Strip Foundation Design Calcualtion

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. OF

REV.

001 001 0

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

Qatar Design Consortium, July-2010

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

DESIGN OF OFFICE BUILDING

DESIGN DATA


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

Qatar Design Consortium, October-2010 2

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 clients approval. The

foundation design for the same will be designed based on the pre-engineered suppliers

reaction.




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/m3

Density of Screed Concrete = 20 kN/m3

Steel Structure

Density of Steel = 78.5 kN/m3

Block Work

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

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

200mm thk Hollow Block wall+ Rendering = 2.87 + 0.96 = 3.83 kN/m




Finishes (Floors)

Structural screed (100mm thk) : 0.1 x 20 = 2 kN/m2

Services, light fixtures, ducts, false ceiling : 0.75 kN/m2

Total Finishes (Floors) : 2.75 kN/m2

Finishes (Roof)

Structural screed (100mm thk slope average) : 0.1 x 20 = 2 kN/m2

50mm thk precast Concrete Tiles on Roof : 0.05 x 24 = 1.2 kN/m2

Provision of roof water proof - 4mm water

proof membrane with 50mm thick Extruded

polystyrene : 0.3 kN/m2

Services, light fixtures, ducts, false ceiling : 0.75 kN/m2

Total finishes (Roof) : 4.25 kN/m2

4.2 Live Load

Offices, Conference hall : 3.00 kN/m2 (distributed load)

Dining rooms and restaurants : 5.0 kN/m2 (distributed load)

Stairs, walkways, access : 3.00 kN/m2 (distributed load)

Sand Load on flat roofs : 1.00 kN/m2 (distributed load)

Accessible Roof : 1.50 kN/m2 (distributed load)

Steel Sloped roof : 0.75 kN/m2 (distributed load)

Crane Load : As Actual

Water Tank /Services Equipment : As Actual




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* Vs

= 0.613 * 45

= 1241.0 N/m

1.241 kN/m

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.




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/mm

Blinding Concrete : C15/20 (SRC) with a characteristic 28

day strength of 15 N/mm

5.2 Reinforcement : High yield strength deformed bars with a

Characteristic strength of 420N/mm2

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/mm2. No

individual block shall be less than 5.6N/mm2.

For solid blocks, minimum compressive strength of average of 10 blocks shall be 15.0 N/mm2. No

individual block shall be less than 12 N/mm2.

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 - 70mm

Column above GL - 40mm

Beams - 40mm

Slabs - 30mm

7.0 Deflection criteria:

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

-

* 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.




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

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

TITLE :

150 THK SLAB

2.26

20

3.6 kn/m2

2.75 kn/m2

3 kn/m2

13.69 kn/m2

35 N/mm2

410 N/mm2

30 mm

2.26 m

8.74 kn-m

115 mmK=M/bd2*fcu 0.019

0.66 z 112.5 095d 109.3

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

ONE WAY SLAB DESIGN

Self Weight of the slab

Live load on the slab

SHO

RT

SPA

N

Continuous (26), Simply Supported (20)

FIRST FLOOR SLAB S6

Total factored load on the slab

Dead load on the slab(finishes+services

Grade of conrete

Yield Stress of Steel

Clear Cover

Short Span

Mu/bd2

Ast required

Moment

Effective Depth

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

TITLE :

150 THK SLAB

2.26

20

3.6 kn/m2

4.25 kn/m2

2.5 kn/m2

14.99 kn/m2

35 N/mm2

410 N/mm2

30 mm

2.26 m

9.57 kn-m

115 mmK=M/bd2*fcu 0.021

0.72 z 112.3 095d 109.3

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

Clear Cover

Short Span

Mu/bd2

Ast required

Moment

Effective Depth

Total factored load on the slab

Dead load on the slab(finishes+services

Grade of conrete

Yield Stress of Steel

ONE WAY SLAB DESIGN

Self Weight of the slab

Live load on the slab

SHO

RT

SPA

N

Continuous (26), Simply Supported (20)

ROOF SLAB S3

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 = N/mm2Grade of steel = N/mm2

Tread = mmRise = mmWidth of flight = m

Height between floors = mDimensions of main beam = m x m

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

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

Live load = kN/m2Finishes = kN/m2

0 0

00

0.6

0

0

0

00

31

35410

300

1.2

0.23.5

1.2150

3

Diagonal length of each step = mm

Effective span = m

Assumed waist slab thickness = mmWaist slab thickness to be provided = mmDiameter of main reinforcement bar = mmClear cover = mmEffective depth of waist slab = mmSlab thickness in landing region = mm

Loads acting on goings:Self weight of waist slab = kN/m2Self weight of step = kN/m2Live loads = kN/m2Finishes = kN/m2

Factored loads = kN/m2

335

5.591.88

200164

1230

4.2

200210

17.20

31

Loads acting on landings:Self weight of landing slab = kN/m2Live loads = kN/m2Finishes = kN/m2

Factored loads = kN/m2

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

Reaction on the left support = kN/mReaction on the right support = kN/m

Sectn frm lft suport whr max moment is acting = mMaximum moment (in kNm) =

135

0

32.15

31.09

31.09

00

-19.89

Go to next step.

0

1.99

1.23

13.50

28.98

0

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

Total moment acting on the staircase slab = kNm

Calculation of main reinforcement:R =pt,reqd = %Ast,reqd =Ast,prov = mm2pt,prov = % > 0.12%Enter diameter of main reinforcement = mmSpacing of reinforcement = mm

Calculation of distribution reinforcement:

22.0731.0922.07

32.00

32.00

12161

1.19

0.4277005710.35

Ast,reqd = mm2/mDiameter of bars = mmSpacing = mm

Calculation for deflection:Section PropertiesWidth of the slab b = mmDepth of the slab D = mmEffective cover d' = mmEffective depth d = mm

Mid Span Reinforcement ProvidedArea of tension steel Ast = mmPercentage of tension steel pt = %

Short-Term DeflectionModular ratio m = Es/Ec Neutral axis depth at mid Span x = mm

Modulus of rupture fcr = 0.7 fck = N/mmGross moment of Inertia Igr = mm4

Distance from centroidal axis to extreme tension fibre yt = mmCracking moment Mr = fcr Igr /yt = N-mmBending moment due to dead & live load at mid span (service load) Mo = N-mm

Cracked moment Inertia at mid span Ir0 = mm4

1000

6.7E+08

16436200

700

6.7E+084.14

2.1E+07

34.956.8

1002.8E+07

0.43

57412

196.8

Cracked moment Inertia at mid span r0 mmLever arm z = mmEffective moment of inertia Ieff = mm4

Final Ieff Ieff,final = mm4

Unfactored Dead load = kNUnfactored live load = kN

Short-term deflection due to dead load D = mmShort-term deflection due to live load L = mmTotal short-term deflection D+L = mm

Deflection Due to ShrinkageDeflection due to shrinkage cs = k3csl = k3 k4 cs l2/D k3 =k4 =Ultimate shrinkage strain of concrete cs =Deflection due to shrinkage cs = mm

6.7E+08

0.6161.739

0.125

2.356

152

1.56

0.47

8.53.0

2.6E+09

0.0003

Deflection Due to CreepCreep coefficient =Effective modulus of elasticity Ece = Ec /(1+) = N/mm2

Modular ratio m =pm =

k =Neutral axis depth at mid span x = mm

Distance from centroidal axis to extreme tension fibre yt = mm

Cracking moment Mr = Nmm

Cracked moment Inertia Ir = mm4

Lever arm z = -48.0159737021121/3 = mmEffective moment of inertia Ieff = mm4

Final Ieff = mm4

Initial plus creep deflection due to permanent load i,cc (perm) = mmShort-term deflection due to permanent load i (perm) = mmCreep deflection due to permanent load cc = mm

Check on Total Deflection Total deflection total =D+L+ cs + cc = mmFinal limiting deflection = mm

6.7E+08

1.1

480.3

7.12

3.21

2.8E+07

1.74

148

100

1.8E+09

0.060614.2

14086

16.8

4.95

6.7E+08

Final limiting deflection mm

Deflection after erection of partition & finishes L + sh + cp =Permissible deflection after erection of partition & finishes = mm

Check for shear:Maximum shear force Vu,max = kNShear stress v = N/mm2Percentage of steel provided pt = %

Lower limitUpper limit

Shear resistance c = N/mm20.521Safe.

pt c0.15 0.300.25 0.38

32.150.19610.43

5.38

Safe.12.0

Safe.

STAAD PRO

3D MODEL OUTLINE

Software licensed to QATAR DESIGN CONSORTIUM

Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1

21-Oct-10

28-Oct-2010 16:45OFFICE BUILDING strip f

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

Load 1

XY

Z

sekaranText Box3 DIMENSIONAL MODEL OUTLINE

BEAM NUMBERS


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1

21-Oct-10



59

18

29

17

1658

36

21

28

34

40

45

44

346

3

37

2527

11

60

54

50

32

5

14

24

1

41

13

12

10

2

42

39

46

9

63

4

55

2315

38

6

7

52

19

49

51

56

48

8

5362

299

57

61

47

31

20

3026

Load 1

XYZ

sekaranText BoxPLINTH BEAM NUMBERING


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1

21-Oct-10



109

71

112

119

113

72

114

88

106

84

94

122

68

304

190

120

99

188

85189

93

92

187

102

69

121

67

66

104

100

95

89

191

103

90

97

98

115

305

77

78

309

192

83

105

86

65

111

117116

75

76

10770

73

87

96

108

82

101

118

7991

64

81

80

110

Load 1

XYZ

sekaranText BoxFIRST FLOOR BEAM NUMBERING


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1

21-Oct-10



173

131

147

125

127

178

153

308

157

149

156

159

182

148

154

163

162

164

307

185

181

158

124

161

132

134

135

123

160

306

129

174155

176

146

167

170

141

139

142

186

140

130

171

168

172

175

169

179 180

128

184

166

151

152

165

Load 1

XYZ

sekaranText BoxROOF BEAM NUMBERING


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1

21-Oct-10



290

293

294

289

Load 1

XYZ

STAAD INPUT

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29STAAD SPACESTART JOB INFORMATIONENGINEER DATE 21-Oct-10END JOB INFORMATIONINPUT WIDTH 79UNIT METER KNJOINT COORDINATES1 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; 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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;Page: 3

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29817 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; 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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 INCIDENCES1 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;Page: 4

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29186 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 12; 1028 118 76; 1029 76 9; 1030 9 768;ELEMENT INCIDENCES SHELL326 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;Page: 5

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29606 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;Page: 6

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29838 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;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 PROPERTY326 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 0.35461 TO 464 831 835 849 852 THICKNESS 0.5DEFINE MATERIAL STARTISOTROPIC CONCRETEE 2.17185e+007POISSON 0.17DENSITY 23.5616ALPHA 1e-005DAMP 0.05END DEFINE MATERIALMEMBER PROPERTY AMERICAN1 TO 21 23 TO 32 34 36 TO 42 44 TO 63 299 346 PRIS YD 0.5 ZD 0.2Page: 7

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:2974 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 0.2196 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 0.2193 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 0.5225 250 283 PRIS YD 0.2 ZD 1.5MEMBER PROPERTY AMERICAN64 TO 73 75 TO 122 187 TO 192 304 305 309 PRIS YD 0.6 ZD 0.2CONSTANTSMATERIAL CONCRETE ALLMEMBER RELEASE91 97 190 START MZ110 115 121 190 END MZSUPPORTS326 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 30000DEFINE WIND LOADTYPE 1INT 1.241 HEIG 12EXP 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 902LOAD 1 LOADTYPE Dead TITLE SELFWEIGHTSELFWEIGHT Y -1ELEMENT LOAD326 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 -14.4LOAD 2 LOADTYPE Dead TITLE SLAB WEIGHTFLOOR LOADYRANGE 3.5 3.5 FLOAD -3.6 XRANGE 0 3.8 ZRANGE 0 10.4 GYYRANGE 3.5 3.5 FLOAD -3.6 XRANGE 23.4 27 ZRANGE 0 10.4 GYYRANGE 3.5 3.5 FLOAD -4.5 XRANGE 17.8 23.4 ZRANGE 0 10.4 GYYRANGE 3.5 3.5 FLOAD -4.5 XRANGE 3.8 9.4 ZRANGE 0 5 GYYRANGE 3.5 3.5 FLOAD -4.5 XRANGE 3.8 9.4 ZRANGE 3 10.4 GYYRANGE 3.5 3.5 FLOAD -3.6 XRANGE 7.4 19.8 ZRANGE 8.4 12.4 GYYRANGE 3.5 3.5 FLOAD -3.6 XRANGE 10.8 17.8 ZRANGE 3.7 7 GYONEWAY LOADYRANGE 3.5 3.5 ONE -3.6 XRANGE 9.4 17.8 ZRANGE 7 8.4 GYYRANGE 3.5 3.5 ONE -3.6 XRANGE 9.4 10.8 ZRANGE 3.7 7 GYYRANGE 3.5 3.5 ONE -3.6 XRANGE 15.54 17.8 ZRANGE -2 3.7 GYFLOOR LOADYRANGE 3.5 3.5 FLOAD -3.6 XRANGE 12.3 15.54 ZRANGE -2 3.7 GY****roof slabFLOOR LOADYRANGE 7 7 FLOAD -3.6 XRANGE 0 3.8 ZRANGE 0 10.4 GYYRANGE 7 7 FLOAD -3.6 XRANGE 23.4 27 ZRANGE 0 10.4 GYYRANGE 7 7 FLOAD -4.5 XRANGE 17.8 23.4 ZRANGE 0 10.4 GYYRANGE 7 7 FLOAD -4.5 XRANGE 3.8 9.4 ZRANGE 0 5 GYYRANGE 7 7 FLOAD -4.5 XRANGE 3.8 9.4 ZRANGE 3 10.4 GYYRANGE 7 7 FLOAD -3.6 XRANGE 7.4 19.8 ZRANGE 8.4 12.4 GYYRANGE 7 7 FLOAD -3.6 XRANGE 10.8 17.8 ZRANGE 3.7 7 GYONEWAY LOADYRANGE 7 7 ONE -3.6 XRANGE 9.4 17.8 ZRANGE 7 8.4 GYYRANGE 7 7 ONE -3.6 XRANGE 9.4 10.8 ZRANGE 3.7 7 GYYRANGE 7 7 ONE -3.6 XRANGE 15.54 17.8 ZRANGE -2 3.7 GYFLOOR LOADYRANGE 7 7 FLOAD -3.6 XRANGE 12.3 15.54 ZRANGE -2 3.7 GY** Stair roofYRANGE 9.8 9.8 FLOAD -3.6 XRANGE 9.4 12.3 ZRANGE -2 3.7 GYLOAD 3 LOADTYPE Dead TITLE WALL LOADMEMBER LOAD1 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 -11.49123 129 131 132 135 139 158 160 164 TO 166 168 173 175 176 178 182 185 -186 UNI GY -3.83Page: 8

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29289 290 293 294 UNI GY -1.3574 133 308 309 UNI GY -28LOAD 4 LOADTYPE Dead TITLE FLOOR FINISHESFLOOR LOADYRANGE 3.5 3.5 FLOAD -2.75 XRANGE 0 3.8 ZRANGE 0 10.4 GYYRANGE 3.5 3.5 FLOAD -2.75 XRANGE 23.4 27 ZRANGE 0 10.4 GYYRANGE 3.5 3.5 FLOAD -2.75 XRANGE 17.8 23.4 ZRANGE 0 10.4 GYYRANGE 3.5 3.5 FLOAD -2.75 XRANGE 3.8 9.4 ZRANGE 0 5 GYYRANGE 3.5 3.5 FLOAD -2.75 XRANGE 3.8 9.4 ZRANGE 3 10.4 GYYRANGE 3.5 3.5 FLOAD -2.75 XRANGE 7.4 19.8 ZRANGE 8.4 12.4 GYYRANGE 3.5 3.5 FLOAD -2.75 XRANGE 10.8 17.8 ZRANGE 3.7 7 GYONEWAY LOADYRANGE 3.5 3.5 ONE -2.75 XRANGE 9.4 17.8 ZRANGE 7 8.4 GYYRANGE 3.5 3.5 ONE -2.75 XRANGE 9.4 10.8 ZRANGE 3.7 7 GYYRANGE 3.5 3.5 ONE -2.75 XRANGE 15.54 17.8 ZRANGE -2 3.7 GYFLOOR LOADYRANGE 3.5 3.5 FLOAD -2.75 XRANGE 12.3 15.54 ZRANGE -2 3.7 GYLOAD 5 LOADTYPE Live TITLE FLOOR LIVE LOADFLOOR LOADYRANGE 3.5 3.5 FLOAD -3 XRANGE 0 3.8 ZRANGE 0 10.4 GYYRANGE 3.5 3.5 FLOAD -3 XRANGE 23.4 27 ZRANGE 0 10.4 GYYRANGE 3.5 3.5 FLOAD -3 XRANGE 17.8 23.4 ZRANGE 0 10.4 GYYRANGE 3.5 3.5 FLOAD -3 XRANGE 3.8 9.4 ZRANGE 0 5 GYYRANGE 3.5 3.5 FLOAD -3 XRANGE 3.8 9.4 ZRANGE 3 10.4 GYYRANGE 3.5 3.5 FLOAD -3 XRANGE 7.4 19.8 ZRANGE 8.4 12.4 GYYRANGE 3.5 3.5 FLOAD -3 XRANGE 10.8 17.8 ZRANGE 3.7 7 GYONEWAY LOADYRANGE 3.5 3.5 ONE -3 XRANGE 9.4 17.8 ZRANGE 7 8.4 GYYRANGE 3.5 3.5 ONE -3 XRANGE 9.4 10.8 ZRANGE 3.7 7 GYYRANGE 3.5 3.5 ONE -3 XRANGE 15.54 17.8 ZRANGE -2 3.7 GYFLOOR LOADYRANGE 3.5 3.5 FLOAD -3 XRANGE 12.3 15.54 ZRANGE -2 3.7 GYLOAD 6 LOADTYPE Dead TITLE ROOF FINISHESFLOOR LOADYRANGE 7 7 FLOAD -4.25 XRANGE 0 3.8 ZRANGE 0 10.4 GYYRANGE 7 7 FLOAD -4.25 XRANGE 23.4 27 ZRANGE 0 10.4 GYYRANGE 7 7 FLOAD -4.25 XRANGE 17.8 23.4 ZRANGE 0 10.4 GYYRANGE 7 7 FLOAD -4.25 XRANGE 3.8 9.4 ZRANGE 0 5 GYYRANGE 7 7 FLOAD -4.25 XRANGE 3.8 9.4 ZRANGE 3 10.4 GYYRANGE 7 7 FLOAD -4.25 XRANGE 7.4 19.8 ZRANGE 8.4 12.4 GYYRANGE 7 7 FLOAD -4.25 XRANGE 10.8 17.8 ZRANGE 3.7 7 GYONEWAY LOADYRANGE 7 7 ONE -4.25 XRANGE 9.4 17.8 ZRANGE 7 8.4 GYYRANGE 7 7 ONE -4.25 XRANGE 9.4 10.8 ZRANGE 3.7 7 GYYRANGE 7 7 ONE -4.25 XRANGE 15.54 17.8 ZRANGE -2 3.7 GYFLOOR LOADYRANGE 7 7 FLOAD -4.25 XRANGE 12.3 15.54 ZRANGE -2 3.7 GY** Stair roofYRANGE 9.8 9.8 FLOAD -4.25 XRANGE 9.4 12.3 ZRANGE -2 3.7 GYLOAD 7 LOADTYPE Roof Live TITLE ROOF LIVE LOADFLOOR LOADYRANGE 7 7 FLOAD -2.5 XRANGE 0 3.8 ZRANGE 0 10.4 GYYRANGE 7 7 FLOAD -2.5 XRANGE 23.4 27 ZRANGE 0 10.4 GYYRANGE 7 7 FLOAD -2.5 XRANGE 17.8 23.4 ZRANGE 0 10.4 GYYRANGE 7 7 FLOAD -2.5 XRANGE 3.8 9.4 ZRANGE 0 5 GYYRANGE 7 7 FLOAD -2.5 XRANGE 3.8 9.4 ZRANGE 3 10.4 GYYRANGE 7 7 FLOAD -2.5 XRANGE 7.4 19.8 ZRANGE 8.4 12.4 GYYRANGE 7 7 FLOAD -2.5 XRANGE 10.8 17.8 ZRANGE 3.7 7 GYONEWAY LOADYRANGE 7 7 ONE -2.5 XRANGE 9.4 17.8 ZRANGE 7 8.4 GYYRANGE 7 7 ONE -2.5 XRANGE 9.4 10.8 ZRANGE 3.7 7 GYYRANGE 7 7 ONE -2.5 XRANGE 15.54 17.8 ZRANGE -2 3.7 GYFLOOR LOADYRANGE 7 7 FLOAD -2.5 XRANGE 12.3 15.54 ZRANGE -2 3.7 GY** Stair roofYRANGE 9.8 9.8 FLOAD -2.5 XRANGE 9.4 12.3 ZRANGE -2 3.7 GYLOAD 8 LOADTYPE Wind TITLE WIND ALONG X DIRECTIONWIND LOAD X 0.7 TYPE 1 XR 0 0.2 YR 0 7 ZR 0 15WIND LOAD X 0.7 TYPE 1 XR 9.4 12.3 YR 7 12 ZR -2 3.7LOAD 9 LOADTYPE Wind TITLE WIND ALONG - X DIRECTIONWIND LOAD X -0.7 TYPE 1 XR 26 27 YR 0 7 ZR 0 15WIND LOAD X -0.7 TYPE 1 XR 9.9 12.3 YR 7 12 ZR -2 3.7LOAD 10 LOADTYPE Wind TITLE WIND LOAD ALONG Z DIRECTIONWIND LOAD Z 0.7 TYPE 1 XR 0 27 YR 0 10 ZR -2 0.1LOAD 11 LOADTYPE Wind TITLE WIND LOAD ALONG -Z DIRECTIONWIND LOAD Z -0.7 TYPE 1 XR 9.4 17.8 YR 0 10 ZR 10.4 13Page: 9

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29WIND LOAD Z -0.7 TYPE 1 XR 17.8 27 YR 0 10 ZR 10.4 13WIND 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+LL1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 LOAD COMB 22 (1.0DL + 1.0LL + 1.0WX)1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 1.0 LOAD COMB 23 (1.0DL + 1.0LL + 1.0-WX)1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 9 1.0 LOAD COMB 24 (1.0DL + 1.0LL + 1.0WZ)1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 10 1.0 LOAD COMB 25 (1.0DL + 1.0LL + 1.0-WZ)1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 11 1.0 ****LOAD COMB 26 DL1 1.0 2 1.0 3 1.0 4 1.0 6 1.0 LOAD COMB 27 LL5 1.0 7 1.0 PERFORM ANALYSIS PRINT ALLLOAD LIST 12 TO 20START CONCRETE DESIGNCODE BS8110BRACE 3 MEMB 193 TO 288 295 TO 298 300 TO 303 1028 TO 1030CLEAR 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 1030ELY 1.2 MEMB 193 TO 288 295 TO 298 300 TO 303 1028 TO 1030ELZ 1.2 MEMB 193 TO 288 295 TO 298 300 TO 303 1028 TO 1030FC 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 1030FYMAIN 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 1030FYSEC 413688 ALLMAXMAIN 25 ALLMINMAIN 12 ALLMINSEC 10 ALLSERV 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 346SERV 2 MEMB 68 69 127 128 152 157 184 187 190 299 304 306 308 309DESIGN 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 346DESIGN COLUMN 193 TO 288 295 TO 298 300 TO 303 1028 TO 1030END CONCRETE DESIGNSTART CONCRETE DESIGNCODE BS8110CLEAR 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 938FC 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 -Page: 10

D:\PROJECTS\2010\1936\office building\model\footing\OFFICE BUILDING strip footing.std 01/02/11 16:00:29557 TO 566 570 TO 573 586 TO 589 592 TO 599 601 602 604 TO 724 729 TO 852 -859 TO 938FYMAIN 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 938DESIGN 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 949END CONCRETE DESIGNFINISH

Page: 11

DESIGN of BEAMS

Sunday, January 02, 2011, 04:01 PM

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

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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 BAR INFO FROM TO ANCHOR mm mm mm 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 BAR INFO FROM TO ANCHOR mm mm mm 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 |



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



==================================================================== 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 BAR INFO FROM TO ANCHOR mm mm mm 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 * | |-----------------------------------------------------------------------|



==================================================================== 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 BAR INFO FROM TO ANCHOR mm mm mm 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 -

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