 115.5 kN Minimum shear = -116.8 kN
Maximum moment = 132.1 kNm Minimum moment = -166.1 kNm
Maximum deflection = 14.6 mm Minimum deflection = -0.8 mm
Span Max/Min results - Combination 1 :
Span 1 Maximum shear = 77.8 kN at 0.000 m Minimum shear = -116.8 kN at 8.500 m

Maximum moment = 132.1 kNm at 3.396 m Minimum moment = -166.1 kNm at 8.500 m

Maximum deflection = 14.6 mm at 3.788 m Minimum deflection = 0.0 mm at 8.500 m
Span 2 Maximum shear = 97.7 kN at 0.000 m Minimum shear = -96.9 kN at 8.500 m
Maximum moment = 42.4 kNm at 4.268 m Minimum moment = -166.1 kNm at 0.000 m

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE _ BEAM DESIGN for Partition wall load
Sheet no./rev.
3 0
Calc. by
GSN
Date
2/6/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Maximum deflection = 1.3 mm at 4.279 m Minimum deflection = -0.8 mm at 0.928 m
Span 3 Maximum shear = 115.5 kN at 0.000 m Minimum shear = -76.8 kN at 8.400 m
Maximum moment = 128.8 kNm at 5.045 m Minimum moment = -162.6 kNm at 0.000 m
Maximum deflection = 13.9 mm at 4.658 m Minimum deflection = 0.0 mm at 0.000 m



-166.123 k Nm
Bending Moment - Combination 1
-166.1

-162.6

0.0 k Nm


132.051 k Nm




132.1


42.4




128.8
8500 8500 8400
A 1 B 2 C 3 D



115.515 k N
7
Shear Force - Combination 1
97.7

115.5

0.0 k N


-116.848 k N
8
-116.8
8500 8500 8400
A 1 B 2 C 3 D
Span Results - Span 1 - Combination

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
0.000 77.76

0.00 0.0
0.450 67.46

32.67 2.8
0.900 57.15

60.71 5.5
2.125 29.11

113.55 11.4
3.396 0.00

132.05 14.4
3.788 -8.97

130.29 14.6
4.250 -19.54

123.71 14.3
6.375 -68.20

30.49 8.0
7.600 -96.24

-70.23 2.8
8.050 -106.55

-115.86 1.2
8.500 -116.85

-166.12 0.0
Span Results - Span 2 - Combination

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
0.000 97.72

-166.12 0.0
0.450 87.42

-124.47 -0.6
0.900 77.11

-87.45 -0.8
0.928 76.46

-85.27 -0.8
2.125 49.07

-10.16 -0.1
4.250 0.42

42.41 1.3
4.268 0.00

42.42 1.3
4.279 -0.26

42.42 1.3
6.375 -48.24

-8.40 0.0
7.597 -76.20

-84.40 -0.8
7.8




-96.

-76.
9

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE _ BEAM DESIGN for Partition wall load
Sheet no./rev.
4 0
Calc. by
GSN
Date
2/6/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
8.050 -86.59

-121.31 -0.6
8.500 -96.89

-162.59 0.0
Span Results - Span 3 - Combination

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
0.000 115.52

-162.59 0.0
0.450 105.21

-112.93 1.1
0.900 94.91

-67.90 2.7
2.100 67.44

29.51 7.6
4.200 19.36

120.64 13.6
4.658 8.87

127.10 13.9
5.045 0.00

128.82 13.7
6.300 -28.72

110.80 10.8
7.500 -56.20

59.85 5.2
7.950 -66.50

32.24 2.7
8.400 -76.80

0.00 0.0



REINFORCED CONCRETE BEAM DESIGN (BS8110:PART 1:1997)
Beam details
Spans Nspan = 3
Fire resistance
Period of fire resistance required 1 hour
Concrete details
Concrete grade C35
Maximum aggregate size hagg = 20 mm
Reinforcement details
Characteristic strength of main reinforcement; fy = 410 N/mm
2

Type of reinforcement used Type 2
Characteristic strength of shear reinforcement; fyv = 410 N/mm
2

Nominal cover to reinforcement
Minimum cover required for fire resistance cfire = 20 mm
Nominal cover to top reinforcement ctop = 40 mm
Nominal cover to bottom reinforcement cbot = 65 mm
PASS - Nominal cover exceeds the requirements for fire resistance
Design section 1 - Support A
Span details
Span type Support A
Span length Ls1 = 8500 mm

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
WARE HOUSE _ BEAM DESIGN for Partition wall load
Sheet no./rev.
5 0
Calc. by
GSN
Date
2/6/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010






h



b

Section details
Section type Rectangular
Section width b = 300 mm
Section depth h = 500 mm
Shear stress in beam (cl 3.4.5.2)
Design shear force V = max(Fmax, Abs(Fmin)) = 77.760 kN
Design shear stress v = V / (b  d) = 0.625 N/mm
2

Allowable design shear stress vmax = min(0.8N/mm
2
 (fcu / 1 N/mm
2
), 5 N/mm
2
) = 4.733 N/mm
2

PASS - Design shear stress does not exceed allowable shear stress
From BS 8110:Part 1:1997 - Table 3.8
Design concrete shear stress vc_base = 0.653 N/mm
2

Enhanced shear strength of sections close to supports (cl 3.4.5.8)
Length of shear failure plane av = 0 mm
Design concrete shear stress vc = min(2  d  vc_base / av, vmax) = 4.733 N/mm
2

Shear reinforcement (cl 3.4.5.3)
From BS 8110:Part 1:1997 - Table 3.7; v < 0.5vc
Design shear resistance required vs = max(v - vc, 0.4 N/mm
2
) = 0.400 N/mm
2

Area of shear reinforcement required Asv_req = vs  b / (0.87  fyv) = 336 mm
2
/m
Shear reinforcement provided 2X8 legs @ 200 centres
Area of shear reinforcement provided Asv_prov = 503 mm
2
/m
PASS - Shear reinforcement is adequate
Check maximum spacing of links (cl 3.4.5.5)
Maximum spacing of links slimit = 0.75  d = 311 mm
PASS - Spacing of links does not exceed 0.75  d
Beam reinforcement summary
Design section 1 - Support A
Beam section Rectangular section 300 wide x 500 deep
Top reinforcement 2X25 (982 mm
2
)
Bottom reinforcement 2X25 (982 mm
2
)
Shear reinforcement; 2X8 legs @ 200 centres (503 mm
2
/m)

DESIGN OF OIL DRUM STORAGE

DESIGN OF FOOTINGS

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE FOOTING F1
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


b
cx



D
s

d
x D
b


P
ult
bbx

Square pad base
(y axis into page)

PAD BASE DESIGN (BS8110) SQUARE PAD BASE SIZE - ISOLATED BASES (AXIAL LOAD ONLY)
Column details

Length of loaded area bcx = 600 mm
Breadth of loaded area bcy = 400 mm
Load details

Unfactored column axial load Fc_u = 60 kN

Details of soil above base

Depth of soil above base Ds = 1200 mm
Density of soil above base soil = 1800 kg/m
3

Self weight of soil above base psself = soil  gacc  Ds = 21.2 kN/m
2

Base details

Depth of base Db = 400 mm
Density of base base = 2400 kg/m
3

Base self weight pbself = base  gacc  Db = 9.4 kN/m
2

Materials

Characteristic strength of tension reinforcement fy = 410 N/mm
2

Characteristic concrete strength fcu = 35 N/mm
2

Details of soil under base

The assumed total allowable bearing pressure ptot = 150 kN/m
2

Allowable net bearing pressure pnet = ptot - (pbself + psself) = 119 kN/m
2

Base size

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE FOOTING F1
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

b
b

Base size reqd Lbreq = (Fc_u / pnet) = 0.709 m

Say base size Lb = 1.800 m
Base area OK

SQUARE PAD BASE DESIGN FORCES - ISOLATED BASES (AXIAL LOAD ONLY)
Base details
Depth of base Db = 400 mm
Cover to tension reinforcement; cb = 65 mm
Trial bar diameter Dtry_x = 16 mm
Depth to X tension bars from compression face
dx = Db - cb - Dtry_x/2 = 327 mm
Trial bar diameter Dtry_y = 16 mm
Depth to Y tension bars from compression face
dy = Db - cb - Dtry_x - Dtry_y/2 = 311 mm
Design forces
Total column load on pad base (ultimate)
Column ultimate axial load Fc_f = 90 kN
Actual soil pressure under base
Ultimate design bearing pressure pult = Fc_f / L
2
= 28 kN/m
2

Assume the base is a cantilevered slab with uniform load pult per m
2

Ultimate moment at column face
Mx = pult  (Lb/2 - bcx/2)
2
/2 = 5.0 kNm/m
My = pult  (Lb/2 - bcy/2)
2
/2 = 6.8 kNm/m
Ultimate shear forces at column face
Vx = pult  (Lb/2 - bcx/2) = 16.7 kN/m
Vy = pult  (Lb/2 - bcy/2) = 19.4 kN/m
Ultimate shear at 1d from column face


V1dx = pult  (Lb/2 - bcx/2 - dx) = 7.6 kN/m
V1dy = pult  (Lb/2 - bcy/2 - dx) = 10.4 kN/m




















Area within base - OK
Punching shear at 1.5d


Vp = pult  (L
2
- ((3dx+bcx)(3dx+bcy))) = 29.4 kN
Perimeter at 1.5d u = 2  ( bcx + bcy + 6  dx ) = 5.924 m
Note - it is assumed that edge distances permit this to be a valid failure mechanism
Base reinforcement - along X axis
Depth to tension steel along X axis dx = 327 mm

Area within base - OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE FOOTING F1
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x
y

Ultimate moment at column face Mx = 5.0 kNm/m
Area of reinforcement required
Kx = abs(Mx) / ( d
2
 fcu ) = 0.001
K' = 0.156

Compression steel not
required

Pad Base requiring X tension steel only - bars
zx = min (( 0.95  dx),(dx(0.5+0.25-Kx/0.9)))) = 311 mm
Neutral axis depth xx = (dx - zx) / 0.45 = 36 mm
Area of tension steel required

Asx_req = abs(Mx) / (1/ms  fy  zx) = 45 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asx_prov = Asx = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 400 mm

Total area of concrete per metre width Ac = Db = 400000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 520 mm
2
/m
Ast_max = 4 %  Ac = 16000 mm
2
/m


Check of nominal cover
Effective depth to bottom outer tension reinforcement dx = 327.0 mm
Cover to outer tension reinforcement
cten = Db - dx - Dx / 2 = 65.0 mm

Permissible minimum nominal cover to all reinforcement (Table 3.4)

cmin = 65 mm


Base reinforcement - along Y axis
Depth to tension steel along Y axis dy = 311 mm
Ultimate moment at column face My = 6.8 kNm/m
Area of reinforcement required
Ky = abs(My) / ( d
2
 fcu ) = 0.002
K' = 0.156





Area of tension steel provided sufficient










Area of tension steel provided OK










Cover over outer steel OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE FOOTING F1
Sheet no./rev.
4 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio

Compression steel not
required

Pad Base requiring Y tension steel only - bars
zy = min (( 0.95  dy),(dy(0.5+0.25-Ky/0.9)))) = 295 mm
Neutral axis depth xy = (dy - zy) / 0.45 = 35 mm
Area of tension steel required

Asy_req = abs(My) / (1/ms  fy  zy) = 65 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asy_prov = Asy = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 400 mm

Total area of concrete per metre width Ac = Db = 400000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 520 mm
2
/m
Ast_max = 4 %  Ac = 16000 mm
2
/m





Area of tension steel provided sufficient










Area of tension steel provided OK

SHEAR RESISTANCE OF CONCRETE PAD BASE - X AXIS (CL 3.5.5)
Depth to tension steel dx = 327 mm
Area of X axis tension reinforcement provided (per m width of slab) Asx_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vx = 17 kN/m
at 1d from the column face V1dx = 8 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vx = Vx / dx = 0.05 N/mm
2

v1dx = V1dx / dx = 0.02 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcx = 0.79 N/mm
2
 min(3,100  Asx_prov / dx)
1/3
 max(1,(400 mm) / dx)
1/4
/ 1.25  f
1/3




















Shear stress - OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE FOOTING F1
Sheet no./rev.
5 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio

vcx = 0.50 N/mm
2

Applied shear stresses
v1dx = 0.02 N/mm
2






No shear reinforcement required

SHEAR RESISTANCE OF CONCRETE PAD BASE - Y AXIS (CL 3.5.5)
Depth to tension steel dy = 311 mm
Area of Y axis tension reinforcement provided (per m width of slab) Asy_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vy = 19 kN/m
at 1d from the column face V1dy = 10 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vy = Vy / dy = 0.06 N/mm
2

v1dy = V1dy / dy = 0.03 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcy = 0.79 N/mm
2
 min(3,100  Asy_prov / dy)
1/3
 max(1,(400 mm) / dy)
1/4
/ 1.25  f
1/3

vcy = 0.52 N/mm
2

Applied shear stress
v1dy = 0.03 N/mm
2




















Shear stress - OK
No shear reinforcement required

PUNCHING SHEAR AT CONCENTRATED LOADS (CL 3.7.7)
Tension steel resisting bending

Total length of outer perimeter at 1.5d from loaded area u = 5924 mm
Depth to outer steel dx = 327 mm
Depth to inner steel dy = 311 mm

Average depth to "tension" steel dav = (dx + dy)/2 = 319.0 mm

Area of outer steel per m effective through the perimeter Asx_prov = 1010 mm
2
/m
Area of inner steel per m effective through the perimeter Asy_prov = 1010 mm
2
/m
Max shear effective across either perimeter under consideration Vp = 29 kN
Characteristic strength of concrete fcu = 35 N/mm
2

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE FOOTING F1
Sheet no./rev.
6 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio

Shear stresses to clause 3.7.7.4
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400

vcp = 0.79 N/mm
2
 min(3,100((bcy+3dav)Asx_prov+( bcx+3dav)Asy_prov) /( bcx+ bcy+6dav)/dav)
1/3

max(1,(400 mm) / dav)
1/4
/ 1.25  f
1/3


vcp = 0.510 N/mm
2

Applied shear stress

Stress around perimeter vp = Vp / (u  dav) = 0.016 N/mm
2

No shear reinforcement required

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE FOOTING F2
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

F


Punching area



1.5d



Y





b
cx



=
d
x

b
cy
L
by
= p
1

M
V D
s

e
x

b


p
2
L
2d1
X
L
x1
L
L
c1
L
c2
L
bx

Rectangular Pad Base
(all base in contact with soil)
2d2

PAD BASE DESIGN (BS8110) RECTANGULAR PAD BASE SIZE – ISOLATED BASES (AXIAL SHEAR AND UNIAXIAL
BENDING)
Column details

Length of loaded area (along X axis) bcx = 600 mm
Breadth of loaded area (along Y axis) bcy = 400 mm
Loading details

Unfactored column axial load Fc_u = 60 kN
Unfactored column moment Mc_u = 0 kNm
Unfactored column shear force Vc_u = 80 kN
Base details

Length of base (along X axis) Lbx = 2200 mm
Breadth of base (along Y axis) Lby = 2200 mm
Depth of base Db = 400 mm
Offset of column from base centre line (along X axis) Lx1 = 0 mm

Details of soil above base

Depth of soil above base Ds = 1200 mm
Density of soil above base soil = 1800 kg/m
3

Self weight of soil above base psself = soil  gacc  Ds = 21.2 kN/m
2

Base self weight

Density of base base = 2400 kg/m
3

Base self weight pbself = base  gacc  Db = 9.4 kN/m
2

Materials

Characteristic strength of tension reinforcement fy = 410 N/mm
2

D

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE FOOTING F2
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Characteristic concrete strength fcu = 35 N/mm
2

Details of soil under base
The assumed total allowable bearing pressure ptot = 150 kN/m
2

Allowable net bearing pressure pnet = ptot - (pbself + psself) = 119 kN/m
2

Check of soil bearing pressures

Total vertical load Wtot = Fc_u + (pbself + psself)  Lbx  Lby = 208.1 kN
Taking moments about the centre of the base (bottom face) gives the net eccentricity of load:-
ex = (Fc_u  Lx1 + Mc_u + Vc_u  Db ) / Wtot = 0.154 m
elimit = Lbx / 6 = 0.367 m
Eccentricity within middle third of base

RECTANGULAR PAD BASE SOIL PRESSURES
Determine soil pressures under base - inside middle 3 rd

p1 = Wtot / (Lbx  Lby)  ( 1 - 6  ex / Lbx ) = 25.0 kN/m
2

p2 = Wtot / (Lbx  Lby)  ( 1 + 6  ex / Lbx ) = 61.0 kN/m
2

pmax = max( p1 , p2 ) = 61.0 kN/m
2

Check of soil pressures
Total allowable bearing pressure ptot = 150.0 kN/m
2

Total allowable soil bearing pressure OK

RECTANGULAR PAD BASE DESIGN FORCES
Total column load on pad base (ultimate)
Column ultimate axial load Fc_f = 90 kN
Column ultimate moment Mc_f = 0 kNm
Column ultimate shear force Vc_f = 120 kN

Total vertical load Wtot_ult = Fc_f + 1.4  (pbself + psself)  Lbx  Lby = 297.3 kN
Taking moments about the centre of the base (bottom face) gives the net eccentricity of load:-
exult = (Fc_f  Lx1 + Mc_f + Vc_f  Db ) / Wtot_ult = 0.161 m
elimit = Lbx / 6 = 0.367 m


Depth to tension steel

Base details

Depth of base Db = 400 mm

Cover to tension reinforcement cb = 65 mm
Trial bar diameter Dtry_x = 16 mm

Eccentricity within middle third of base

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE FOOTING F2
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x_c1 x_c1

Depth to X tension bars from compression face
dx = Db - cb - Dtry_x/2 = 327 mm
Trial bar diameter; Dtry_y = 16 mm

Depth to Y tension bars from compression face
dy = Db - cb - Dtry_x - Dtry_y/2 = 311 mm
Determine ultimate soil pressures under base - eccentricity inside middle third
Assume the base is a cantilevered slab spanning along the x and y axis independently. Remove self weight of base and soil
since they induce bending and shear in the base
Ultimate base pressures inducing bending and shear
p1_ult = Wtot_ult / (Lbx  Lby)  ( 1 - 6  exult / Lbx ) - 1.4  (psself + pbself) = -8.5 kN/m
2

p2_ult = Wtot_ult / (Lbx  Lby)  ( 1 + 6  exult / Lbx ) - 1.4  (psself + pbself) = 45.6 kN/m
2

Ultimate moments at column face
positions Lx_c1 = Lbx / 2 + Lx1 - bcx/2 = 0.800 m
Lx_c2 = Lbx / 2 + Lx1 + bcx/2 = 1.400 m
pressure; pc1_ult = p1_ult + (p2_ult - p1_ult)  Lx_c1 / Lbx = 11.2 kN/m
2

pc2_ult = p1_ult + (p2_ult - p1_ult)  Lx_c2 / Lbx = 26.0 kN/m
2

Mx1 = p1_ult  L
2
/ 2 + (pc1_ult - p1_ult )  L
2
/6 = -0.6 kNm/m
Mx2 = pc2_ult  (Lbx - Lx_c2)
2
/ 2 + (p2_ult - pc2_ult )  (Lbx - Lx_c2 )
2
/ 3 = 12.5 kNm/m
Mx = max( Mx1 , Mx2 ) = 12.5 kNm/m
My = (p2_ult + p1_ult ) / 2  ((Lby - bcy) / 2)
2
/ 2 = 7.5 kNm/m
Ultimate shear force at column face
Vx1 = p1_ult  Lx_c1 + (pc1_ult - p1_ult )  Lx_c1 / 2 = 1.1 kN/m
Vx2 = pc2_ult  (Lbx - Lx_c2) + (p2_ult - pc2_ult )  (Lbx - Lx_c2 )/ 2 = 28.6 kN/m
Vx = max( Vx1 , Vx2 ) = 28.6 kN/m
Vy = (p2_ult + p1_ult ) / 2  (Lby - bcy) /2 = 16.7 kN/m
Ultimate shear force at 1d from column face
positions Lx_1d1 = Lbx / 2 + Lx1 - bcx/2 - dx = 0.473 m
Lx_1d2 = Lbx / 2 + Lx1 + bcx/2 + dx = 1.727 m
Area within base - OK
pressures p1d1_ult = p1_ult + (p2_ult - p1_ult)  Lx_1d1 / Lbx = 3.2 kN/m
2
p1d2_ult = p1_ult + (p2_ult - p1_ult)  Lx_1d2 / Lbx = 34.0 kN/m
2
V1d1 = (p1d1_ult + p1_ult )/2  Lx_1d1 = -1.2 kN/m
V1d2 = (p1d2_ult + p2_ult )/2  (Lbx - Lx_1d2 ) = 18.8 kN/m


shears V1dx = max( V1d1 , V1d2) = 18.8 kN/m
V1dy = (p2_ult + p1_ult ) / 2  ((Lby - bcy) / 2 - dx) = 10.7 kN/m

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE FOOTING F2
Sheet no./rev.
4 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x

Punching shear at 1.5d
positions Lx_1.5d1 = Lbx / 2 + Lx1 - bcx/2 - 1.5  dx = 0.310 m
Lx_1.5d2 = Lbx / 2 + Lx1 + bcx/2 + 1.5  dx = 1.891 m

pressures p1.5d1_ult = p1_ult + (p2_ult - p1_ult)  Lx_1.5d1 / Lbx = -0.8 kN/m
2
p1.5d2_ult = p1_ult + (p2_ult - p1_ult)  Lx_1.5d2 / Lbx = 38.0 kN/m
2






Area within base - OK
punching shear
Vp = (p1_ult+p2_ult)/2  LbxLby - [(p1.5d1_ult+p1.5d2_ult )/2  (3dx+bcx)(3dx+bcy)]
Vp = 49.4 kN
Perimeter at 1.5d u = 2  ( bcx + bcy + 6  dx ) = 5.924 m
Note - it is assumed that edge distances permit this to be a valid failure mechanism
Base reinforcement - along X axis
Depth to tension steel along X axis dx = 327 mm
Ultimate moment at column face; Mx = 12.5 kNm/m
Area of reinforcement required
Kx = abs(Mx) / ( d
2
 fcu ) = 0.003
K' = 0.156

Compression steel not
required

Pad Base requiring X tension steel only - bars
zx = min (( 0.95  dx),(dx(0.5+0.25-Kx/0.9)))) = 311 mm
Neutral axis depth xx = (dx - zx) / 0.45 = 36 mm
Area of tension steel required

Asx_req = abs(Mx) / (1/ms  fy  zx) = 113 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asx_prov = Asx = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 400 mm

Total area of concrete per metre width Ac = Db = 400000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 520 mm
2
/m
Ast_max = 4 %  Ac = 16000 mm
2
/m


Check of nominal cover





Area of tension steel provided sufficient










Area of tension steel provided OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE FOOTING F2
Sheet no./rev.
5 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

y

Effective depth to bottom outer tension reinforcement dx = 327.0 mm
Cover to outer tension reinforcement
cten = Db - dx - Dx / 2 = 65.0 mm

Permissible minimum nominal cover to all reinforcement (Table 3.4)

cmin = 65 mm


Base reinforcement - along Y axis
Depth to tension steel along Y axis dy = 311 mm
Ultimate moment at column face My = 7.5 kNm/m
Area of reinforcement required
Ky = abs(My) / ( d
2
 fcu ) = 0.002
K' = 0.156








Cover over outer steel OK

Compression steel not
required

Pad Base requiring Y tension steel only - bars
zy = min (( 0.95  dy),(dy(0.5+0.25-Ky/0.9)))) = 295 mm
Neutral axis depth xy = (dy - zy) / 0.45 = 35 mm
Area of tension steel required

Asy_req = abs(My) / (1/ms  fy  zy) = 71 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asy_prov = Asy = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 400 mm

Total area of concrete per metre width Ac = Db = 400000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 520 mm
2
/m
Ast_max = 4 %  Ac = 16000 mm
2
/m





Area of tension steel provided sufficient










Area of tension steel provided OK

SHEAR RESISTANCE OF CONCRETE PAD BASE - X AXIS (CL 3.5.5)
Depth to tension steel dx = 327 mm
Area of X axis tension reinforcement provided (per m width of slab) Asx_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vx = 29 kN/m

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE FOOTING F2
Sheet no./rev.
6 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio
cu_ratio

at 1d from the column face V1dx = 19 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vx = Vx / dx = 0.09 N/mm
2

v1dx = V1dx / dx = 0.06 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcx = 0.79 N/mm
2
 min(3,100  Asx_prov / dx)
1/3
 max(1,(400 mm) / dx)
1/4
/ 1.25  f
1/3

vcx = 0.50 N/mm
2

Applied shear stresses
v1dx = 0.06 N/mm
2












Shear stress - OK
No shear reinforcement required

SHEAR RESISTANCE OF CONCRETE PAD BASE - Y AXIS (CL 3.5.5)
Depth to tension steel dy = 311 mm
Area of Y axis tension reinforcement provided (per m width of slab) Asy_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vy = 17 kN/m
at 1d from the column face V1dy = 11 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vy = Vy / dy = 0.05 N/mm
2

v1dy = V1dy / dy = 0.03 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcy = 0.79 N/mm
2
 min(3,100  Asy_prov / dy)
1/3
 max(1,(400 mm) / dy)
1/4
/ 1.25  f
1/3

vcy = 0.52 N/mm
2

Applied shear stress
v1dy = 0.03 N/mm
2




















Shear stress - OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE FOOTING F2
Sheet no./rev.
7 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio

No shear reinforcement required

PUNCHING SHEAR AT CONCENTRATED LOADS (CL 3.7.7)
Tension steel resisting bending

Total length of outer perimeter at 1.5d from loaded area u = 5924 mm
Depth to outer steel dx = 327 mm
Depth to inner steel dy = 311 mm

Average depth to "tension" steel dav = (dx + dy)/2 = 319.0 mm

Area of outer steel per m effective through the perimeter Asx_prov = 1010 mm
2
/m
Area of inner steel per m effective through the perimeter Asy_prov = 1010 mm
2
/m
Max shear effective across either perimeter under consideration Vp = 49 kN
Characteristic strength of concrete fcu = 35 N/mm
2

Shear stresses to clause 3.7.7.4
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400

vcp = 0.79 N/mm
2
 min(3,100((bcy+3dav)Asx_prov+( bcx+3dav)Asy_prov) /( bcx+ bcy+6dav)/dav)
1/3

max(1,(400 mm) / dav)
1/4
/ 1.25  f
1/3


vcp = 0.510 N/mm
2

Applied shear stress

Stress around perimeter vp = Vp / (u  dav) = 0.026 N/mm
2

No shear reinforcement required

DESIGN OF PEDESTAL

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE PEDESTAL P1
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


RC COLUMN DESIGN (BS8110) COLUMN DESIGN TO CL 3.8.4.3

COLUMN DEFINITION
Column depth (larger column dimension) h = 600 mm

Nominal cover to all reinforcement (longer dimension) ch = 65 mm
Depth to tension steel
h' = h - ch - Ldia_try - Dtry/2 = 519 mm


Column width (smaller column dimension) b = 400 mm

Nominal cover to all reinforcement (shorter dimension) cb = 65 mm
Depth to tension steel
b' = b - cb - Ldia_try - Dtry/2 = 319 mm

Materials

Characteristic strength of reinforcement fy = 410 N/mm
2

Characteristic strength of concrete fcu = 35 N/mm
2

UNBRACED COLUMN DESIGN TO CL 3.8.4
Check on overall column dimensions


Unbraced column slenderness check

Unbraced column clear height lo = 1200 mm
Slenderness limit llimit = 60  b = 24000 mm
Slenderness limit llimit1 = 100  b
2
/ h = 26667 mm


Short column check for unbraced columns

Column clear height lo = 1200 mm



Column OK - h < 4b







Column slenderness limit OK
If column is unrestrained, slenderness limit OK
Effective height factor for unbraced columns - major axis x = 1.60

lex = x  lo = 1.920 m lex/h = 3.20


Effective height factor for unbraced columns - minor axis y = 1.60

ley = y  lo = 1.920 m ley/b = 4.80


Short column - axial load and nominal moment only
Ultimate loads



BS8110:Table 3.20


The unbraced column is short (major axis)


BS8110:Table 3.20


The unbraced column is short (minor axis)

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE PEDESTAL P1
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Short column supporting an approximately symmetrical arrangement of beams.

Design ultimate axial load N = 90 kN

Design


Asc_req = max ((N - 0.35  fcu  h  b) / (f2ms  fy ), 0.4  h  b /100) = 960 mm
2

from BS8110: Pt 1: eqn 29 where f2ms = 0.67
Provide 12 No. 16 dia bar(s) total steel in column
Asc_prov = Ascol = 2410 mm
2
Area in "tension" face Ast = Ascol /2 = 1205 mm
2


CHECK MIN AND MAX AREAS OF STEEL
Total area of concrete Aconc = b  h = 240000 mm
2

Area of steel (symmetrical) Ascol = 2410 mm
2

Minimum percentage of compression reinforcement; kc = 0.40 %
Minimum steel area Asc_min = kc  Aconc = 960 mm
2

Maximum steel area As_max = 6 %  Aconc = 14400 mm
2



Define Containment Links Provided
Provide 8 dia links in 4s @ 150 centres










Area of compression steel provided OK
Link spacing sv = 150 mm Link diameter Ldia = 8 mm No of links in each group Ln = 4

MINIMUM CONTAINMENT STEEL (CL 3.12.7)
Shear steel Link spacing sv = 150 mm
Link diameter Ldia = 8 mm
Column steel Diameter Dcol = 16 mm

Min diameter Llimit = max( (6 mm), Dcol/4) = 6.0 mm


Max spacing slimit = 12  Dcol = 192.0 mm


CHECK OF NOMINAL COVER - (BS8110:PT 1, TABLE 3.4)








Link diameter OK


Link spacing OK

Cover to tension reinforcement
cten = h - h' - Dcol / 2 = 73.0 mm
Nominal cover to links steel
cnom = cten - Ldia = 65.0 mm
Permissible minimum nominal cover to all reinforcement (Table 3.4)
cmin = 65 mm
Cover OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE PEDESTAL P2
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


RC COLUMN DESIGN (BS8110) COLUMN DESIGN TO CL 3.8.4.3

COLUMN DEFINITION
Column depth (larger column dimension) h = 600 mm

Nominal cover to all reinforcement (longer dimension) ch = 65 mm
Depth to tension steel
h' = h - ch - Ldia_try - Dtry/2 = 519 mm


Column width (smaller column dimension) b = 500 mm

Nominal cover to all reinforcement (shorter dimension) cb = 65 mm
Depth to tension steel
b' = b - cb - Ldia_try - Dtry/2 = 419 mm

Materials

Characteristic strength of reinforcement fy = 410 N/mm
2

Characteristic strength of concrete fcu = 35 N/mm
2

UNBRACED COLUMN DESIGN TO CL 3.8.4
Check on overall column dimensions


Unbraced column slenderness check

Unbraced column clear height lo = 1200 mm
Slenderness limit llimit = 60  b = 30000 mm
Slenderness limit llimit1 = 100  b
2
/ h = 41667 mm


Short column check for unbraced columns

Column clear height lo = 1200 mm



Column OK - h < 4b







Column slenderness limit OK
If column is unrestrained, slenderness limit OK
Effective height factor for unbraced columns - major axis x = 1.60

lex = x  lo = 1.920 m lex/h = 3.20


Effective height factor for unbraced columns - minor axis y = 1.60

ley = y  lo = 1.920 m ley/b = 3.84


Short column - axial load and nominal moment only
Ultimate loads



BS8110:Table 3.20


The unbraced column is short (major axis)


BS8110:Table 3.20


The unbraced column is short (minor axis)

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE PEDESTAL P2
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Short column supporting an approximately symmetrical arrangement of beams.

Design ultimate axial load N = 90 kN

Design


Asc_req = max ((N - 0.35  fcu  h  b) / (f2ms  fy ), 0.4  h  b /100) = 1200 mm
2

from BS8110: Pt 1: eqn 29 where f2ms = 0.67
Provide 12 No. 16 dia bar(s) total steel in column
Asc_prov = Ascol = 2410 mm
2
Area in "tension" face Ast = Ascol /2 = 1205 mm
2


CHECK MIN AND MAX AREAS OF STEEL
Total area of concrete Aconc = b  h = 300000 mm
2

Area of steel (symmetrical) Ascol = 2410 mm
2

Minimum percentage of compression reinforcement; kc = 0.40 %
Minimum steel area Asc_min = kc  Aconc = 1200 mm
2

Maximum steel area As_max = 6 %  Aconc = 18000 mm
2











Area of compression steel provided OK

MAJOR AXIS SHEAR RESISTANCE OF CONCRETE COLUMNS - (CL 3.8.4.6)
Design ultimate shear force (major axis) Vx = 90 kN
Is a check required? (3.8.4.6)
Axial load N = 90.0 kN
Major axis moment; Mx = 0.0 kNm
e = Mx / N = 0.0 mm
elimit = 0.6  h = 360.0 mm
Actual shear stress vx = Vx / (b  h') = 0.3 N/mm
2

Allowable stress vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.733 N/mm
2



Define Containment Links Provided
Provide 8 dia links in 4s @ 150 centres














No shear check required
Link spacing sv = 150 mm Link diameter Ldia = 8 mm No of links in each group Ln = 4

MINIMUM CONTAINMENT STEEL (CL 3.12.7)
Shear steel Link spacing sv = 150 mm
Link diameter Ldia = 8 mm
Column steel Diameter Dcol = 16 mm

Min diameter Llimit = max( (6 mm), Dcol/4) = 6.0 mm


Max spacing slimit = 12  Dcol = 192.0 mm








Link diameter OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE PEDESTAL P2
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


CHECK OF NOMINAL COVER - (BS8110:PT 1, TABLE 3.4)
Link spacing OK

Cover to tension reinforcement
cten = h - h' - Dcol / 2 = 73.0 mm
Nominal cover to links steel
cnom = cten - Ldia = 65.0 mm
Permissible minimum nominal cover to all reinforcement (Table 3.4)
cmin = 65 mm
Cover OK

DESIGN of PLINTH BEAMS

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE PLINTH BEAM
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


CONCRETE BEAM ANALYSIS
Concrete beam dimensions:-
Beam width b = 300 mm
Beam depth h = 500 mm
Cross-section area A = b  h = 150000 mm
2


Major axis second moment of area Ixx = b  h
3
/ 12 = 3.1210
9
mm
4

fcu = 35 N/mm
2

E = 20 kN/mm
2
+ 200  fcu = 27.0 kN/mm
2


 = C.norm = 2400 kg/m
3



















Ref BS8110:1985:Pt 2 - Eq 17



8.900
Unfactored Loads

Self weight included



0.0

A


8500
1


8500
B 2
8400
C 3 D
CONTINUOUS BEAM ANALYSIS - INPUT
BEAM DETAILS
Number of spans = 3
Material Properties:
Modulus of elasticity = 27 kN/mm
2
Material density = 2400 kg/m
3

Support Conditions:

Support A Vertically "Restrained" Rotationally "Free"
Support B Vertically "Restrained" Rotationally "Free"
Support C Vertically "Restrained" Rotationally "Free"
Support D Vertically "Restrained" Rotationally "Free"
Span Definitions:
Span 1 Length = 8500 mm Cross-sectional area = 150000 mm
2
; Moment of inertia = 3.1310
9
mm
4

Span 2 Length = 8500 mm Cross-sectional area = 150000 mm
2
Moment of inertia = 3.1310
9
mm
4

Span 3 Length = 8400 mm Cross-sectional area = 150000 mm
2
Moment of inertia = 3.1310
9
mm
4

LOADING DETAILS
Beam Loads:
Load 1 Self weight Dead load = 1.000;
Load 2 UDL Dead load 8.9 kN/m
LOAD COMBINATIONS
Load combination 1
Span 1 1.4Dead + 1.6Live
Span 2 1.4Dead + 1.6Live
Span 3 1.4Dead + 1.6Live
CONTINUOUS BEAM ANALYSIS - RESULTS
Support Reactions - Combination Summary

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE PLINTH BEAM
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Support A Max react = -59.1 kN Min react = -59.1 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Support B Max react = -163.1 kN Min react = -163.1 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Support C Max react = -161.4 kN Min react = -161.4 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Support D Max react = -58.4 kN Min react = -58.4 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Beam Max/Min results - Combination Summary
Maximum shear = 87.8 kN Minimum shear Fmin = -88.8 kN
Maximum moment = 100.4 kNm Minimum moment = -126.3 kNm
Maximum deflection = 7.4 mm Minimum deflection = -0.4 mm



-126.271 k Nm
Bending Moment Envelope
-126.3 -123.6

0.0 k Nm


100.372 k Nm




100.4


32.2




97.9
8500 8500 8400
A 1 B 2 C 3 D



87.803 k N



59.1
Shear Force Envelope
74.3
87.8

0.0 k N


-88.816 k N

-73.6
-88.8
-58.4
8500 8500 8400
A 1 B 2 C 3 D

RESULTS FOR COMBINATION 1

Load Envelope - Combination 1
17.403



0.0

A


8500
1


8500
B 2
8400
C 3 D
Beam Max/Min results - Combination 1 :
Maximum shear = 87.8 kN Minimum shear = -88.8 kN
Maximum moment = 100.4 kNm Minimum moment = -126.3 kNm
Maximum deflection = 7.4 mm Minimum deflection = -0.4 mm
Span Max/Min results - Combination 1 :
Span 1 Maximum shear = 59.1 kN at 0.000 m Minimum shear = -88.8 kN at 8.500 m

Maximum moment = 100.4 kNm at 3.396 m Minimum moment = -126.3 kNm at 8.500 m

Maximum deflection = 7.4 mm at 3.788 m Minimum deflection = 0.0 mm at 8.500 m
Span 2 Maximum shear = 74.3 kN at 0.000 m Minimum shear = -73.6 kN at 8.500 m
Maximum moment = 32.2 kNm at 4.268 m Minimum moment = -126.3 kNm at 0.000 m

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE PLINTH BEAM
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Maximum deflection = 0.6 mm at 4.279 m Minimum deflection = -0.4 mm at 0.928 m
Span 3 Maximum shear = 87.8 kN at 0.000 m Minimum shear = -58.4 kN at 8.400 m
Maximum moment = 97.9 kNm at 5.045 m Minimum moment = -123.6 kNm at 0.000 m
Maximum deflection = 7.0 mm at 4.658 m Minimum deflection = 0.0 mm at 0.000 m



-126.271 k Nm
Bending Moment - Combination 1
-126.3

-123.6

0.0 k Nm


100.372 k Nm




100.4


32.2




97.9
8500 8500 8400
A 1 B 2 C 3 D



87.803 k N
5
Shear Force - Combination 1
74.3

87.8

0.0 k N


-88.816 k N
4
-88.8
8500 8500 8400
A 1 B 2 C 3 D
Span Results - Span 1 - Combination

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
0.000 59.11

0.00 0.0
0.450 51.27

24.84 1.4
0.900 43.44

46.15 2.8
2.125 22.13

86.31 5.8
3.396 0.00

100.37 7.3
3.788 -6.82

99.04 7.4
4.250 -14.86

94.03 7.3
6.375 -51.84

23.17 4.1
7.600 -73.15

-53.38 1.4
8.050 -80.99

-88.07 0.6
8.500 -88.82

-126.27 0.0
Span Results - Span 2 - Combination

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
0.000 74.28

-126.27 0.0
0.450 66.45

-94.61 -0.3
0.900 58.61

-66.47 -0.4
0.928 58.12

-64.81 -0.4
2.125 37.30

-7.72 -0.1
4.250 0.32

32.24 0.6
4.268 0.00

32.24 0.6
4.279 -0.20

32.24 0.6
6.375 -36.66

-6.38 0.0
7.597 -57.92

-64.15 -0.4
9.1




-73.

-58.
6

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE PLINTH BEAM
Sheet no./rev.
4 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
8.050 -65.81

-92.21 -0.3
8.500 -73.64

-123.59 0.0
Span Results - Span 3 - Combination

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
0.000 87.80

-123.59 0.0
0.450 79.97

-85.84 0.6
0.900 72.14

-51.61 1.4
2.100 51.26

22.43 3.9
4.200 14.71

91.70 6.9
4.658 6.74

96.61 7.0
5.045 0.00

97.92 6.9
6.300 -21.83

84.22 5.5
7.500 -42.72

45.49 2.7
7.950 -50.55

24.51 1.4
8.400 -58.38

0.00 0.0



REINFORCED CONCRETE BEAM DESIGN (BS8110:PART 1:1997)
Beam details
Spans Nspan = 3
Fire resistance
Period of fire resistance required 1 hour
Concrete details
Concrete grade C35
Maximum aggregate size hagg = 20 mm
Reinforcement details
Characteristic strength of main reinforcement; fy = 410 N/mm
2

Type of reinforcement used Type 2
Characteristic strength of shear reinforcement; fyv = 410 N/mm
2

Nominal cover to reinforcement
Minimum cover required for fire resistance cfire = 20 mm
Nominal cover to top reinforcement ctop = 40 mm
Nominal cover to bottom reinforcement cbot = 65 mm
PASS - Nominal cover exceeds the requirements for fire resistance
Design section 1 - Support A
Span details
Span type Support A
Span length Ls1 = 8500 mm

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
OIL DRUM STORAGE PLINTH BEAM
Sheet no./rev.
5 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010






h



b

Section details
Section type Rectangular
Section width b = 300 mm
Section depth h = 500 mm
Shear stress in beam (cl 3.4.5.2)
Design shear force V = max(Fmax, Abs(Fmin)) = 59.105 kN
Design shear stress v = V / (b  d) = 0.475 N/mm
2

Allowable design shear stress vmax = min(0.8N/mm
2
 (fcu / 1 N/mm
2
), 5 N/mm
2
) = 4.733 N/mm
2

PASS - Design shear stress does not exceed allowable shear stress
From BS 8110:Part 1:1997 - Table 3.8
Design concrete shear stress vc_base = 0.653 N/mm
2

Enhanced shear strength of sections close to supports (cl 3.4.5.8)
Length of shear failure plane av = 0 mm
Design concrete shear stress vc = min(2  d  vc_base / av, vmax) = 4.733 N/mm
2

Shear reinforcement (cl 3.4.5.3)
From BS 8110:Part 1:1997 - Table 3.7 v < 0.5vc
Design shear resistance required vs = max(v - vc, 0.4 N/mm
2
) = 0.400 N/mm
2

Area of shear reinforcement required Asv_req = vs  b / (0.87  fyv) = 336 mm
2
/m
Shear reinforcement provided 2X8 legs @ 200 centres
Area of shear reinforcement provided Asv_prov = 503 mm
2
/m
PASS - Shear reinforcement is adequate
Check maximum spacing of links (cl 3.4.5.5)
Maximum spacing of links slimit = 0.75  d = 311 mm
PASS - Spacing of links does not exceed 0.75  d
Beam reinforcement summary
Design section 1 - Support A
Beam section Rectangular section 300 wide x 500 deep
Top reinforcement 2X25 (982 mm
2
)
Bottom reinforcement 2X25 (982 mm
2
)
Shear reinforcement; 2X8 legs @ 200 centres (503 mm
2
/m)

DESIGN OF CEMENT STORAGE BUILDING

DESIGN OF FOOTINGS

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE FOOTING F1
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


b
cx



D
s

d
x D
b


P
ult
bbx

Square pad base
(y axis into page)

PAD BASE DESIGN (BS8110) SQUARE PAD BASE SIZE - ISOLATED BASES (AXIAL LOAD ONLY)
Column details

Length of loaded area bcx = 600 mm
Breadth of loaded area bcy = 400 mm
Load details

Unfactored column axial load Fc_u = 60 kN

Details of soil above base

Depth of soil above base Ds = 1200 mm
Density of soil above base soil = 1800 kg/m
3

Self weight of soil above base psself = soil  gacc  Ds = 21.2 kN/m
2

Base details

Depth of base Db = 400 mm
Density of base base = 2400 kg/m
3

Base self weight pbself = base  gacc  Db = 9.4 kN/m
2

Materials

Characteristic strength of tension reinforcement fy = 410 N/mm
2

Characteristic concrete strength fcu = 35 N/mm
2

Details of soil under base

The assumed total allowable bearing pressure ptot = 150 kN/m
2

Allowable net bearing pressure pnet = ptot - (pbself + psself) = 119 kN/m
2

Base size

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE FOOTING F1
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

b
b

Base size reqd Lbreq = (Fc_u / pnet) = 0.709 m

Say base size Lb = 1.800 m
Base area OK

SQUARE PAD BASE DESIGN FORCES - ISOLATED BASES (AXIAL LOAD ONLY)
Base details
Depth of base Db = 400 mm
Cover to tension reinforcement; cb = 65 mm
Trial bar diameter Dtry_x = 16 mm
Depth to X tension bars from compression face
dx = Db - cb - Dtry_x/2 = 327 mm
Trial bar diameter Dtry_y = 16 mm
Depth to Y tension bars from compression face
dy = Db - cb - Dtry_x - Dtry_y/2 = 311 mm
Design forces
Total column load on pad base (ultimate)
Column ultimate axial load Fc_f = 90 kN
Actual soil pressure under base
Ultimate design bearing pressure pult = Fc_f / L
2
= 28 kN/m
2

Assume the base is a cantilevered slab with uniform load pult per m
2

Ultimate moment at column face
Mx = pult  (Lb/2 - bcx/2)
2
/2 = 5.0 kNm/m
My = pult  (Lb/2 - bcy/2)
2
/2 = 6.8 kNm/m
Ultimate shear forces at column face
Vx = pult  (Lb/2 - bcx/2) = 16.7 kN/m
Vy = pult  (Lb/2 - bcy/2) = 19.4 kN/m
Ultimate shear at 1d from column face


V1dx = pult  (Lb/2 - bcx/2 - dx) = 7.6 kN/m
V1dy = pult  (Lb/2 - bcy/2 - dx) = 10.4 kN/m




















Area within base - OK
Punching shear at 1.5d


Vp = pult  (L
2
- ((3dx+bcx)(3dx+bcy))) = 29.4 kN
Perimeter at 1.5d u = 2  ( bcx + bcy + 6  dx ) = 5.924 m
Note - it is assumed that edge distances permit this to be a valid failure mechanism
Base reinforcement - along X axis
Depth to tension steel along X axis dx = 327 mm

Area within base - OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE FOOTING F1
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x
y

Ultimate moment at column face Mx = 5.0 kNm/m
Area of reinforcement required
Kx = abs(Mx) / ( d
2
 fcu ) = 0.001
K' = 0.156

Compression steel not
required

Pad Base requiring X tension steel only - bars
zx = min (( 0.95  dx),(dx(0.5+0.25-Kx/0.9)))) = 311 mm
Neutral axis depth xx = (dx - zx) / 0.45 = 36 mm
Area of tension steel required

Asx_req = abs(Mx) / (1/ms  fy  zx) = 45 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asx_prov = Asx = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 400 mm

Total area of concrete per metre width Ac = Db = 400000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 520 mm
2
/m
Ast_max = 4 %  Ac = 16000 mm
2
/m


Check of nominal cover
Effective depth to bottom outer tension reinforcement dx = 327.0 mm
Cover to outer tension reinforcement
cten = Db - dx - Dx / 2 = 65.0 mm

Permissible minimum nominal cover to all reinforcement (Table 3.4)

cmin = 65 mm


Base reinforcement - along Y axis
Depth to tension steel along Y axis dy = 311 mm
Ultimate moment at column face My = 6.8 kNm/m
Area of reinforcement required
Ky = abs(My) / ( d
2
 fcu ) = 0.002
K' = 0.156





Area of tension steel provided sufficient










Area of tension steel provided OK










Cover over outer steel OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE FOOTING F1
Sheet no./rev.
4 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio

Compression steel not
required

Pad Base requiring Y tension steel only - bars
zy = min (( 0.95  dy),(dy(0.5+0.25-Ky/0.9)))) = 295 mm
Neutral axis depth xy = (dy - zy) / 0.45 = 35 mm
Area of tension steel required

Asy_req = abs(My) / (1/ms  fy  zy) = 65 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asy_prov = Asy = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 400 mm

Total area of concrete per metre width Ac = Db = 400000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 520 mm
2
/m
Ast_max = 4 %  Ac = 16000 mm
2
/m





Area of tension steel provided sufficient










Area of tension steel provided OK

SHEAR RESISTANCE OF CONCRETE PAD BASE - X AXIS (CL 3.5.5)
Depth to tension steel dx = 327 mm
Area of X axis tension reinforcement provided (per m width of slab) Asx_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vx = 17 kN/m
at 1d from the column face V1dx = 8 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vx = Vx / dx = 0.05 N/mm
2

v1dx = V1dx / dx = 0.02 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcx = 0.79 N/mm
2
 min(3,100  Asx_prov / dx)
1/3
 max(1,(400 mm) / dx)
1/4
/ 1.25  f
1/3




















Shear stress - OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE FOOTING F1
Sheet no./rev.
5 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio

vcx = 0.50 N/mm
2

Applied shear stresses
v1dx = 0.02 N/mm
2






No shear reinforcement required

SHEAR RESISTANCE OF CONCRETE PAD BASE - Y AXIS (CL 3.5.5)
Depth to tension steel dy = 311 mm
Area of Y axis tension reinforcement provided (per m width of slab) Asy_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vy = 19 kN/m
at 1d from the column face V1dy = 10 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vy = Vy / dy = 0.06 N/mm
2

v1dy = V1dy / dy = 0.03 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcy = 0.79 N/mm
2
 min(3,100  Asy_prov / dy)
1/3
 max(1,(400 mm) / dy)
1/4
/ 1.25  f
1/3

vcy = 0.52 N/mm
2

Applied shear stress
v1dy = 0.03 N/mm
2




















Shear stress - OK
No shear reinforcement required

PUNCHING SHEAR AT CONCENTRATED LOADS (CL 3.7.7)
Tension steel resisting bending

Total length of outer perimeter at 1.5d from loaded area u = 5924 mm
Depth to outer steel dx = 327 mm
Depth to inner steel dy = 311 mm

Average depth to "tension" steel dav = (dx + dy)/2 = 319.0 mm

Area of outer steel per m effective through the perimeter Asx_prov = 1010 mm
2
/m
Area of inner steel per m effective through the perimeter Asy_prov = 1010 mm
2
/m
Max shear effective across either perimeter under consideration Vp = 29 kN
Characteristic strength of concrete fcu = 35 N/mm
2

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE FOOTING F1
Sheet no./rev.
6 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio

Shear stresses to clause 3.7.7.4
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400

vcp = 0.79 N/mm
2
 min(3,100((bcy+3dav)Asx_prov+( bcx+3dav)Asy_prov) /( bcx+ bcy+6dav)/dav)
1/3

max(1,(400 mm) / dav)
1/4
/ 1.25  f
1/3


vcp = 0.510 N/mm
2

Applied shear stress

Stress around perimeter vp = Vp / (u  dav) = 0.016 N/mm
2

No shear reinforcement required

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE FOOTING F2
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

F


Punching area



1.5d



Y





b
cx



=
d
x

b
cy
L
by
= p
1

M
V D
s

e
x

b


p
2
L
2d1
X
L
x1
L
L
c1
L
c2
L
bx

Rectangular Pad Base
(all base in contact with soil)
2d2

PAD BASE DESIGN (BS8110) RECTANGULAR PAD BASE SIZE – ISOLATED BASES (AXIAL SHEAR AND UNIAXIAL
BENDING)
Column details

Length of loaded area (along X axis) bcx = 600 mm
Breadth of loaded area (along Y axis) bcy = 400 mm
Loading details

Unfactored column axial load Fc_u = 60 kN
Unfactored column moment Mc_u = 0 kNm
Unfactored column shear force Vc_u = 80 kN
Base details

Length of base (along X axis) Lbx = 2200 mm
Breadth of base (along Y axis) Lby = 2200 mm
Depth of base Db = 400 mm
Offset of column from base centre line (along X axis) Lx1 = 0 mm

Details of soil above base

Depth of soil above base Ds = 1200 mm
Density of soil above base soil = 1800 kg/m
3

Self weight of soil above base psself = soil  gacc  Ds = 21.2 kN/m
2

Base self weight

Density of base base = 2400 kg/m
3

Base self weight pbself = base  gacc  Db = 9.4 kN/m
2

Materials

Characteristic strength of tension reinforcement fy = 410 N/mm
2

D

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE FOOTING F2
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Characteristic concrete strength fcu = 35 N/mm
2

Details of soil under base
The assumed total allowable bearing pressure ptot = 150 kN/m
2

Allowable net bearing pressure pnet = ptot - (pbself + psself) = 119 kN/m
2

Check of soil bearing pressures

Total vertical load Wtot = Fc_u + (pbself + psself)  Lbx  Lby = 208.1 kN
Taking moments about the centre of the base (bottom face) gives the net eccentricity of load:-
ex = (Fc_u  Lx1 + Mc_u + Vc_u  Db ) / Wtot = 0.154 m
elimit = Lbx / 6 = 0.367 m
Eccentricity within middle third of base

RECTANGULAR PAD BASE SOIL PRESSURES
Determine soil pressures under base - inside middle 3 rd

p1 = Wtot / (Lbx  Lby)  ( 1 - 6  ex / Lbx ) = 25.0 kN/m
2

p2 = Wtot / (Lbx  Lby)  ( 1 + 6  ex / Lbx ) = 61.0 kN/m
2

pmax = max( p1 , p2 ) = 61.0 kN/m
2

Check of soil pressures
Total allowable bearing pressure ptot = 150.0 kN/m
2

Total allowable soil bearing pressure OK

RECTANGULAR PAD BASE DESIGN FORCES
Total column load on pad base (ultimate)
Column ultimate axial load Fc_f = 90 kN
Column ultimate moment Mc_f = 0 kNm
Column ultimate shear force Vc_f = 120 kN

Total vertical load Wtot_ult = Fc_f + 1.4  (pbself + psself)  Lbx  Lby = 297.3 kN
Taking moments about the centre of the base (bottom face) gives the net eccentricity of load:-
exult = (Fc_f  Lx1 + Mc_f + Vc_f  Db ) / Wtot_ult = 0.161 m
elimit = Lbx / 6 = 0.367 m


Depth to tension steel

Base details

Depth of base Db = 400 mm

Cover to tension reinforcement cb = 65 mm
Trial bar diameter Dtry_x = 16 mm

Eccentricity within middle third of base

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE FOOTING F2
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x_c1 x_c1

Depth to X tension bars from compression face
dx = Db - cb - Dtry_x/2 = 327 mm
Trial bar diameter; Dtry_y = 16 mm

Depth to Y tension bars from compression face
dy = Db - cb - Dtry_x - Dtry_y/2 = 311 mm
Determine ultimate soil pressures under base - eccentricity inside middle third
Assume the base is a cantilevered slab spanning along the x and y axis independently. Remove self weight of base and soil
since they induce bending and shear in the base
Ultimate base pressures inducing bending and shear
p1_ult = Wtot_ult / (Lbx  Lby)  ( 1 - 6  exult / Lbx ) - 1.4  (psself + pbself) = -8.5 kN/m
2

p2_ult = Wtot_ult / (Lbx  Lby)  ( 1 + 6  exult / Lbx ) - 1.4  (psself + pbself) = 45.6 kN/m
2

Ultimate moments at column face
positions Lx_c1 = Lbx / 2 + Lx1 - bcx/2 = 0.800 m
Lx_c2 = Lbx / 2 + Lx1 + bcx/2 = 1.400 m
pressure; pc1_ult = p1_ult + (p2_ult - p1_ult)  Lx_c1 / Lbx = 11.2 kN/m
2

pc2_ult = p1_ult + (p2_ult - p1_ult)  Lx_c2 / Lbx = 26.0 kN/m
2

Mx1 = p1_ult  L
2
/ 2 + (pc1_ult - p1_ult )  L
2
/6 = -0.6 kNm/m
Mx2 = pc2_ult  (Lbx - Lx_c2)
2
/ 2 + (p2_ult - pc2_ult )  (Lbx - Lx_c2 )
2
/ 3 = 12.5 kNm/m
Mx = max( Mx1 , Mx2 ) = 12.5 kNm/m
My = (p2_ult + p1_ult ) / 2  ((Lby - bcy) / 2)
2
/ 2 = 7.5 kNm/m
Ultimate shear force at column face
Vx1 = p1_ult  Lx_c1 + (pc1_ult - p1_ult )  Lx_c1 / 2 = 1.1 kN/m
Vx2 = pc2_ult  (Lbx - Lx_c2) + (p2_ult - pc2_ult )  (Lbx - Lx_c2 )/ 2 = 28.6 kN/m
Vx = max( Vx1 , Vx2 ) = 28.6 kN/m
Vy = (p2_ult + p1_ult ) / 2  (Lby - bcy) /2 = 16.7 kN/m
Ultimate shear force at 1d from column face
positions Lx_1d1 = Lbx / 2 + Lx1 - bcx/2 - dx = 0.473 m
Lx_1d2 = Lbx / 2 + Lx1 + bcx/2 + dx = 1.727 m
Area within base - OK
pressures p1d1_ult = p1_ult + (p2_ult - p1_ult)  Lx_1d1 / Lbx = 3.2 kN/m
2
p1d2_ult = p1_ult + (p2_ult - p1_ult)  Lx_1d2 / Lbx = 34.0 kN/m
2
V1d1 = (p1d1_ult + p1_ult )/2  Lx_1d1 = -1.2 kN/m
V1d2 = (p1d2_ult + p2_ult )/2  (Lbx - Lx_1d2 ) = 18.8 kN/m


shears V1dx = max( V1d1 , V1d2) = 18.8 kN/m
V1dy = (p2_ult + p1_ult ) / 2  ((Lby - bcy) / 2 - dx) = 10.7 kN/m

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE FOOTING F2
Sheet no./rev.
4 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x

Punching shear at 1.5d
positions Lx_1.5d1 = Lbx / 2 + Lx1 - bcx/2 - 1.5  dx = 0.310 m
Lx_1.5d2 = Lbx / 2 + Lx1 + bcx/2 + 1.5  dx = 1.891 m

pressures p1.5d1_ult = p1_ult + (p2_ult - p1_ult)  Lx_1.5d1 / Lbx = -0.8 kN/m
2
p1.5d2_ult = p1_ult + (p2_ult - p1_ult)  Lx_1.5d2 / Lbx = 38.0 kN/m
2






Area within base - OK
punching shear
Vp = (p1_ult+p2_ult)/2  LbxLby - [(p1.5d1_ult+p1.5d2_ult )/2  (3dx+bcx)(3dx+bcy)]
Vp = 49.4 kN
Perimeter at 1.5d u = 2  ( bcx + bcy + 6  dx ) = 5.924 m
Note - it is assumed that edge distances permit this to be a valid failure mechanism
Base reinforcement - along X axis
Depth to tension steel along X axis dx = 327 mm
Ultimate moment at column face; Mx = 12.5 kNm/m
Area of reinforcement required
Kx = abs(Mx) / ( d
2
 fcu ) = 0.003
K' = 0.156

Compression steel not
required

Pad Base requiring X tension steel only - bars
zx = min (( 0.95  dx),(dx(0.5+0.25-Kx/0.9)))) = 311 mm
Neutral axis depth xx = (dx - zx) / 0.45 = 36 mm
Area of tension steel required

Asx_req = abs(Mx) / (1/ms  fy  zx) = 113 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asx_prov = Asx = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 400 mm

Total area of concrete per metre width Ac = Db = 400000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 520 mm
2
/m
Ast_max = 4 %  Ac = 16000 mm
2
/m


Check of nominal cover





Area of tension steel provided sufficient










Area of tension steel provided OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE FOOTING F2
Sheet no./rev.
5 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

y

Effective depth to bottom outer tension reinforcement dx = 327.0 mm
Cover to outer tension reinforcement
cten = Db - dx - Dx / 2 = 65.0 mm

Permissible minimum nominal cover to all reinforcement (Table 3.4)

cmin = 65 mm


Base reinforcement - along Y axis
Depth to tension steel along Y axis dy = 311 mm
Ultimate moment at column face My = 7.5 kNm/m
Area of reinforcement required
Ky = abs(My) / ( d
2
 fcu ) = 0.002
K' = 0.156








Cover over outer steel OK

Compression steel not
required

Pad Base requiring Y tension steel only - bars
zy = min (( 0.95  dy),(dy(0.5+0.25-Ky/0.9)))) = 295 mm
Neutral axis depth xy = (dy - zy) / 0.45 = 35 mm
Area of tension steel required

Asy_req = abs(My) / (1/ms  fy  zy) = 71 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asy_prov = Asy = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 400 mm

Total area of concrete per metre width Ac = Db = 400000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 520 mm
2
/m
Ast_max = 4 %  Ac = 16000 mm
2
/m





Area of tension steel provided sufficient










Area of tension steel provided OK

SHEAR RESISTANCE OF CONCRETE PAD BASE - X AXIS (CL 3.5.5)
Depth to tension steel dx = 327 mm
Area of X axis tension reinforcement provided (per m width of slab) Asx_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vx = 29 kN/m

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE FOOTING F2
Sheet no./rev.
6 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio
cu_ratio

at 1d from the column face V1dx = 19 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vx = Vx / dx = 0.09 N/mm
2

v1dx = V1dx / dx = 0.06 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcx = 0.79 N/mm
2
 min(3,100  Asx_prov / dx)
1/3
 max(1,(400 mm) / dx)
1/4
/ 1.25  f
1/3

vcx = 0.50 N/mm
2

Applied shear stresses
v1dx = 0.06 N/mm
2












Shear stress - OK
No shear reinforcement required

SHEAR RESISTANCE OF CONCRETE PAD BASE - Y AXIS (CL 3.5.5)
Depth to tension steel dy = 311 mm
Area of Y axis tension reinforcement provided (per m width of slab) Asy_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vy = 17 kN/m
at 1d from the column face V1dy = 11 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vy = Vy / dy = 0.05 N/mm
2

v1dy = V1dy / dy = 0.03 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcy = 0.79 N/mm
2
 min(3,100  Asy_prov / dy)
1/3
 max(1,(400 mm) / dy)
1/4
/ 1.25  f
1/3

vcy = 0.52 N/mm
2

Applied shear stress
v1dy = 0.03 N/mm
2




















Shear stress - OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE FOOTING F2
Sheet no./rev.
7 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio

No shear reinforcement required

PUNCHING SHEAR AT CONCENTRATED LOADS (CL 3.7.7)
Tension steel resisting bending

Total length of outer perimeter at 1.5d from loaded area u = 5924 mm
Depth to outer steel dx = 327 mm
Depth to inner steel dy = 311 mm

Average depth to "tension" steel dav = (dx + dy)/2 = 319.0 mm

Area of outer steel per m effective through the perimeter Asx_prov = 1010 mm
2
/m
Area of inner steel per m effective through the perimeter Asy_prov = 1010 mm
2
/m
Max shear effective across either perimeter under consideration Vp = 49 kN
Characteristic strength of concrete fcu = 35 N/mm
2

Shear stresses to clause 3.7.7.4
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400

vcp = 0.79 N/mm
2
 min(3,100((bcy+3dav)Asx_prov+( bcx+3dav)Asy_prov) /( bcx+ bcy+6dav)/dav)
1/3

max(1,(400 mm) / dav)
1/4
/ 1.25  f
1/3


vcp = 0.510 N/mm
2

Applied shear stress

Stress around perimeter vp = Vp / (u  dav) = 0.026 N/mm
2

No shear reinforcement required

DESIGN OF PEDESTAL

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE PEDESTAL P1
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


RC COLUMN DESIGN (BS8110) COLUMN DESIGN TO CL 3.8.4.3

COLUMN DEFINITION
Column depth (larger column dimension) h = 600 mm

Nominal cover to all reinforcement (longer dimension) ch = 65 mm
Depth to tension steel
h' = h - ch - Ldia_try - Dtry/2 = 519 mm


Column width (smaller column dimension) b = 400 mm

Nominal cover to all reinforcement (shorter dimension) cb = 65 mm
Depth to tension steel
b' = b - cb - Ldia_try - Dtry/2 = 319 mm

Materials

Characteristic strength of reinforcement fy = 410 N/mm
2

Characteristic strength of concrete fcu = 35 N/mm
2

UNBRACED COLUMN DESIGN TO CL 3.8.4
Check on overall column dimensions


Unbraced column slenderness check

Unbraced column clear height lo = 1200 mm
Slenderness limit llimit = 60  b = 24000 mm
Slenderness limit llimit1 = 100  b
2
/ h = 26667 mm


Short column check for unbraced columns

Column clear height lo = 1200 mm



Column OK - h < 4b







Column slenderness limit OK
If column is unrestrained, slenderness limit OK
Effective height factor for unbraced columns - major axis x = 1.60

lex = x  lo = 1.920 m lex/h = 3.20


Effective height factor for unbraced columns - minor axis y = 1.60

ley = y  lo = 1.920 m ley/b = 4.80


Short column - axial load and nominal moment only
Ultimate loads



BS8110:Table 3.20


The unbraced column is short (major axis)


BS8110:Table 3.20


The unbraced column is short (minor axis)

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE PEDESTAL P1
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Short column supporting an approximately symmetrical arrangement of beams.

Design ultimate axial load N = 90 kN

Design


Asc_req = max ((N - 0.35  fcu  h  b) / (f2ms  fy ), 0.4  h  b /100) = 960 mm
2

from BS8110: Pt 1: eqn 29 where f2ms = 0.67
Provide 12 No. 16 dia bar(s) total steel in column
Asc_prov = Ascol = 2410 mm
2
Area in "tension" face Ast = Ascol /2 = 1205 mm
2


CHECK MIN AND MAX AREAS OF STEEL
Total area of concrete Aconc = b  h = 240000 mm
2

Area of steel (symmetrical) Ascol = 2410 mm
2

Minimum percentage of compression reinforcement; kc = 0.40 %
Minimum steel area Asc_min = kc  Aconc = 960 mm
2

Maximum steel area As_max = 6 %  Aconc = 14400 mm
2



Define Containment Links Provided
Provide 8 dia links in 4s @ 150 centres










Area of compression steel provided OK
Link spacing sv = 150 mm Link diameter Ldia = 8 mm No of links in each group Ln = 4

MINIMUM CONTAINMENT STEEL (CL 3.12.7)
Shear steel Link spacing sv = 150 mm
Link diameter Ldia = 8 mm
Column steel Diameter Dcol = 16 mm

Min diameter Llimit = max( (6 mm), Dcol/4) = 6.0 mm


Max spacing slimit = 12  Dcol = 192.0 mm


CHECK OF NOMINAL COVER - (BS8110:PT 1, TABLE 3.4)








Link diameter OK


Link spacing OK

Cover to tension reinforcement
cten = h - h' - Dcol / 2 = 73.0 mm
Nominal cover to links steel
cnom = cten - Ldia = 65.0 mm
Permissible minimum nominal cover to all reinforcement (Table 3.4)
cmin = 65 mm
Cover OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE PEDESTAL P2
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


RC COLUMN DESIGN (BS8110) COLUMN DESIGN TO CL 3.8.4.3

COLUMN DEFINITION
Column depth (larger column dimension) h = 600 mm

Nominal cover to all reinforcement (longer dimension) ch = 65 mm
Depth to tension steel
h' = h - ch - Ldia_try - Dtry/2 = 519 mm


Column width (smaller column dimension) b = 500 mm

Nominal cover to all reinforcement (shorter dimension) cb = 65 mm
Depth to tension steel
b' = b - cb - Ldia_try - Dtry/2 = 419 mm

Materials

Characteristic strength of reinforcement fy = 410 N/mm
2

Characteristic strength of concrete fcu = 35 N/mm
2

UNBRACED COLUMN DESIGN TO CL 3.8.4
Check on overall column dimensions


Unbraced column slenderness check

Unbraced column clear height lo = 1200 mm
Slenderness limit llimit = 60  b = 30000 mm
Slenderness limit llimit1 = 100  b
2
/ h = 41667 mm


Short column check for unbraced columns

Column clear height lo = 1200 mm



Column OK - h < 4b







Column slenderness limit OK
If column is unrestrained, slenderness limit OK
Effective height factor for unbraced columns - major axis x = 1.60

lex = x  lo = 1.920 m lex/h = 3.20


Effective height factor for unbraced columns - minor axis y = 1.60

ley = y  lo = 1.920 m ley/b = 3.84


Short column - axial load and nominal moment only
Ultimate loads



BS8110:Table 3.20


The unbraced column is short (major axis)


BS8110:Table 3.20


The unbraced column is short (minor axis)

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE PEDESTAL P2
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Short column supporting an approximately symmetrical arrangement of beams.

Design ultimate axial load N = 90 kN

Design


Asc_req = max ((N - 0.35  fcu  h  b) / (f2ms  fy ), 0.4  h  b /100) = 1200 mm
2

from BS8110: Pt 1: eqn 29 where f2ms = 0.67
Provide 12 No. 16 dia bar(s) total steel in column
Asc_prov = Ascol = 2410 mm
2
Area in "tension" face Ast = Ascol /2 = 1205 mm
2


CHECK MIN AND MAX AREAS OF STEEL
Total area of concrete Aconc = b  h = 300000 mm
2

Area of steel (symmetrical) Ascol = 2410 mm
2

Minimum percentage of compression reinforcement; kc = 0.40 %
Minimum steel area Asc_min = kc  Aconc = 1200 mm
2

Maximum steel area As_max = 6 %  Aconc = 18000 mm
2











Area of compression steel provided OK

MAJOR AXIS SHEAR RESISTANCE OF CONCRETE COLUMNS - (CL 3.8.4.6)
Design ultimate shear force (major axis) Vx = 80 kN
Is a check required? (3.8.4.6)
Axial load N = 90.0 kN
Major axis moment; Mx = 0.0 kNm
e = Mx / N = 0.0 mm
elimit = 0.6  h = 360.0 mm
Actual shear stress vx = Vx / (b  h') = 0.3 N/mm
2

Allowable stress vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.733 N/mm
2



Define Containment Links Provided
Provide 8 dia links in 4s @ 150 centres














No shear check required
Link spacing sv = 150 mm Link diameter Ldia = 8 mm No of links in each group Ln = 4

MINIMUM CONTAINMENT STEEL (CL 3.12.7)
Shear steel Link spacing sv = 150 mm
Link diameter Ldia = 8 mm
Column steel Diameter Dcol = 16 mm

Min diameter Llimit = max( (6 mm), Dcol/4) = 6.0 mm


Max spacing slimit = 12  Dcol = 192.0 mm








Link diameter OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE PEDESTAL P2
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


CHECK OF NOMINAL COVER - (BS8110:PT 1, TABLE 3.4)
Link spacing OK

Cover to tension reinforcement
cten = h - h' - Dcol / 2 = 73.0 mm
Nominal cover to links steel
cnom = cten - Ldia = 65.0 mm
Permissible minimum nominal cover to all reinforcement (Table 3.4)
cmin = 65 mm
Cover OK

DESIGN of PLINTH BEAMS

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE PLINTH BEAM
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


CONCRETE BEAM ANALYSIS
Concrete beam dimensions:-
Beam width b = 300 mm
Beam depth h = 500 mm
Cross-section area A = b  h = 150000 mm
2


Major axis second moment of area Ixx = b  h
3
/ 12 = 3.1210
9
mm
4

fcu = 35 N/mm
2

E = 20 kN/mm
2
+ 200  fcu = 27.0 kN/mm
2


 = C.norm = 2400 kg/m
3



















Ref BS8110:1985:Pt 2 - Eq 17



8.900
Unfactored Loads

Self weight included



0.0

A


8500
1


8500
B 2
8400
C 3 D
CONTINUOUS BEAM ANALYSIS - INPUT
BEAM DETAILS
Number of spans = 3
Material Properties:
Modulus of elasticity = 27 kN/mm
2
Material density = 2400 kg/m
3

Support Conditions:

Support A Vertically "Restrained" Rotationally "Free"
Support B Vertically "Restrained" Rotationally "Free"
Support C Vertically "Restrained" Rotationally "Free"
Support D Vertically "Restrained" Rotationally "Free"
Span Definitions:
Span 1 Length = 8500 mm Cross-sectional area = 150000 mm
2
; Moment of inertia = 3.1310
9
mm
4

Span 2 Length = 8500 mm Cross-sectional area = 150000 mm
2
Moment of inertia = 3.1310
9
mm
4

Span 3 Length = 8400 mm Cross-sectional area = 150000 mm
2
Moment of inertia = 3.1310
9
mm
4

LOADING DETAILS
Beam Loads:
Load 1 Self weight Dead load = 1.000;
Load 2 UDL Dead load 8.9 kN/m
LOAD COMBINATIONS
Load combination 1
Span 1 1.4Dead + 1.6Live
Span 2 1.4Dead + 1.6Live
Span 3 1.4Dead + 1.6Live
CONTINUOUS BEAM ANALYSIS - RESULTS
Support Reactions - Combination Summary

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE PLINTH BEAM
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Support A Max react = -59.1 kN Min react = -59.1 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Support B Max react = -163.1 kN Min react = -163.1 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Support C Max react = -161.4 kN Min react = -161.4 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Support D Max react = -58.4 kN Min react = -58.4 kN Max mom = 0.0 kNm Min mom = 0.0 kNm
Beam Max/Min results - Combination Summary
Maximum shear = 87.8 kN Minimum shear Fmin = -88.8 kN
Maximum moment = 100.4 kNm Minimum moment = -126.3 kNm
Maximum deflection = 7.4 mm Minimum deflection = -0.4 mm



-126.271 k Nm
Bending Moment Envelope
-126.3 -123.6

0.0 k Nm


100.372 k Nm




100.4


32.2




97.9
8500 8500 8400
A 1 B 2 C 3 D



87.803 k N



59.1
Shear Force Envelope
74.3
87.8

0.0 k N


-88.816 k N

-73.6
-88.8
-58.4
8500 8500 8400
A 1 B 2 C 3 D

RESULTS FOR COMBINATION 1

Load Envelope - Combination 1
17.403



0.0

A


8500
1


8500
B 2
8400
C 3 D
Beam Max/Min results - Combination 1 :
Maximum shear = 87.8 kN Minimum shear = -88.8 kN
Maximum moment = 100.4 kNm Minimum moment = -126.3 kNm
Maximum deflection = 7.4 mm Minimum deflection = -0.4 mm
Span Max/Min results - Combination 1 :
Span 1 Maximum shear = 59.1 kN at 0.000 m Minimum shear = -88.8 kN at 8.500 m

Maximum moment = 100.4 kNm at 3.396 m Minimum moment = -126.3 kNm at 8.500 m

Maximum deflection = 7.4 mm at 3.788 m Minimum deflection = 0.0 mm at 8.500 m
Span 2 Maximum shear = 74.3 kN at 0.000 m Minimum shear = -73.6 kN at 8.500 m
Maximum moment = 32.2 kNm at 4.268 m Minimum moment = -126.3 kNm at 0.000 m

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE PLINTH BEAM
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Maximum deflection = 0.6 mm at 4.279 m Minimum deflection = -0.4 mm at 0.928 m
Span 3 Maximum shear = 87.8 kN at 0.000 m Minimum shear = -58.4 kN at 8.400 m
Maximum moment = 97.9 kNm at 5.045 m Minimum moment = -123.6 kNm at 0.000 m
Maximum deflection = 7.0 mm at 4.658 m Minimum deflection = 0.0 mm at 0.000 m



-126.271 k Nm
Bending Moment - Combination 1
-126.3

-123.6

0.0 k Nm


100.372 k Nm




100.4


32.2




97.9
8500 8500 8400
A 1 B 2 C 3 D



87.803 k N
5
Shear Force - Combination 1
74.3

87.8

0.0 k N


-88.816 k N
4
-88.8
8500 8500 8400
A 1 B 2 C 3 D
Span Results - Span 1 - Combination

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
0.000 59.11

0.00 0.0
0.450 51.27

24.84 1.4
0.900 43.44

46.15 2.8
2.125 22.13

86.31 5.8
3.396 0.00

100.37 7.3
3.788 -6.82

99.04 7.4
4.250 -14.86

94.03 7.3
6.375 -51.84

23.17 4.1
7.600 -73.15

-53.38 1.4
8.050 -80.99

-88.07 0.6
8.500 -88.82

-126.27 0.0
Span Results - Span 2 - Combination

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
0.000 74.28

-126.27 0.0
0.450 66.45

-94.61 -0.3
0.900 58.61

-66.47 -0.4
0.928 58.12

-64.81 -0.4
2.125 37.30

-7.72 -0.1
4.250 0.32

32.24 0.6
4.268 0.00

32.24 0.6
4.279 -0.20

32.24 0.6
6.375 -36.66

-6.38 0.0
7.597 -57.92

-64.15 -0.4
9.1




-73.

-58.
6

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE PLINTH BEAM
Sheet no./rev.
4 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
8.050 -65.81

-92.21 -0.3
8.500 -73.64

-123.59 0.0
Span Results - Span 3 - Combination

x (m) Fleft (kN) Fright (kN) M (kNm)  (mm)
0.000 87.80

-123.59 0.0
0.450 79.97

-85.84 0.6
0.900 72.14

-51.61 1.4
2.100 51.26

22.43 3.9
4.200 14.71

91.70 6.9
4.658 6.74

96.61 7.0
5.045 0.00

97.92 6.9
6.300 -21.83

84.22 5.5
7.500 -42.72

45.49 2.7
7.950 -50.55

24.51 1.4
8.400 -58.38

0.00 0.0



REINFORCED CONCRETE BEAM DESIGN (BS8110:PART 1:1997)
Beam details
Spans Nspan = 3
Fire resistance
Period of fire resistance required 1 hour
Concrete details
Concrete grade C35
Maximum aggregate size hagg = 20 mm
Reinforcement details
Characteristic strength of main reinforcement; fy = 410 N/mm
2

Type of reinforcement used Type 2
Characteristic strength of shear reinforcement; fyv = 410 N/mm
2

Nominal cover to reinforcement
Minimum cover required for fire resistance cfire = 20 mm
Nominal cover to top reinforcement ctop = 40 mm
Nominal cover to bottom reinforcement cbot = 65 mm
PASS - Nominal cover exceeds the requirements for fire resistance
Design section 1 - Support A
Span details
Span type Support A
Span length Ls1 = 8500 mm

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
CEMENT STORAGE PLINTH BEAM
Sheet no./rev.
5 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010






h



b

Section details
Section type Rectangular
Section width b = 300 mm
Section depth h = 500 mm
Shear stress in beam (cl 3.4.5.2)
Design shear force V = max(Fmax, Abs(Fmin)) = 59.105 kN
Design shear stress v = V / (b  d) = 0.475 N/mm
2

Allowable design shear stress vmax = min(0.8N/mm
2
 (fcu / 1 N/mm
2
), 5 N/mm
2
) = 4.733 N/mm
2

PASS - Design shear stress does not exceed allowable shear stress
From BS 8110:Part 1:1997 - Table 3.8
Design concrete shear stress vc_base = 0.653 N/mm
2

Enhanced shear strength of sections close to supports (cl 3.4.5.8)
Length of shear failure plane av = 0 mm
Design concrete shear stress vc = min(2  d  vc_base / av, vmax) = 4.733 N/mm
2

Shear reinforcement (cl 3.4.5.3)
From BS 8110:Part 1:1997 - Table 3.7 v < 0.5vc
Design shear resistance required vs = max(v - vc, 0.4 N/mm
2
) = 0.400 N/mm
2

Area of shear reinforcement required Asv_req = vs  b / (0.87  fyv) = 336 mm
2
/m
Shear reinforcement provided 2X8 legs @ 200 centres
Area of shear reinforcement provided Asv_prov = 503 mm
2
/m
PASS - Shear reinforcement is adequate
Check maximum spacing of links (cl 3.4.5.5)
Maximum spacing of links slimit = 0.75  d = 311 mm
PASS - Spacing of links does not exceed 0.75  d
Beam reinforcement summary
Design section 1 - Support A
Beam section Rectangular section 300 wide x 500 deep
Top reinforcement 2X25 (982 mm
2
)
Bottom reinforcement 2X25 (982 mm
2
)
Shear reinforcement; 2X8 legs @ 200 centres (503 mm
2
/m)

DESIGN OF STORAGE TANKS

DESIGN OF FOOTINGS

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
STORAGE TANKS FOOTING F2
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

F


Punching area



1.5d



Y





b
cx



=
d
x

b
cy
L
by
= p
1

M
V D
s

e
x

b


p
2
L
2d1
X
L
x1
L
L
c1
L
c2
L
bx

Rectangular Pad Base
(all base in contact with soil)
2d2

PAD BASE DESIGN (BS8110) RECTANGULAR PAD BASE SIZE – ISOLATED BASES (AXIAL SHEAR AND UNIAXIAL
BENDING)
Column details

Length of loaded area (along X axis) bcx = 600 mm
Breadth of loaded area (along Y axis) bcy = 400 mm
Loading details

Unfactored column axial load Fc_u = 30 kN
Unfactored column moment Mc_u = 0 kNm
Unfactored column shear force Vc_u = 50 kN
Base details

Length of base (along X axis) Lbx = 1800 mm
Breadth of base (along Y axis) Lby = 1800 mm
Depth of base Db = 350 mm
Offset of column from base centre line (along X axis) Lx1 = 0 mm

Details of soil above base

Depth of soil above base Ds = 1200 mm
Density of soil above base soil = 1800 kg/m
3

Self weight of soil above base psself = soil  gacc  Ds = 21.2 kN/m
2

Base self weight

Density of base base = 2400 kg/m
3

Base self weight pbself = base  gacc  Db = 8.2 kN/m
2

Materials

Characteristic strength of tension reinforcement fy = 410 N/mm
2

D

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
STORAGE TANKS FOOTING F2
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Characteristic concrete strength fcu = 35 N/mm
2

Details of soil under base
The assumed total allowable bearing pressure ptot = 150 kN/m
2

Allowable net bearing pressure pnet = ptot - (pbself + psself) = 121 kN/m
2

Check of soil bearing pressures

Total vertical load Wtot = Fc_u + (pbself + psself)  Lbx  Lby = 125.3 kN
Taking moments about the centre of the base (bottom face) gives the net eccentricity of load:-
ex = (Fc_u  Lx1 + Mc_u + Vc_u  Db ) / Wtot = 0.140 m
elimit = Lbx / 6 = 0.300 m
Eccentricity within middle third of base

RECTANGULAR PAD BASE SOIL PRESSURES
Determine soil pressures under base - inside middle 3 rd

p1 = Wtot / (Lbx  Lby)  ( 1 - 6  ex / Lbx ) = 20.7 kN/m
2

p2 = Wtot / (Lbx  Lby)  ( 1 + 6  ex / Lbx ) = 56.7 kN/m
2

pmax = max( p1 , p2 ) = 56.7 kN/m
2

Check of soil pressures
Total allowable bearing pressure ptot = 150.0 kN/m
2

Total allowable soil bearing pressure OK

RECTANGULAR PAD BASE DESIGN FORCES
Total column load on pad base (ultimate)
Column ultimate axial load Fc_f = 45 kN
Column ultimate moment Mc_f = 0 kNm
Column ultimate shear force Vc_f = 75 kN
Total vertical load Wtot_ult = Fc_f + 1.4  (pbself + psself)  Lbx  Lby = 178.4 kN
Taking moments about the centre of the base (bottom face) gives the net eccentricity of load:-
exult = (Fc_f  Lx1 + Mc_f + Vc_f  Db ) / Wtot_ult = 0.147 m
elimit = Lbx / 6 = 0.300 m


Depth to tension steel

Base details

Depth of base Db = 350 mm

Cover to tension reinforcement cb = 65 mm
Trial bar diameter Dtry_x = 16 mm

Eccentricity within middle third of base

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
STORAGE TANKS FOOTING F2
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x_c1 x_c1

Depth to X tension bars from compression face
dx = Db - cb - Dtry_x/2 = 277 mm
Trial bar diameter; Dtry_y = 16 mm

Depth to Y tension bars from compression face
dy = Db - cb - Dtry_x - Dtry_y/2 = 261 mm
Determine ultimate soil pressures under base - eccentricity inside middle third
Assume the base is a cantilevered slab spanning along the x and y axis independently. Remove self weight of base and soil
since they induce bending and shear in the base
Ultimate base pressures inducing bending and shear
p1_ult = Wtot_ult / (Lbx  Lby)  ( 1 - 6  exult / Lbx ) - 1.4  (psself + pbself) = -13.1 kN/m
2

p2_ult = Wtot_ult / (Lbx  Lby)  ( 1 + 6  exult / Lbx ) - 1.4  (psself + pbself) = 40.9 kN/m
2

Ultimate moments at column face
positions Lx_c1 = Lbx / 2 + Lx1 - bcx/2 = 0.600 m
Lx_c2 = Lbx / 2 + Lx1 + bcx/2 = 1.200 m
pressure; pc1_ult = p1_ult + (p2_ult - p1_ult)  Lx_c1 / Lbx = 4.9 kN/m
2

pc2_ult = p1_ult + (p2_ult - p1_ult)  Lx_c2 / Lbx = 22.9 kN/m
2

Mx1 = p1_ult  L
2
/ 2 + (pc1_ult - p1_ult )  L
2
/6 = -1.3 kNm/m
Mx2 = pc2_ult  (Lbx - Lx_c2)
2
/ 2 + (p2_ult - pc2_ult )  (Lbx - Lx_c2 )
2
/ 3 = 6.3 kNm/m
Mx = max( Mx1 , Mx2 ) = 6.3 kNm/m
My = (p2_ult + p1_ult ) / 2  ((Lby - bcy) / 2)
2
/ 2 = 3.4 kNm/m
Ultimate shear force at column face
Vx1 = p1_ult  Lx_c1 + (pc1_ult - p1_ult )  Lx_c1 / 2 = -2.5 kN/m
Vx2 = pc2_ult  (Lbx - Lx_c2) + (p2_ult - pc2_ult )  (Lbx - Lx_c2 )/ 2 = 19.1 kN/m
Vx = max( Vx1 , Vx2 ) = 19.1 kN/m
Vy = (p2_ult + p1_ult ) / 2  (Lby - bcy) /2 = 9.7 kN/m
Ultimate shear force at 1d from column face
positions Lx_1d1 = Lbx / 2 + Lx1 - bcx/2 - dx = 0.323 m
Lx_1d2 = Lbx / 2 + Lx1 + bcx/2 + dx = 1.477 m
Area within base - OK
pressures p1d1_ult = p1_ult + (p2_ult - p1_ult)  Lx_1d1 / Lbx = -3.4 kN/m
2

p1d2_ult = p1_ult + (p2_ult - p1_ult)  Lx_1d2 / Lbx = 31.2 kN/m
2
V1d1 = (p1d1_ult + p1_ult )/2  Lx_1d1 = -2.7 kN/m
V1d2 = (p1d2_ult + p2_ult )/2  (Lbx - Lx_1d2 ) = 11.6 kN/m


shears V1dx = max( V1d1 , V1d2) = 11.6 kN/m
V1dy = (p2_ult + p1_ult ) / 2  ((Lby - bcy) / 2 - dx) = 5.9 kN/m

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
STORAGE TANKS FOOTING F2
Sheet no./rev.
4 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

x

Punching shear at 1.5d
positions Lx_1.5d1 = Lbx / 2 + Lx1 - bcx/2 - 1.5  dx = 0.185 m
Lx_1.5d2 = Lbx / 2 + Lx1 + bcx/2 + 1.5  dx = 1.616 m

pressures p1.5d1_ult = p1_ult + (p2_ult - p1_ult)  Lx_1.5d1 / Lbx = -7.6 kN/m
2
p1.5d2_ult = p1_ult + (p2_ult - p1_ult)  Lx_1.5d2 / Lbx = 35.4 kN/m
2






Area within base - OK
punching shear
Vp = (p1_ult+p2_ult)/2  LbxLby - [(p1.5d1_ult+p1.5d2_ult )/2  (3dx+bcx)(3dx+bcy)]
Vp = 20.5 kN
Perimeter at 1.5d u = 2  ( bcx + bcy + 6  dx ) = 5.324 m
Note - it is assumed that edge distances permit this to be a valid failure mechanism
Base reinforcement - along X axis
Depth to tension steel along X axis dx = 277 mm
Ultimate moment at column face; Mx = 6.3 kNm/m
Area of reinforcement required
Kx = abs(Mx) / ( d
2
 fcu ) = 0.002
K' = 0.156

Compression steel not
required

Pad Base requiring X tension steel only - bars
zx = min (( 0.95  dx),(dx(0.5+0.25-Kx/0.9)))) = 263 mm
Neutral axis depth xx = (dx - zx) / 0.45 = 31 mm
Area of tension steel required

Asx_req = abs(Mx) / (1/ms  fy  zx) = 67 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asx_prov = Asx = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 350 mm

Total area of concrete per metre width Ac = Db = 350000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 455 mm
2
/m
Ast_max = 4 %  Ac = 14000 mm
2
/m


Check of nominal cover





Area of tension steel provided sufficient










Area of tension steel provided OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
STORAGE TANKS FOOTING F2
Sheet no./rev.
5 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

y

Effective depth to bottom outer tension reinforcement dx = 277.0 mm
Cover to outer tension reinforcement
cten = Db - dx - Dx / 2 = 65.0 mm

Permissible minimum nominal cover to all reinforcement (Table 3.4)

cmin = 65 mm


Base reinforcement - along Y axis
Depth to tension steel along Y axis dy = 261 mm
Ultimate moment at column face My = 3.4 kNm/m
Area of reinforcement required
Ky = abs(My) / ( d
2
 fcu ) = 0.001
K' = 0.156








Cover over outer steel OK

Compression steel not
required

Pad Base requiring Y tension steel only - bars
zy = min (( 0.95  dy),(dy(0.5+0.25-Ky/0.9)))) = 248 mm
Neutral axis depth xy = (dy - zy) / 0.45 = 29 mm
Area of tension steel required

Asy_req = abs(My) / (1/ms  fy  zy) = 38 mm
2
/m

Tension steel

Provide 16 dia bars @ 200 centres
Asy_prov = Asy = 1010 mm
2
/m


Check min and max areas of steel
Overall depth of base Db = 350 mm

Total area of concrete per metre width Ac = Db = 350000 mm
2
/m
Minimum percentage of tension reinforcement; kt = 0.13 %
Ast_min = kt  Ac = 455 mm
2
/m
Ast_max = 4 %  Ac = 14000 mm
2
/m





Area of tension steel provided sufficient










Area of tension steel provided OK

SHEAR RESISTANCE OF CONCRETE PAD BASE - X AXIS (CL 3.5.5)
Depth to tension steel dx = 277 mm
Area of X axis tension reinforcement provided (per m width of slab) Asx_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vx = 19 kN/m

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
STORAGE TANKS FOOTING F2
Sheet no./rev.
6 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio
cu_ratio

at 1d from the column face V1dx = 12 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vx = Vx / dx = 0.07 N/mm
2

v1dx = V1dx / dx = 0.04 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcx = 0.79 N/mm
2
 min(3,100  Asx_prov / dx)
1/3
 max(1,(400 mm) / dx)
1/4
/ 1.25  f
1/3

vcx = 0.55 N/mm
2

Applied shear stresses
v1dx = 0.04 N/mm
2












Shear stress - OK
No shear reinforcement required

SHEAR RESISTANCE OF CONCRETE PAD BASE - Y AXIS (CL 3.5.5)
Depth to tension steel dy = 261 mm
Area of Y axis tension reinforcement provided (per m width of slab) Asy_prov = 1010 mm
2
/m
Design ultimate shear forces
at column face Vy = 10 kN/m
at 1d from the column face V1dy = 6 kN/m
Characteristic concrete strength fcu = 35 N/mm
2

Applied shear stresses
vy = Vy / dy = 0.04 N/mm
2

v1dy = V1dy / dy = 0.02 N/mm
2

Check shear stress to clause 3.4.5.2 at face of column
vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.73 N/mm
2



Shear stresses to clause 3.4.5.4 at 1d from face of column
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400
vcy = 0.79 N/mm
2
 min(3,100  Asy_prov / dy)
1/3
 max(1,(400 mm) / dy)
1/4
/ 1.25  f
1/3

vcy = 0.57 N/mm
2

Applied shear stress
v1dy = 0.02 N/mm
2




















Shear stress - OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
STORAGE TANKS FOOTING F2
Sheet no./rev.
7 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

cu_ratio

No shear reinforcement required

PUNCHING SHEAR AT CONCENTRATED LOADS (CL 3.7.7)
Tension steel resisting bending

Total length of outer perimeter at 1.5d from loaded area u = 5324 mm
Depth to outer steel dx = 277 mm
Depth to inner steel dy = 261 mm

Average depth to "tension" steel dav = (dx + dy)/2 = 269.0 mm

Area of outer steel per m effective through the perimeter Asx_prov = 1010 mm
2
/m
Area of inner steel per m effective through the perimeter Asy_prov = 1010 mm
2
/m
Max shear effective across either perimeter under consideration Vp = 21 kN
Characteristic strength of concrete fcu = 35 N/mm
2

Shear stresses to clause 3.7.7.4
Design shear stress
fcu_ratio = if (fcu > 40 N/mm
2
, 40/25 , fcu/(25 N/mm
2
)) = 1.400

vcp = 0.79 N/mm
2
 min(3,100((bcy+3dav)Asx_prov+( bcx+3dav)Asy_prov) /( bcx+ bcy+6dav)/dav)
1/3

max(1,(400 mm) / dav)
1/4
/ 1.25  f
1/3


vcp = 0.563 N/mm
2

Applied shear stress

Stress around perimeter vp = Vp / (u  dav) = 0.014 N/mm
2

No shear reinforcement required

DESIGN OF PEDESTAL

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
STORAGE TANKPEDESTAL P1
Sheet no./rev.
1 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


RC COLUMN DESIGN (BS8110) COLUMN DESIGN TO CL 3.8.4.3

COLUMN DEFINITION
Column depth (larger column dimension) h = 600 mm

Nominal cover to all reinforcement (longer dimension) ch = 65 mm
Depth to tension steel
h' = h - ch - Ldia_try - Dtry/2 = 519 mm


Column width (smaller column dimension) b = 500 mm

Nominal cover to all reinforcement (shorter dimension) cb = 65 mm
Depth to tension steel
b' = b - cb - Ldia_try - Dtry/2 = 419 mm

Materials

Characteristic strength of reinforcement fy = 410 N/mm
2

Characteristic strength of concrete fcu = 35 N/mm
2

UNBRACED COLUMN DESIGN TO CL 3.8.4
Check on overall column dimensions


Unbraced column slenderness check

Unbraced column clear height lo = 1200 mm
Slenderness limit llimit = 60  b = 30000 mm
Slenderness limit llimit1 = 100  b
2
/ h = 41667 mm


Short column check for unbraced columns

Column clear height lo = 1200 mm



Column OK - h < 4b







Column slenderness limit OK
If column is unrestrained, slenderness limit OK
Effective height factor for unbraced columns - major axis x = 1.60

lex = x  lo = 1.920 m lex/h = 3.20


Effective height factor for unbraced columns - minor axis y = 1.60

ley = y  lo = 1.920 m ley/b = 3.84


Short column - axial load and nominal moment only
Ultimate loads



BS8110:Table 3.20


The unbraced column is short (major axis)


BS8110:Table 3.20


The unbraced column is short (minor axis)

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
STORAGE TANKPEDESTAL P1
Sheet no./rev.
2 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010

Short column supporting an approximately symmetrical arrangement of beams.

Design ultimate axial load N = 45 kN

Design


Asc_req = max ((N - 0.35  fcu  h  b) / (f2ms  fy ), 0.4  h  b /100) = 1200 mm
2

from BS8110: Pt 1: eqn 29 where f2ms = 0.67
Provide 12 No. 16 dia bar(s) total steel in column
Asc_prov = Ascol = 2410 mm
2
Area in "tension" face Ast = Ascol /2 = 1205 mm
2


CHECK MIN AND MAX AREAS OF STEEL
Total area of concrete Aconc = b  h = 300000 mm
2

Area of steel (symmetrical) Ascol = 2410 mm
2

Minimum percentage of compression reinforcement; kc = 0.40 %
Minimum steel area Asc_min = kc  Aconc = 1200 mm
2

Maximum steel area As_max = 6 %  Aconc = 18000 mm
2











Area of compression steel provided OK

MAJOR AXIS SHEAR RESISTANCE OF CONCRETE COLUMNS - (CL 3.8.4.6)
Design ultimate shear force (major axis) Vx = 75 kN
Is a check required? (3.8.4.6)
Axial load N = 45.0 kN
Major axis moment; Mx = 0.0 kNm
e = Mx / N = 0.0 mm
elimit = 0.6  h = 360.0 mm
Actual shear stress vx = Vx / (b  h') = 0.3 N/mm
2

Allowable stress vallowable = min ((0.8 N
1/2
/mm)  (fcu ), 5 N/mm
2
) = 4.733 N/mm
2



Define Containment Links Provided
Provide 8 dia links in 4s @ 150 centres














No shear check required
Link spacing sv = 150 mm Link diameter Ldia = 8 mm No of links in each group Ln = 4

MINIMUM CONTAINMENT STEEL (CL 3.12.7)
Shear steel Link spacing sv = 150 mm
Link diameter Ldia = 8 mm
Column steel Diameter Dcol = 16 mm

Min diameter Llimit = max( (6 mm), Dcol/4) = 6.0 mm


Max spacing slimit = 12  Dcol = 192.0 mm








Link diameter OK

Project
MAINTENANCE WORKSHOP AT RLIC FOR M/S JAIDAH
Job Ref.
1936
Section
STORAGE TANKPEDESTAL P1
Sheet no./rev.
3 0
Calc. by
GSN
Date
1/2/2011
Chk'd by
GSN
Date
11/15/2010
App'd by
GB
Date
11/23/2010


CHECK OF NOMINAL COVER - (BS8110:PT 1, TABLE 3.4)
Link spacing OK

Cover to tension reinforcement
cten = h - h' - Dcol / 2 = 73.0 mm
Nominal cover to links steel
cnom = cten - Ldia = 65.0 mm
Permissible minimum nominal cover to all reinforcement (Table 3.4)
cmin = 65 mm
Cover OK

APPENDIX - I

Kirbj@






January 2007

RIGID FRAUE (RF)






Page 3.5























A CLEAR SPAN "RIGID FRAME" CONSISTS OF A SINGLE GABLE WITH EITHER TAPERED BUILT -UP SECTIONS OR
STRAIGHT HOT ROLLED SECTIONS, DESIGNED ACCORDING TO THE STIFFNESS METHOD BY COIVIPUTER
ANALYSIS. COLUMNS ARE PINNED. AT BASE AND CONTINUOUS AT TOP (RIGID MOMENT CONNECTION AT
HAU NCH). RAFTER IS CONTINUOUS THROUGHOUT. SIDEWALL GIRTS ARE BY-FRAMED.
RIGID FRAME BUILDINGS OF STANDARD WIDTHS, EAVE HEIGHTS, ROOF SLOPE, BAY LENGTH, AND LOADING
ARE AVAILABLE FOR QUICK DELIVERY. FOR IVIINIMUM CLEARANCES AND COLUIVIN REACTIONS OF CLEAR SPAN
RIGID FRAMES, PLEASE REFER TO THE TWO TABLES, ON THE FOLLOWING PAGES.
CLEAR SPAN RIGID FRAME OF SPECIFIC GEOIVIETRY AND LOADING REQUIREMENTS OTHER THAN STANDARD
ARE ALSO AVAILABLE UPON REQUEST.

Kirb¥?
STANDARD RIGID FRAME
LL/WL = 0.6/1.25 KN/M
2
,7.5M BAY
BUILDING SYSTEMS
C9 OSS SEC TION
10

January 2007
SY MM E TR I C AL
C OL UPIN R EAC TI ON S
Page 3.6







1/2 S PA N








\/A


DEAD LOAD 4-LIVE L O AD




HE


DE AD LOAD +WIND LOAD


ii S PAI'J

” AAY E

CLE. A R‘AN, CE


’i::’,’’ .’e. , 3 0 2.60



5. t 8

6. 0 5. 60


7.0 6.60

3.0 2.60


4.0 3.60


5.0 4.60 8. 18

6.0 5.60


7.0 6.60

3. 0 2. 48 2.27 3.39 2.83 —0.01 2.22 1.35
4.0 3. 48 1.64 3.42 3.02 0.76 2.47 1.08
5. 0
6 0
7. 0
8.0
3. 0
6. 0
5. 0
6.0
7.0
8. 0
3. 0
4. 0
5. 0
6.0
7.0
8.0
4.58
5.48
6. 4 8
7.48
2.63
3.A3
6.63
5.43
6.43
7.43
2.3
3.36
I›.3 L
5.34
6.34
7.34
10.8 8






13. 7 8





16.5 8
1.27
1.06
0.86
073
3.68
2.75
2.\6
1.77
1 46
1.26
5.38
3.99
3.14
2.57
2. T 8
1. 87
3 44
3.49
3.62
3.67
4.24
4.28
4 30
4.33
4.48
4.54
5.15
5.17
5.20
5.23
5. 35
5. 3 9
3.34
3.76
4.15
A.60
3.54
3.60
2.81
Z+:15
4.46
4.89
4.11
4.)4
4. 26
4.50
4- 78
S.\ 4
1.39
1.93
2.50
3.00
—0.71
0.18
0.92
1.54
2.1'7
2.71
—1.26
—0.37
0 45
1.17
1 . 8 4
2 fi.4
2.B1
3.20
3.60
416
2 .52
2.81
3.08
3.38
3.65
4.0y
2.61
3.07
3.35
3-6\
3. 63
+• .J 6
0.68
0.19
-0.47
-1.14
1.8f
1.61
1.31
0.9\
0.35
-0.19
2.12
2.03
1.80
1.48
1. 02
0.5 5

- 2 00


125
12 5

225
75


50

FO R 6 M BAYS NU LT IP LY R EACT ICI N VALUE S
BY 0 8 .
2. 0 E A D LO AD EouALs SELF WE IG HT OF
MEM BE R 5 .
W IN 0 LOA 0 AP PLIE 0 IN AC C OR DANC E V/RTH
fat B ill A (1986).

4 - 20 $ B 12 mm
NEGAIE VE VALUE OF REAC TION INDICA I ES
DIR EC T ION 0 PPOSIT E TO THAT SHOW N ON
SKE TC H .

Kirbtf4«





B UI L DING SYSTEM S
C ROSS SEC TION 10
STANDARD RIGID FRAM8
LL/WL + 0.6/1.25 KN/M
2
7.5M 8AY
January 2007



§ SYl•fM ET R ICAL C OL UklN R EA C TIONS




Page 3.7

DE AD LOAD • LIV E LOAD D E AD LOAD • W I ND LOAD



'
YA

2 SPAN
HA HE


CL *R A G
“

C L UI•fN .R.EAC TIONS. .( t•t
OEAD LOADt gfVELOAO I " DEAD LO4O • W/tN!D. kOAD e ” ” ”









“










8 . 00 7. 07 5 . 73 9. 0 1 7. 0 3 0. 5 2 5. 18 2 . 7 6
4 . 0 0 2 93

16.10 10 .74 7. 6 2 — 3 . 63 3 - 18 3 . 61
/t. 5 . 0 0 3 . 93 13.16 10. 8 5 7 . 7 5 — 2. 9 1, 4 . 09 3 . 75
36.0. . 6. 00 4 . 93 33.68 10. 93 l0. 9 9 7 . 8 2 — 2 . 11 4 .77 3 . 7 8
7 0 0 5 . 93 g . 3 3 11 . 03 7 . BE — l . 2 4 5 . 3 0 3 . 7 1

8. 00 6 . 93

8 .12 \ 1. 09 7. 9 3 - 0 . 3 9

5. 62 3 . 5 3

”.. e.
6 . 0 0 4. 7 0

15. 89 12. 87 9. 16 —3 . 3 8
4 . 64 4 . 12
*: . ,4:$e,• D .e 7 . 0 0 5 .70 39. \ 8 13. 78 12. 94 9. 2 9 — 2. 63 5. 25 4 . 09
8 0 0 6. 7 0 12 .13 13. 0 2 9. 4 — 1. 8 5 5 .77 4 . 0 2
e I" 6 . 00 4 . 61 2 0. 94 15. 00 IO. 0 1 — 4 12 4. 26 4. 3 3
GB-0 e 7. 00 5 . 6 I / 4. 9 6 18.2 0 15. 09 10.33 — 3 . 6 0 5.1 0 4 . 38
” 8. 0Q 6. 61 16 . 07 15.18 10. 4 5 - 2 . 8 3 5 -67 4 . 8 4
F OR A 2 & 4 8 Id S PAN 1. FOR 6M BAYS MULT IPLY REACT ION YALUES







A“f C OLU M N B/. °
75 75




2 00 3 2 5
6s 24 g B 12 mm
B Y 0 8
2. DEAD LOAD EBUA LS SE L F Y/E IG H T OF
I IE lvlB ER S .
3. WIND LOAD A P PLIED lhl AC C ORDANC E
\¥ITH M B M A (1986).
4. NEGAT I \/E VALUE OF REACT ION IND ICAT ES
DIRECT ION OPPOS IT E TO T HAT SH OY/N ON
SftETCH .

4 . 00 3 . 3 4

5.3 1 6. 11 4 . 8 0 — 1 . 02 3 . 3 4 2 . 4]
5 . 00 4 . 3 4

4 . 2 1 6 . 15 4 . 8 8 — 0 . J7 3 . 67 2 . 2 9
21 • 0 6 . 00 5 .3 4 19 58 3 . 46 6 . 1 9 E . 04 0. 63 3 . 93 2 . 03
7. 00 6 . 3 4 2 . 93 6.23 5. 3 1 1 . 3 1 4 . 18 1 . 7 0
8 . 0 0 7 . 3 4 2 . 5 3 6 . 2 7 5 . 5 7 2 . 0 0 4 . 4 4 1. 2 7

4 . 0 0 3 . 25

7 . 2 0 6 . 99 5 . 4 6 "1 . 6 5 3 . 3 4 2 . 6 9
.

5 . 0 0 4 25

5 .74 7. 03 5. 5 1 — 0. 80 3 . 84 2 . 61
24. 0

6 . 0 0 5 .2 5 22.38 4 . 76 7 . 07 5 . 6 0 0. 05 4 . 14 2 . 4 1

7 . 0 0 6 .2 5

4 . 06 "/ . 12 5 . 7 8 0. 8 3 4 . 3 7 2 . 12
8. 00 7 . 2 5 3 . 5 1 7. 16 6 . 0 3 1 . 5 3 4 . 63 1 . 7 8

4 . 00 3 . 07

11 . 3 6 8. 7 8 6 . 65 — 2. 7 6 3 . 4 0 3 . 2 6
e 5 . 00 4 .07 9. 1 9 8 . 86 6 . 7 1 — 1. 95 4 . 13 3 . 3 1
3i0. 0 6. 00 5. 07 27. 98 7. 67 8. 61 6 . "/ 9 — 1 . 1 3 4 . 68 3 . US

7. 00 6. 07

6 . 5 6 8. 96 6. 8 5 — 0. 2 5 4 . 96 3 - 0“6

Kirbj@
BEAM& COLUMN FRAM8 (BC-2)
January2007 Page 3.17

















A BEAM AND COLUMN "RIGID FRAIVIE" CONSISTS OF A SINGLE GABLE, WITH TAPERED BUILT-UP SECTIONS,
WITH COLUMNS PINNED AT BASE AND CONTINUOUS AT HAUNCH. RAFTER IS CONTINUOUS THROUGHOUT.
TWO INTERIOR COLUM NS ARE PJPE-SECTIONS AND ARE PINNED AT BOTH ENDS. THE STRUCTURAL DESIGN IS
ACCORDING TO THE STIFFNESS IVIEHTOD BY COIVIPUTER ANALYSIS. SIDEWALL GIRTS ARE “ BY-FRAIVIE
BC-2 BUILDINGS OF STANDARD WIDTHS, EAVE HEIGHTS, ROOF SLOPE, BAY LENGTH AND LOADING ARE
AVAILABLE FOR BUICK DELIVERY. FOR MINIMUM CLEARANCES AND COLUMN REACTIONS OF BC-2BUILDINGS,
PLEASE REFER TO THE FOLLOWING.TABLE.
BC-2 BUILDINGS OF SPECIFIC GEOMETRY AND LOADING REOUIRE MENTS OTHER THAN STANDARD ARE ALSO
AVAILABLE UPON REQUEST.

BUILDING SYSTEMS
January 2007 Page 3.18 Kirb•1
STANDARD BC-2
LL/WL=0.6/1.25KN7N
2
, 7.SN BAY


CROSS SECTION
10
REAC TIONS






HA HA


*2












5 0 4 43_5 86 4 54 8 82 4 JS 3 39 J‘77 J 6S 4 79 160 J 23
60 S 43 6•86 14-30 14-83 1-1& 6 92 4•O7 3 •76 2 24 2 19 5 t3 2•07 0•99
7 0“"643 7"•66“" 108 89t 4 25 4•22 2 64 2 56 S 35 2 46 0 69





1 0 6 38 8-t\
6 0" " 7'38 9*1













2¥5 FOR 36,45 & M
FD9 63.6 72

t2


35 2
150




ISO
1. FOR 6kl BAYS PIULTIPLY REACTION FUS

2. DEAD LOAO EQUALS SELF '\¥EIGHT OF
f4EkIBERS.
3. WIND LOAD APPLIEO IN ACCORDAt4CE
WITH f4 BMA (1986).
4. NEGATIVE OF REACTIOf INDICATES
II@gCTlON OPPOSITE TO T¥IA7 SHOWN ON
SttETCH
Tags
construction
Categories
Education
Download
Download Slideshow Get the original presentation file
Quick Actions
Statistics
  • Views 443
  • Slides 190
  • Age 1058 days
Related Slideshows
TLE-9-Prepare-Salad-and-Dressing.pptxkkk 11
TLE-9-Prepare-Salad-and-Dressing.pptxkkk
MaAngelicaCanceran
49 views
LESSON 1 ABOUT MEDIA AND INFORMATION.pptx 12
LESSON 1 ABOUT MEDIA AND INFORMATION.pptx
JojitGueta
37 views
GRADE-8-AQUACULTURE-WEEKQ1.pdfdfawgwyrsewru 60
GRADE-8-AQUACULTURE-WEEKQ1.pdfdfawgwyrsewru
MaAngelicaCanceran
64 views
Feelings PP Game FOR CHILDREN IN ELEMENTARY SCHOOL.pptx 26
Feelings PP Game FOR CHILDREN IN ELEMENTARY SCHOOL.pptx
KaistaGlow
57 views
Jeopardy_Figures_of_Speech_Template.pptx [Autosaved].pptx 54
Jeopardy_Figures_of_Speech_Template.pptx [Autosaved].pptx
acecamero20
32 views
Jeopardy_Figures_of_Speech.pptxvdsvdsvsdvsd 7
Jeopardy_Figures_of_Speech.pptxvdsvdsvsdvsd
acecamero20
34 views
View More in This Category