comparitive design study bs8110 vs ec2

7/28/2019 Comparitive Design Study BS8110 vs EC2

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iii

Summary report

Design calculations to Eurocode 2

Design calculations to BS 8110

Reinforcement drawings for a typical floor

Material quantities and construction costs

Contents


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Calculations

toEurocode 2

July 2002

Comparative Design Study

toEC2 & BS8110

of aTypical RC Framed Structure


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RMW

Project name Project No

Calc sheet No

Date

Part of structure

Drawing ref Calculations by Checked by

CiDConcrete Innovation & Design

EC2 Comparative Design 2156

May 2002

1Typical Floor GA

1 hour fire period external exposure = severe internal exposure = moderate.

Slabs, beams and walls - C32/40 concrete. All reinforcement f = 500 N/mm (high bond).yk

Imposed dead load = 1.0 kN/m on floors and roof (h same as floors).

Perimeter cladding = 1.0 kN/m on external elevation.

Superimposed load = (4+1) kN/m on floors, 1.5 kN/m on roof.

A

2 64

1 53

B

C

D

E

F

1668

985

625

325

3600

Lineofzerorotat

ion

400 sq

500 sq

500 sq

500 sq 400 sq450 sq

500 sq 400 sq

400 sq 350 f

350 f

350 f350 f

260 Solid slab

Allow for one 150 sq holeat centre of face ofinternal columns

In Ec2 FE analysis, assumefctm = value at10 days.

Composite f values fromAnnex B of EC2.


15/127

RMW


Calc sheet No

Date

Part of structure




May 2002

2Basement GA

Pilecaps and ground bearing slab not included in design.

Ground bearing slab assumed to be 225 thick with 2.5 kN/m imposed load.

Max ground bearing pressure taken as 600 kN/m

.

Foundations & retaining walls - C32/40 concrete - 40mm cover.

Columns and core walls - C48/60 concrete (reducing to 32/40) - 1 hour fire period.

72003600 5050

230063508400

1450

4750

2125

8400

8400

4370

A

2 64

1 53

B

C

D

E

F

Retaining walls resistinggranular backfill with 10

kN/m surcharge andwater pressure to 1mabove basement level.

3200 sq x 900base

3600 sq x 1100base

2400 x 4200x 600 base

3050 sq x 800base

1800 x 350 base300 wall

2400 x 500 base300 wall

1800x350base

300wall


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RMW


Calc sheet No

Date

Part of structure




May 2002

3Typical Floor

Typical Floor Loading260 Slab = 6.50 at 25 kN/m to EN 1991

Applied Dead = 1.00

7.50 = Gk

Partitions = 1.00

Imposed = 4.00 Qk = 5.00 kN/m

Total = 12.50 kN/m characteristic

Quasi permant loading y2 = 0.3 from EN 1990 (office loading)

QP UD load = 7.5 + 0.3 x 5 = 9.00 kN/m

Perimeter line load from cladding = 3.6 kN/m

CLAUSES 6.10a & 6.10b of EN 1990 y0 = 0.7 x = 0.85

to 6.10a, ultimate UDL = 15.38

to 6.10b, ultimate UDL = 16.11

Therefore, Clause 6.10b will control at ULS

IE 1.15 Gk + 1.5Qk

Parameters for FE Analysisfck = 32 N/mm 40 N/mm

Ecm28 = 1.05 x 9.5 x 401/3

= 34.114 kN/mm

from Table 3.1, fctm = 0.3 fck2/3

= 3.0238 N/mm

Assuming first cracking at 10 days,

fctm7= Exp{0.25[1-(28/10)]} x fctm = 2.5553 N/mm (3.4)

LOADING SEQUENCE kN/m at days

Self weight 6.50 10

Applied dead 2.00 60

Permanent imposed 1.20 60

Variable load 2.80 COMPOSITE E and f VALUES

Annex B.1

0 Et 0 EtSelf weight 2.63 9.39 2.63 9.39

Applied dead 1.87 11.88 1.87 11.88Permanent imposed 1.87 11.88 1.87 11.88

Variable load 0 36.02 (t,t0) Et

Composite 2.38 10.09 1.84 12.03 1.21 15.47

SW + applied deadTo 60 days

1.35 x 7.5 + 0.7 x 1.5 x 5 =

1.35 x 0.85 x 7.5 + 1.5 x 5 =

fcm28 = fck + 8 =

Longterm QP Longterm Total


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4Typical Floor

IMPOSED LOADSShowing pattern loading regions FEM-Design

1 2 3 4

56 7

8

9 10 11

12 1314

Regions for

pattern loading


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May 2002

5Typical Floor

DEAD LOADS2

Perimeter line loading = 3.6 kN/m FEM-Design

ULS LOADING PATTERNS1.15Gk on all spansplus 1.5Qk on alternate, adjacent spans

in both directions.

SLS LOADINGS1.0 Gk on all spans

QP run with 0.3Qk, & f = 2.38 (for check against L/250)Full run with 1.0Qk & f = 1.84 (total long-term)

Final run with Qk = 0 & f = 1.21 (at erection of cladding)


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6Typical Floor

FINITE ELEMENT MESH FEM-Design

Lineofzero

rotation

Areas over all columnsmodelled as deep regions


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May 2002

7Typical Floor

As REQUIRED BTM X FEM-Design

400800120016002000240028003200

0

SecionA

Se

cionB

WHITE = nominal steel(T12 @ 275)


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May 2002

8Typical Floor

FEM-DesignAs REQUIRED BTM Y

SectionC

Section D



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May 2002

9Typical Floor

FEM-DesignAs REQUIRED TOP X

SectionE

SectionG

Section

H

SectionF

WHITE = nominal steel

(T12 @ 275)


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10Typical Floor

FEM-DesignAs REQUIRED TOP Y


Section J

Section K

Section L


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May 2002

11Typical Floor

T20 @ 150

= 2094

T12 @ 200

= 565

T12 @ 200

= 565

T12 @ 225

= 503

T12 @ 225

= 503

T16 @ 250

= 1084

Section A

Section C

Bottom steel X direction

Bottom steel Y direction

Section B

Section D

T16 @ 150

= 1340

T16 @ 225

= 894

T12 @ 175

= 646

T12 @ 175

= 646

T12 @ 250

= 452

T12 @ 200

= 565

T12 @ 250

= 452

T12 @ 275

= 411


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May 2002

12Typical Floor

Top steel X direction

Section F Section E

Section G

T20 @ 70

= 4488

T20 @ 125

= 2513 T20 @ 225

= 1396T16 @ 250

= 804

T16 @ 125

= 1608

T20 @ 100

= 3142

T12 @ 250

= 452

T12 @ 225

= 503

9 T20

in 800

=3534

10 T20

in 925

=3396

T12 @275

= 411

T16@125= 1608

T16@250

= 804

T20@90

= 3491

T20@175

= 1795

T20@110

= 2856

T20@225

= 1396

T20@80

= 3927

T20@150

= 2094

T12@175

= 646

T16@250

= 804

T20@200

= 1571

T20@125

= 2513

T12@275

= 411

T12@275

= 411

T12@275

= 411


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Date

Part of structure




May 2002

13Typical Floor

Top steel Y direction


Section J

Section H

T16@150

= 1340

T16@150

= 1340

T12@150

= 754

T12@275

= 411

T12@275

= 411

T20@100

= 3142

T20@100

= 3142

T20@200

= 1571

T20@200

= 1571

T16@200

= 1005

T12@275

= 411

T12@275

= 411

T12@275

= 411


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May 2002

14Typical Floor

5178

6049


Section L

Section K

T12@200

= 565

T12@275

= 411

T12@175

= 646

T12@250

= 452

T20@80

= 3927

T20@150

= 2094

T16@150= 1340

T20@150

= 2094

T20@125

= 2513

T20@250

= 1257

T20@75

= 4189

T20@150

= 2094


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May 2002

15Typical Floor

Quasi Permanent Defelectionswith Applied Reinforcement

-21.9

-27.1

-0.3

All QP deflections are

within L/250 limit

2 x 4900/250 = 39.2

> 27.1 - 0.3 = 26.8 mm

-6.1

400


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May 2002

16Typical Floor

Dead Only Defelectionswith Applied Reinforcement

Max = 15.5 - 0.2 = 15.3 mm


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May 2002

17Typical Floor

Total Load Defelectionswith Applied Reinforcement

Max = 35.1 - 0.2 = 34.9 mm

Max D affecting cladding

= 34.9 - 15.3 = 19.6 mm

= L / 500 OK


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May 2002

18Typical Floor

Full ULS Column Momentswith Applied Reinforcement


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May 2002

19Typical Floor

Column Reactions

132.2 116.6 79.1

385.7 346.1 205.2

502.4

151.8

162.5

124.9

25.4

20.8

11.8

17.6

250.7 358.0211.3

79.5137.2

Full ULSDead onlyFull ULSDead only


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May 2002

20Typical Floor

Project EC2 Comparative Design REINFORCED CONCRETE COUNCIL

Client BRE Made by Date Page

Location Column D2 RMW 01-Jun-2002

PUNCHING SHEAR to prEN 1992-1 : 2001 Checked Revision Job No

Originated fromRCCen13.xls on CD 2002 BCA for RCC COLUMN - 2156

MATERIALS fck N/mm2 32 STATUS LEGEND

fyk N/mm2

500 VALID DESIGN

DIMENSIONS A mm 500 E mm 250

B mm 500 F mm -75

G mm 150 H mm 150

LOADING VEd kN 1066.8 0 1364.0

ult UDL kN/m2 16.13

SLAB h mm 260 dx mm 225 Asx mm2/m 4189 in B + 6d

dy mm 205 Asy mm2/m 3927 in A + 6d

d mm 215 100rL % 1.888

RESULTS bVEd = 1226.8 kN vRd,c = 0.9251 N/mm2

Equation (6.48)

At col. face, vEd = 3.073 N/mm2 At 2d perimeter, vED,red = 1.3239 N/mm2

Uout required = 5364 mm Equation (6.55)

SOLUTION 6.22 (B)

12 link spurs of 3 T10 @ 155 36 links

.

St = 250 mm Sr = 155 mm

Asw/Sr req = 5.938 (6.53) & (9.11)Asw/Sr prov = 6.081 mm

First link perimeter 105 mm from column face

Uout = 5440.7 mm > 5,364 mm

See GEOMETRY page for link locations. Plan

Some links shown may need to be re-located to avoid holes.

INTERNAL

Punching at Column D2B2 and B4 similar


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May 2002

21Typical Floor

Punching at Column A2A4 similar - No links required at Column B6

Project EC2 Comparative Design REINFORCED CONCRETE COUNCIL


Location Column A2 RMW 01-Jun-2002 1

PUNCHING SHEAR to prEN 1992-1 : 2001 EDGE Checked Revision Job No

Originated from RCCen13.xls on CD 2002 BCA for RCC COLUMN 0 - 2156

MATERIALS fck N/mm2 32 STATUS LEGEND

fyk N/mm2 500 VALID DESIGN

DIMENSIONS A mm 400 E mm 0

B mm 400 F mm -200

G mm 0

D mm 0 H mm 0

LOADING VEd kN 258.8 0 980

ult UDL kN/m2 16.13

SLAB h mm 260 dx mm 225 Asx mm2/m 804 in B + 3d+D

dy mm 205 Asy mm2/m 1156 in A + 6d

d mm 215 100rL % 0.449

RESULTS bVEd = 362.3 kN vRd,c = 0.5731 N/mm2

Equation (6.48)

At col. face, vEd = 1.390 N/mm2 At 2d perimeter, vED,red = 0.6541 N/mm2

Uout required = 2101 mm Equation (6.55)

SOLUTION 6.22 (B)

9 link spurs of 3 T6 @ 160 36 links

#NUM!

St = 190 mm Sr = 160 mm

Asw/Sr req = 1.256 (6.53) & (9.11)

Asw/Sr prov = 1.590 mm

First link perimeter 105 mm from column face

Uout = 3161.7 mm > 2,101 mm

See GEOMETRY page for link locations. PlanSome links shown may need to be re-located to avoid holes.


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Column Loads & Design

June 2002

22

Column Design SummaryH B

COLUMN D2 500 500 SW = 20.9

Dead Imposed Service Ultimate M M - Rebar523.3 97.8

reduction 0.0

523.3 97.8

523.3 326.0

reduction 0.0

1046.6 423.8

523.3 326.0

reduction 0.0

1569.8 749.9

523.3 326.0

reduction 107.6

2093.1 968.3

523.3 326.0reduction 102.7

2616.4 1191.6

523.3 326.0

reduction 100.7

3139.7 1416.9

523.3 326.0

reduction 99.8

3662.9 1643.2

523.3 326.0reduction 99.2

4186.2 1870.0

523.3 326.0

reduction 98.9

4709.5 2097.2

523.3 326.0

reduction 98.6

5232.8 2324.6

179.2 10 T32

Ground floor

C48/607557.3 9504.5 20.7 135.8 12 T32

1st

floor

C48/606806.6 8561.6 27.5

179.2 10 T20

2nd floorC48/60

6056.2 7619.1 27.5 179.2 10 T25

3rd floor

C48/605306.1 6677.1 27.5

179.2 6 T32

4th

floor

C32/404556.6 5736.0 27.5 179.2 6 T40

5th

floor

C32/403808.0 4796.3 27.5

179.2 6 T12

6th

floor

C32/403061.4 3859.5 27.5 179.2 6 T16

7th

floor

C32/402319.7 2930.1 27.5

6 T12

8th floor

C32/401470.4 1839.3 27.5 179.2 6 T12

Axial Force Moments

Roof

C32/40621.1 748.5 19.0 126.0

See reinforcement calculations on following sheets


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June 2002

23

Project EC2 Comparative Design Concrete Innovation & Design


Location 500 x 500 Basement Columns RMW 6-Jun-02

Checked Revision Job No

Originated from RCCen53.xls on CD 2002 BCA for RCC - 2156

MATERIALSfck 48 N/mm gs 1.15 Cover to link 30 mmfyk 500 N/mm gc 1.5 dg 20 mm

f 2.0 fef 1.0 Dc = 5 mmSECTION

h 500 mm .b 500 mm

with 3 bars per 500 face X Xand 5 bars per 500 face

ie. 500 x 500 columns with 12 bars

RESTRAINTS Storey Top Btm CONNECTING BEAMS/SLABS for slendernessheight(mm) Condition Condition Braced ? b (mm) h (mm) L (m)

X-AXIS 3600 F P Y Top West 8400 260 7.2

Y-AXIS 3600 F P Y Top East 8400 260 5.875

Top North 7200 260 8.4

Top South 5335 260 8.4

L (mm) L0 (mm) h0 (mm) Bottom West

X-AXIS 3340 2509 250 Bottom East

Y-AXIS 3340 2637 Bottom North

Bottom South

BAR ARRANGEMENTS BAR CENTRES (mm)Bar Asc % Link 500 Face 500 Face Nuz (kN) Checks

T 32 3.86 8 196 98 9915 ok

T 25 2.36 8 200 100 8701 ok

T 20 1.51 6 204 102 8017 ok

T 16 0.97 6 206 103 7579 ok

T 12 0.54 6 208 104 7238 ok

T 10 0.38 6 209 105 7104 ok

LOADCASES AXIAL TOP MOMENTS (kNm) BTM MOMENTS (kNm)N (kN) M0x M0y M0x M0y

D2 9504.5 20.7 135.8

DESIGN MOMENTS (kNm) X AXIS Y AXIS Biaxial CheckMEd x MRd x MEd y MRd y REBAR

52.2 191.8 190.1 216.112 T32

#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A

SYMMETRICALLY REINFORCED RECTANGULAR COLUMN DESIGN, BENT ABOUT TWOAXES TO prEN 1992-1 : 2001

Equation (5.39)

0.915#N/A

#N/A

#N/A

#N/A

#N/A

D2


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June 2002

24








h 500 mm .b 500 mm




X-AXIS 3600 F F Y Top West 8400 260 7.2

Y-AXIS 3600 F F Y Top East 8400 260 5.875

Top North 7200 260 8.4

Top South 5335 260 8.4

L (mm) L0 (mm) h0 (mm) Bottom West 8400 260 7.2

X-AXIS 3340 2375 250 Bottom East 8400 260 5.875

Y-AXIS 3340 2534 Bottom North 7200 260 8.4

Bottom South 5335 260 8.4


T 32 3.22 8 196 131 9396 ok

T 25 1.96 8 200 133 8385 ok

T 20 1.26 6 204 136 7814 ok

T 16 0.80 6 206 137 7449 ok

T 12 0.45 6 208 139 7165 ok

T 10 0.31 6 209 139 7054 ok

LOADCASES AXIAL TOP MOMENTS (kNm) BTM MOMENTS (kNm)N (kN) M0x M0y M0x M0y

8561.6 27.5 179.2 27.5 179.2

7619.1 27.5 179.2 27.5 179.2

6677.1 27.5 179.2 27.5 179.2


61.4 276.3 215.4 286.7 10 T32

57.7 227.7 211.4 234.8 10 T2553.9 279.1 207.4 284.5 10 T20#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A


1st - 2nd

2nd - 3rd

Grnd - 1st

1st - 2nd

2nd - 3rd

Equation (5.39)

0.7070.875

0.576

#N/A

#N/A

#N/A

Grnd - 1st


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June 2002

25








h 500 mm .b 500 mm




X-AXIS 3600 F F Y Top West 8400 260 7.2

Y-AXIS 3600 F F Y Top East 8400 260 5.875

Top North 7200 260 8.4

Top South 5335 260 8.4

L (mm) L0 (mm) h0 (mm) Bottom West 8400 260 7.2

X-AXIS 3340 2375 250 Bottom East 8400 260 5.875

Y-AXIS 3340 2534 Bottom North 7200 260 8.4

Bottom South 5335 260 8.4


T 40 3.02 10 380 190 7036 ok

T 32 1.93 8 392 196 6135 ok

T 25 1.18 8 399 200 5511 ok

T 20 0.75 6 408 204 5159 ok

T 16 0.48 6 412 206 4934 ok

T 12 0.27 6 416 208 4759 ok

LOADCASES AXIAL TOP MOMENTS (kNm) BTM MOMENTS (kNm)N (kN) M0x M0y M0x M0y5736 27.5 179.2 27.5 179.2

4796.3 27.5 179.2 27.5 179.2

3859.5 27.5 179.2 27.5 179.2

2390.1 27.5 179.2 27.5 179.2

1839.3 27.5 179.2 27.5 179.2

748.5 19.0 126.0 27.5 179.2


50.2 337.4 203.4 381.16 T40

46.5 309.1 199.5 345.1 6 T3242.8 223.0 195.5 233.0 6 T1637.0 316.6 189.3 332.6 6 T1234.8 313.4 187.0 333.6 6 T1227.5 212.8 179.2 217.1 6 T12


4th - 5th

5th - 6th

6th - 7th

3rd - 4th

4th - 5th

5th - 6th

6th - 7th

7th - 8th

8th - roof

7th - 8th

8th - roof

Equation (5.39)

0.4500.357

0.830

0.520

0.547

0.933

3rd - 4th


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Part of structure





June 2002

26


COLUMN A2 & A4 400 400 SW = 13.4


reduction 0.0

145.6 21.4

145.6 71.2

reduction 0.0

291.1 92.5

145.6 71.2

reduction 0.0

436.7 163.7

145.6 71.2

reduction 23.5

582.2 211.4

145.6 71.2reduction 22.4

727.8 260.2

145.6 71.2

reduction 22.0

873.4 309.3

145.6 71.2

reduction 21.8

1018.9 358.7

145.6 71.2reduction 21.7

1164.5 408.3

145.6 71.2

reduction 21.6

1310.0 457.9

145.6 71.2

reduction 21.5

1455.6 507.5

82.4 4 T12

Ground floor 1963.1 2435.2

1st

floor

C48/601767.9 2193.3 4.2

82.4 4 T12

2nd floorC48/60

1572.7 1951.6 4.2 82.4 4 T12

3rd floor

C48/601377.7 1709.9 4.2

82.4 4 T12

4th

floor

C32/401182.7 1468.4 4.2 82.4 4 T12

5th

floor

C32/40988.0 1227.2 4.2

82.4 4 T12

6th

floor

C32/40793.6 986.7 4.2 82.4 4 T12

7th

floor

C32/40600.4 747.8 4.2

4 T16

8th floor

C32/40383.7 473.6 4.2 82.4 4 T12

Axial Force Moments

Roof

C32/40166.9 199.4 2.9 56.5


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June 2002

27


COLUMN B2 500 500 SW = 20.9


reduction 0.0

406.6 77.0

406.6 256.6

reduction 0.0

813.2 333.5

406.6 256.6

reduction 0.0

1219.7 590.1

406.6 256.6

reduction 84.7

1626.3 762.0

406.6 256.6reduction 80.8

2032.9 937.7

406.6 256.6

reduction 79.3

2439.5 1115.0

406.6 256.6

reduction 78.5

2846.0 1293.1

406.6 256.6reduction 78.1

3252.6 1471.6

406.6 256.6

reduction 77.8

3659.2 1650.3

406.6 256.6

reduction 77.6

4065.8 1829.3

Axial Force Moments

483.5 583.0

1146.7 1435.4

12.2 156.7

17.4 226.3

1809.8 2287.8 17.4 226.3

2388.3 3013.2 17.4 226.3

2970.6 3744.4 17.4 226.3

3554.5 4477.9 17.4 226.3

4139.1 5212.5 17.4 226.3

17.4 226.3

4724.2 5947.9 17.4 226.3

6 T20

6 T12

6 T12

6 T12

6 T16

6 T25

6 T12

6 T16

5th

floor

C32/40

4th

floor

C32/40

3rd floor

C48/60

2nd floorC48/60

Roof

C32/40

8th floor

C32/40

7th

floor

C32/40

6th

floor

C32/40

1st

floor

C48/60

Ground floor

C48/60

6 T25

6 T325895.0 7419.6 13.2 170.8

5309.5 6683.6


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June 2002

28


COLUMN B4 500 500 SW = 20.9


reduction 0.0

367.0 69.6

367.0 231.9

reduction 0.0

734.0 301.5

367.0 231.9

reduction 0.0

1100.9 533.4

367.0 231.9

reduction 76.5

1467.9 688.8

367.0 231.9reduction 73.1

1834.9 847.7

367.0 231.9

reduction 71.7

2201.9 1007.9

367.0 231.9

reduction 71.0

2568.8 1168.9

367.0 231.9reduction 70.6

2935.8 1330.2

367.0 231.9

reduction 70.3

3302.8 1491.8

367.0 231.9

reduction 70.2

3669.8 1653.6

Axial Force Moments

Roof

C32/40436.6 526.4 77.6 150.2 4 T32

8th floor

C32/401035.5 1296.3 111.7 216.0 4 T20

7th

floor

C32/401634.3 2066.2 111.7

6th

floor

C32/402156.7 2721.3 111.7

3381.6 111.7

216.0 4 T16

216.0 4 T16

216.0 4 T20

4th

floor

C32/403209.8 4044.0 111.7 216.0 4 T32

5th

floor

C32/402682.6

3rd floor

C48/603737.7 4707.5 111.7

2nd floorC48/60

4266.0 5371.5 111.7

6036.0 111.7

216.0 4 T16

216.0 4 T16

216.0 4 T25

Ground floor

C48/605323.4 6700.6 84.4 163.2 4 T25

1st

floor

C48/604794.6


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Part of structure





June 2002

29


COLUMN B6 400 400 SW = 13.4


reduction 0.0

218.6 33.8

218.6 112.6

reduction 0.0

437.1 146.4

218.6 112.6

reduction 0.0

655.7 259.0

218.6 112.6

reduction 37.2

874.2 334.5

218.6 112.6reduction 35.5

1092.8 411.6

218.6 112.6

reduction 34.8

1311.4 489.4

218.6 112.6

reduction 34.5

1529.9 567.6

218.6 112.6reduction 34.3

1748.5 645.9

218.6 112.6

reduction 34.1

1967.0 724.4

218.6 112.6

reduction 34.1

2185.6 802.9

Axial Force Moments

Roof

C32/40252.3 302.0 24.8 45.7 4 T16

8th floor

C32/40583.5 722.3 35.8 66.6 4 T12

7th

floor

C32/40914.7 1142.5 35.8

6th

floor

C32/401208.7 1507.1 35.8

1874.1 35.8

66.6 4 T12

66.6 4 T12

66.6 4 T12

4th

floor

C32/401800.8 2242.2 35.8 66.6 4 T12

5th

floor

C32/401504.4

3rd floor

C48/602097.5 2610.8 35.8

2nd floorC48/60

2394.4 2979.6 35.8

3348.7 35.8

66.6 4 T12

66.6 4 T12

66.6 4 T16


1st

floor

C48/602691.4


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June 2002

30


COLUMN E1 450 450 SW = 16.9


reduction 0.0

267.6 45.9

267.6 152.9

reduction 0.0

535.2 198.8

267.6 152.9

reduction 0.0

802.8 351.7

267.6 152.9

reduction 50.5

1070.4 454.2

267.6 152.9reduction 48.2

1338.0 559.0

267.6 152.9

reduction 47.3

1605.7 664.6

267.6 152.9

reduction 46.8

1873.3 770.8

267.6 152.9reduction 46.5

2140.9 877.2

267.6 152.9

reduction 46.4

2408.5 983.7

267.6 152.9

reduction 46.3

2676.1 1090.4

Axial Force Moments

Roof

C32/40313.5 376.6 117.8 274.7 6 T40

8th floor

C32/40734.0 913.7 165.6 390.1 6 T40

7th

floor

C32/401154.6 1450.9 165.6

6th

floor

C32/401524.6 1912.3 165.6

2377.2 165.6

390.1 6 T32

390.1 6 T40

390.1 6 T40

4th

floor

C32/402270.3 2843.5 165.6 390.1 6 T40

5th

floor

C32/401897.0

3rd floor

C48/602644.0 3310.4 165.6

2nd floorC48/60

3018.0 3777.7 165.6

4245.3 165.6

390.1 6 T32

390.1 6 T32

390.1 6 T32


1st

floor

C48/603392.2


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June 2002

31


COLUMN E3 500 500 SW = 20.9


reduction 0.0

378.9 68.7

378.9 229.0

reduction 0.0

757.8 297.7

378.9 229.0

reduction 0.0

1136.6 526.7

378.9 229.0

reduction 75.6

1515.5 680.1

378.9 229.0reduction 72.1

1894.4 837.0

378.9 229.0

reduction 70.8

2273.3 995.2

378.9 229.0

reduction 70.1

2652.1 1154.2

378.9 229.0reduction 69.7

3031.0 1313.5

378.9 229.0

reduction 69.4

3409.9 1473.0

378.9 229.0

reduction 69.3

3788.8 1632.8

Axial Force Moments

Roof

C32/40447.6 538.8 83.5 123.6 4 T32

8th floor

C32/401055.5 1318.0 120.4 179.0 4 T16

7th

floor

C32/401663.3 2097.2 120.4

6th

floor

C32/402195.6 2763.0 120.4

3434.0 120.4

179.0 4 T16

179.0 4 T16

179.0 4 T20

4th

floor

C32/403268.5 4107.1 120.4 179.0 4 T25

5th

floor

C32/402731.4

3rd floor

C48/603806.3 4781.2 120.4

2nd floorC48/60

4344.5 5455.9 120.4

6130.9 120.4

179.0 4 T16

179.0 4 T16

179.0 4 T25


1st

floor

C48/604882.9


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June 2002

32


COLUMN E5 400 400 SW = 13.4


reduction 0.0

224.7 30.4

224.7 101.5

reduction 0.0

449.3 131.9

224.7 101.5

reduction 0.0

674.0 233.4

224.7 101.5

reduction 33.5

898.6 301.4

224.7 101.5reduction 32.0

1123.3 370.9

224.7 101.5

reduction 31.4

1348.0 441.0

224.7 101.5

reduction 31.0

1572.6 511.4

224.7 101.5reduction 30.9

1797.3 582.0

224.7 101.5

reduction 30.8

2021.9 652.7

224.7 101.5

reduction 30.7

2246.6 723.5

Axial Force Moments

Roof

C32/40255.1 304.0 1.2 32.6 4 T12

8th floor

C32/40581.2 714.6 1.8 47.4 4 T12

7th

floor

C32/40907.4 1125.1 1.8

6th

floor

C32/401200.0 1485.5 1.8

1848.1 1.8

47.4 4 T12

47.4 4 T12

47.4 4 T12

4th

floor

C32/401788.9 2211.6 1.8 47.4 4 T12

5th

floor

C32/401494.2

3rd floor

C48/602084.0 2575.6 1.8

2nd floorC48/60

2379.3 2939.9 1.8

3304.3 1.8

47.4 4 T12

47.4 4 T12

47.4 4 T12


1st

floor

C48/602674.6


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June 2002

33

Column Design SummaryDiameter

COLUMN A6 350 SW = 8.0

Moment

Dead Imposed Service Ultimate M Rebar

87.1 12.5

reduction 0.0

87.1 12.5

87.1 41.8

reduction 0.0

174.3 54.3

87.1 41.8

reduction 0.0

261.4 96.0

87.1 41.8

reduction 13.8

348.5 124.0

87.1 41.8reduction 13.2

435.7 152.6

87.1 41.8

reduction 12.9

522.8 181.5

87.1 41.8

reduction 12.8

609.9 210.5

87.1 41.8reduction 12.7

697.1 239.5

87.1 41.8

reduction 12.7

784.2 268.6

87.1 41.8

reduction 12.6

871.3 297.7

Axial Force

Roof

C32/4099.7 119.0 6 T12

8th floor

C32/40228.6 281.8 34.8 6 T12

23.8

6 T12

6th

floor

C32/40472.6 586.8 34.8 6 T12

7th

floor

C32/40357.4 444.7 34.8

6 T12

4th

floor

C32/40704.3 873.4 34.8 6 T12

5th

floor

C32/40588.3 729.9 34.8

6 T12

2nd floorC48/60

936.6 1160.9 34.8 6 T12

3rd floor

C48/60820.4 1017.1 34.8

1st

floor

C48/601052.8 1304.7 34.8 6 T12



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Part of structure





June 2002

34


COLUMN C6 350 SW = 8.0

Moment


159.8 26.4

reduction 0.0

159.8 26.4

159.8 87.9

reduction 0.0

319.7 114.3

159.8 87.9

reduction 0.0

479.5 202.1

159.8 87.9

reduction 29.0

639.3 261.0

159.8 87.9reduction 27.7

799.2 321.2

159.8 87.9

reduction 27.2

959.0 382.0

159.8 87.9

reduction 26.9

1118.8 442.9

159.8 87.9reduction 26.7

1278.7 504.1

159.8 87.9

reduction 26.6

1438.5 565.3

159.8 87.9

reduction 26.6

1598.3 626.6

Axial Force

Roof

C32/40186.2 223.4 93.9 6 T20

8th floor

C32/40433.9 539.0 116.6 6 T20

6 T20

6th

floor

C32/40900.4 1126.8 116.6 6 T25

7th

floor

C32/40681.6 854.6 116.6

6 T25

4th

floor

C32/401341.0 1675.8 116.6 6 T32

5th

floor

C32/401120.4 1400.9 116.6

6 T20

2nd floorC48/60

1782.8 2226.6 116.6 6 T25

3rd floor

C48/601561.8 1951.1 116.6

6 T25


1st

floor

C48/602003.8 2502.3 116.6


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Part of structure





June 2002

35


COLUMN F1 350 SW = 8.0

Moment


87.5 11.9

reduction 0.0

87.5 11.9

87.5 39.6

reduction 0.0

175.1 51.5

87.5 39.6

reduction 0.0

262.6 91.0

87.5 39.6

reduction 13.1

350.1 117.6

87.5 39.6reduction 12.5

437.7 144.7

87.5 39.6

reduction 12.2

525.2 172.0

87.5 39.6

reduction 12.1

612.7 199.5

87.5 39.6reduction 12.0

700.3 227.0

87.5 39.6

reduction 12.0

787.8 254.6

87.5 39.6

reduction 12.0

875.3 282.2

Roof

C32/4099.4 118.5 105.9

278.5 153.2

Axial Force

6 T25

579.0 153.2

6 T32

7th

floor

C32/40353.6 438.6 153.2 6 T32

8th floor

C32/40226.5

862.0 153.2

6 T32

5th

floor

C32/40582.3 720.3 153.2 6 T32

6th

floor

C32/40467.7

1145.9 153.2

6 T32

3rd floor

C48/60812.2 1003.9 153.2 6 T25

4th

floor

C32/40697.2

1430.0

6 T20

1st

floor

C48/601042.4 1287.9 153.2 6 T25

2nd floorC48/60

927.3

Ground floor 1157.6


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Part of structure





June 2002

36


COLUMN F3 350 SW = 8.0

Moment


145.2 21.0

reduction 0.0

145.2 21.0

145.2 70.1

reduction 0.0

290.5 91.1

145.2 70.1

reduction 0.0

435.7 161.2

145.2 70.1

reduction 23.1

580.9 208.1

145.2 70.1reduction 22.1

726.2 256.1

145.2 70.1

reduction 21.7

871.4 304.6

145.2 70.1

reduction 21.4

1016.6 353.2

145.2 70.1reduction 21.3

1161.9 402.0

145.2 70.1

reduction 21.2

1307.1 450.8

145.2 70.1

reduction 21.2

1452.3 499.7

Axial Force

Roof

C32/40166.3 198.6 54.3 6 T12

6 T16

7th

floor

C32/40596.9 742.8 79.4 6 T16

8th floor

C32/40381.6 470.7 79.4

6 T16

5th

floor

C32/40982.3 1219.3 79.4 6 T16

6th

floor

C32/40789.1 980.3 79.4

6 T20

3rd floor

C48/601369.8 1698.9 79.4 6 T16

4th

floor

C32/401176.0 1459.0 79.4

6 T16

1st

floor

C48/601757.9 2179.4 79.4 6 T16

2nd floorC48/60

1563.8 1939.1 79.4



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Part of structure




Typical Floor Beams

June 2002

37

Beam on line EMoments

Beam on line 5Moments

Beam on line EShears

Beam on line 5Shears

3 T16 top

3 T20 top 3 T16 top

3 T16 top

3 T12 btm

3 T12 btm

500 x 400 beams

Actions taken from FE analysis

2 Legs of T10 @ 325throughout

2 Legs of T10 @ 325

throughout


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Part of structure




Stability Loading

June 2002

38

Wind Loading EWPressure = 1.5 kN/m

Width of elevation = 26.345 m Wind load per floor = 142.3 kN

50% taken by core in this section

Wind Loading NSPressure = 1.5 kN/m

Width of elevation = 17.475 m Wind load per floor = 94.4 kN

Imperfections to Section 5.2 q0 = 1/ 200 m = 14 per storey

l m q1 S Gk S Qk Hi G Hi Q H WEW H WNSRoof 4.6 14 0.0034 3681 1776 12.56 6.06 55.3 73.4

Level 8 8.2 28 0.0025 7362 3553 5.94 2.87 71.1 94.4

Level 7 11.8 42 0.0024 11043 5329 7.84 3.78 71.1 94.4

Level 6 15.4 56 0.0024 14724 6395 8.68 2.50 71.1 94.4

Level 519 70 0.0024 18405 7549 8.68 2.71 71.1 94.4Level 4 22.6 84 0.0024 22086 8739 8.68 2.80 71.1 94.4

Level 3 26.2 98 0.0024 25767 9947 8.68 2.84 71.1 94.4

Level 2 29.8 112 0.0024 29448 11165 8.68 2.87 71.1 94.4

Level 1 33.4 126 0.0024 33129 12389 8.68 2.88 71.1 94.4

Grd Flr 36.4 140 0.0024 36811 13618 8.68 2.89 35.6 47.2

Summary of Horizontal Loading

Vertical Loading - Wall on Grid DOverall length = 6.39 Centreline length = 6.14

Equivalent trapezoidal loading

Left Right

Dead 123.38 -18.56

Total load Imposed 74.07 -12.39Add stairs 6.03

5.61

Dead only

kN/m


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Wall Loading

June 2002

39

Vertical Loading - Wall on Grid D/EOverall length = 6.39 Centreline length = 6.14


Left Right

Total load Dead 137.08 -21.64Imposed 81.54 -14.58

Add stairs 6.03

Vertical Loading - Wall on Grid 3/4 5.61Overall length = 2.84


Left Right

Dead 73.28 245.45

Imposed 48.57 178.56

Vertical Loading - Wall on Grid 6Overall length = 2.84


Left Right

Dead 1.94 0.13

Imposed 1.19 -0.08

Total load Dead only

kN/m

kN/m

Total load Dead only

Dead only

kN/m


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Part of structure




Wall Design

June 2002

40

Core Wall model, includingimperfections & pD

West WallRequired vertical steel

South & East WallsRequired vertical steel

South & East WallsRequired horizontal steel

West WallRequired horizontal steel

2mm /m

on each face

See next sheet for abbreviated reinforcement summary


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Date

Part of structure




Wall Design

June 2002

41

BasementLevel

T20@

125

T20 @ 125 T12 @ 200

T20 @ 200

T20@

200

Vertical ReinforcementT10 @ 250 EF UNO

Ground to First

T20@12

5

T25@

100

T25 @ 100

T25 @ 100

T12 @ 175for 1600

T12 @ 200

T20 @ 200

T25@

100

T12@

250

First to 2nd

T12@

175

T12 @ 175

T16 @ 150

T16 @ 150

T16@

150

T16@150

T12 @ 250for 1600

A

B

BC

E

ED

2nd to 3rd

A = T12 @ 200B = T12 @ 250C = T10 @ 250D = T10 @ 250E = T12 @ 150


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Wall Design 42

June 2002

Ground Floor Transfer

Lintels

Horizontal ReinforcementMax of T10 @ 300 & 25% vertical steel elsewhere

T16@

250=804

T16@

250=804

1 T25 EF 1 T25 EF

Grnd - 1st

1st - 2nd

2nd - 3rd

T16 @ 250 = 804

T12 @ 250 = 452

T10 @ 300 = 262

1 T25 EF

1 T25 EF

1 T25 EF

1 T16 EF

1 T16 EF


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Part of structure




Retaining Walls

June 2002

43

IDEALISED STRUCTURE and FORCE DIAGRAMS DESIGN STATUS : VALID

DIMENSIONS (mm)H = 3835 B = 1800 Tw = 300

Hw = 1150.5 BI = 450 Tb = 350

He = 3815

MATERIAL PROPERTIESfck = 32 N/mm

2 gc = 1.50 concretefyk = 500 N/mm

2 gs = 1.15 steelCover to tension reinforcement (co) = 40 mm

Allowable design surface crack width (Wmax) = 0.3 mm

Concrete density = 25.0 kN/m

Cement type = N (S, N, R or RS)

Backfill at 21 days

SOIL PROPERTIESDesign angle of int'l friction of retained mat'l () = 30 degree

Design cohesion of retained mat'l (C ) = 0 kN/m (Only granular backfill considered, ie "C" = 0)

Density of retained mat'l (q ) = 20 kN/m

Submerged Density of retained mat'l (qs ) = 13.33 kN/m (default=2/3 of q), only apply when Hw >0

Design angle of int'l friction of base mat'l (b) = 20 degree = 13.33

Design cohesion of base mat'l (Cb ) = 0 kN/m ASSUMPTIONSDensity of base mat'l (qb ) = 10 kN/m a) Wall friction is zero

Allowable gross ground bearing pressure (GBP) = 600 kN/m b) Minimum active earth pressure = 0.25qH

LOADINGS (unfactored) c) Granular backfill

Surcharge load -- live (SQK) = 10 kN/m h) Design not intended for walls over 3.5 m highSurcharge load -- dead (SGK) = 5 kN/m

Line load -- live (LQK) = 0 kN/m

Line load -- dead (LGK) = 0 kN/m

Distance of line load from wall (X) = 250 mm

Wall load -- live (WQK) = 202.17 kN/m

Wall load -- Dead (WGK) = 70.49 kN/m

LATERAL FORCES Ko = 0.50 default Ko = (1-SIN ) = 0.50Kac = 1.41 = 2Ko

Force (kN) Lever arm (m) gf Ultimate Force (kN)PE = 70.56 LE = 1.299 1.35 95.26

PS(GK) = 9.54 LS = 1.91 1.35 12.88PS(QK) = 19.07 LS = 1.91 1.50 28.61

PL(GK) = 0.00 LL = 3.61 1.35 0.00

PL(QK) = 0.00 LL = 3.61 1.50 0.00

PW = 6.62 LW = 0.38 1.50 9.93

Total 105.79 146.68

i)Does not include check for temp or shrinkage effects

Wall Geometry

LL

LWLE L

S

S , S in kN/mGK QK2

L , L in kN/mGK QK

W , W in kN/mGK QK

X

B1

TW

Tb

B

HW

HE H

Propby Ground FloorEXTERNAL

WATER

BASEMENT

Wall on Grid A

114 kg/m


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Part of structure




June 2002

44Retaining Walls

Wall on Grid A

EXTERNAL STABILITY STABILITY CHECK : OK

ANALYSIS - Assumptions & Notes

1) Wall idealised as a propped cantilever ( i.e. pinned at top and fixed at base )

2) Wall is braced.

3) Maximum slenderness of wall is limited to 15, i.e [ 0.9*(He-Tb/2)/Tw < 15 ]

4) Maximum Ultimate axial load on wall is limited to 0.1fck times the wall cross-sectional area

5) Design Span (Effective wall height) = He - (Tb/2)

6) -ve moment is hogging ( i.e. tension at external face of wall )+ve moment is sagging ( i.e. tension at internal face of wall )

7) " Wall MT. " is maximum +ve moment on the wall.

8) Estimated lateral deflections are used for checking the PD effect .

UNFACTORED LOADS AND FORCES

Force Lever arm Base MT. Wall MT. Reaction at Reaction at Estimated Elastic

Lateral Force (kN) to base (m) (kNm) (kNm) Base (kN) Top (kN) Deflection D (mm)

PE = 64.66 1.24 -31.93 14.56 51.56 13.10 0.8

PS(GK) = 9.10 1.82 -4.19 2.35 5.72 3.38 0.2

PS(QK) = 18.20 1.82 -8.37 4.71 11.44 6.76 0.1

PL(GK) = 0.00 3.43 0.00 0.00 0.00 0.00 0.0

PL(QK) = 0.00 3.43 0.00 0.00 0.00 0.00 0.0PW = 4.76 0.33 -1.25 0.22 4.68 0.08 0.0

Total 96.72 -45.74 21.85 73.40 23.32 1.1

GROUND BEARING FAILURELOAD CASE: Wall Load MAX 1

Taking moments about centre of base (anticlockwise "+") Surcharge MAX 1

Vertical FORCES (kN) Lever arm (m) Moment(kNm)

Wall load = 272.66 0.30 81.798

Wall (sw) = 26.14 0.30 7.84

Base = 15.75 0.00 0.00

Earth = 28.78 0.68 19.43

Water = 3.60 0.68 2.43Surcharge = 6.75 0.68 4.56

Line load = 0.00 0.70 0.00

V = 353.68 Mv = 116.06

MOMENT due to LATERAL FORCES, Mo = -45.74 kNm

RESULTANT MOMENT, M = Mv + Mo = 70.31 kNm

ECCENTRICITY FROM BASE CENTRE, M / V = 0.20 m

MAXIMUM GROSS BEARING PRESSURE = 326.70 kN/m2 < 600 OK

SLIDING AT BASE (using overall factor of safety instead of partial safety factor) F.O.S = 1.50

SUM of LATERAL FORCES, P = 73.40 kN

BASE FRICTION, Fb = - ( V TANb + B.Cb ) = -128.73 kN

Factor of Safety, Fb / P = 1.75 > 1.50 OK

BEARING PRESSURE (kN/m)

0

50

100

150

200

250

300

350

0.00 1.80


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Part of structure




June 2002

45Retaining Walls

Wall on Grid A

STRUCTURAL DESIGNS (ultimate) DESIGN CHECKS : OKprEN 1992-1

WALL ( per metre length ) reference

AXIAL LOAD CAPACITY ( Limited to 0.1fck ) = 960.00 kN > 398.4165 OK

Force gf Ultimate Ult. Moment Ult. Shear Ult. ShearLateral Force (kN) Force (kN) at base (kNm) at base (kN) at top (kN)

PE = 64.66 1.35 87.29 -43.11 69.61 17.68

PS(GK) = 9.10 1.35 12.28 -5.65 7.72 4.56

PS(QK) = 18.20 1.50 27.30 -12.56 17.16 10.14

PL(GK) = 0.00 1.35 0.00 0.00 0.00 0.00

PL(QK) = 0.00 1.50 0.00 0.00 0.00 0.00

PW = 4.76 1.50 7.14 -1.88 7.02 0.12Total 96.72 134.01 -63.20 101.50 32.51

Design Bending Moments

On INTERNAL face due to lateral forces, M int = 29.60 kNm

On EXTERNAL face due to lateral forces, Mext = -63.20 kNm

Eccentricity of Axial Loads = 125 mm 6.1 (3)P

LATERAL DEFLECTION " D " = 1.1 mmDue to eccentricity of axial loads, Mecc = 49.8 kNm

Due to PD effect, Mp = 0.42 kNm

Total Mmt on INTERNAL face (Mint+0.5Mecc+Mp) = 54.9 kNmTotal Mmt on EXTERNAL face (M ext+0.5Mecc) = -88.1 kNm

EXTERNAL FACE INTERNAL FACE

WALL REINFORCEMENT : Min. As = 396 399 mm2

9.2.1.1 (1)

f = 16 12 mmcentres = 200 < 250 200 < 250 mm OK 9.3.1.1 (3) & (4)

Asprov = 1005 > 396 565 > 399 mm2

OK

MOMENT of RESISTANCE : d = 252 254 mm

z = 239.4 241.3 mm Fig 3.5

As' = 0 0 mm2

3.1.7 (3)

Mres = 104.6 > 88.1 59.3 > 54.9 kNm OK

CRACK WIDTHS: X = 79.08 62.43 mm 7.3.4 (2)

esm-ecm = 0.00046 0.00017 (7.9)Wk = 0.145 < 0.3 mm 0.000 < 0.3 mm mm OK

. Section is Uncracke d

BASE of WALL TOP of WALL

SHEAR RESISTANCE: As = 1005 f = 10 @200 mm = 393 mm2/mr = 100As/bd = 0.40% = 0.15%

vRd,ct = 0.530 0.480 N/mm2

(6.2)

Vres = 133.6 > 101.5 121.9 > 32.5 kN OK 6.2.2

REINFORCEMENT SUMMARY for WALL

f centres As Min. As

mm mm mm2

mm2

EXTERNAL FACE T 16 200 1005 396 OK

INTERNAL FACE T 12 200 565 399 OK

TRANSVERSE T 10 300 262 201 OK

Temp & shrinkage effects not included

Type

-100 -50 0 50

0.00

0.73

1.46

2.20

2.93

3.66

EXT MOMENT (kNm) INT


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Part of structure




June 2002

46Retaining Walls

Wall on Grid A

OUTER BASE ( per metre length ) prEN 1992-1Composite gf= 1.41 reference

Ult. Shear = 41.38 kN (AT d from FACE of WALL)

Ult. MT. = 32.75 kNm TENSION - BOTTOM FACE

BOTTOM REINFORCEMENT : Min. As = 478 mm2

9.2.1.1 (1)

f = 12 mmcentres = 200 mm < 400 OK 9.3.1.1 (3) & (4)

Asprov = 565 mm2 > 478 OK

MOMENT of RESISTANCE : d = 304 mm

z = 288.8 mm Fig 3.5

As' = 0 mm2 3.1.7 (3)

Mres = 71.01 kNm > 32.75 OK

SHEAR RESISTANCE: r = 100As/bd = 0.22%vRd,ct = 0.480 N/mm

2(6.2)

Vres = 145.9 kN > 41.38 OK 6.2.2

CRACK WIDTHS: Temp & shrinkage effects not included

X = 69.12 mm esm-ecm = 0.00004 7.3.4 (2)Wk = 0.000 mm < 0.3 mm OK (7.9)

Section is Uncracke d

INNER BASE ( per metre length )

Ult. Shear = -112.41 kN (AT d from FACE of WALL)

Ult. MT. = 97.39 kNm TENSION - BOTTOM FACE

BOTTOM REINFORCEMENT : Min. As = 475 mm2

9.2.1.1 (1)

f = 16 mmcentres = 250 mm < 400 OK 9.3.1.1 (3) & (4)

Asprov = 804 mm2 > 475 OK

MOMENT of RESISTANCE : d = 302 mm

z = 286.9 mm Fig 3.5

As' = 0 mm2

3.1.7 (3)

Mres = 100.32 kNm < 97.39 OK

SHEAR RESISTANCE: r = 100As/bd = 0.27%vRd,ct = 0.480 N/mm

2(6.2)

Vres = 144.9 kN > 112.41 OK 6.2.2

CRACK WIDTHS: Temp & shrinkage effects not included

X = 80.12 mm esm-ecm = 0.00034 7.3.4 (2)Wk = 0.103 mm < 0.3 mm OK (7.9)

.

REINFORCEMENT SUMMARY for BASE

Type f centres As Min. Asmm mm mm

2mm

2

TOP T 12 200 565 475 OK

BOTTOM T 16 250 565 475 OKTRANSVERSE T 8 400 126 113 OK

Wall on Grid 6 Wall on Grid E,similar. 2400 x 500 base due to heavier column loads.


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Calc sheet No

Date

Part of structure




Pad Foundations

June 2002

47


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48Pad Foundations

(Base B4 similar, but 3050 sq x 800)


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49Pad Foundations


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Calculations

toBS 8110

July 2002

Comparative Design Study

toEC2 & BS8110

of aTypical RC Framed Structure


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Calc sheet No

Date

Part of structure



BS8110 Comparative Design 2156

June 2002

1Typical Floor GA

1 hour fire period external exposure = severe internal exposure = moderate.

Slabs, beams and walls - C32/40 concrete. All reinforcement f = 460 N/mm (high bond).y

Imposed dead load = 1.0 kN/m on floors and roof (h same as floors).

Perimeter cladding = 1.0 kN/m on external elevation.

Superimposed load = (4+1) kN/m on floors, 1.5 kN/m on roof.

A

2 64

1 53

B

C

D

E

F

1668

985

625

325

3600

Lineofzerorotat

ion

375 sq

550 sq

550 sq

550 sq 400 sq400 sq

550 sq 375 sq

375 sq 350 f

350 f

350 f350 f

280 Solid slab

Allow for one 150 sq holeat centre of face ofinternal columns

In Ec2 FE analysis, assumefctm = value at10 days.

Composite f values fromAnnex B of EC2.


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June 2002

2Basement GA

Pilecaps and ground bearing slab not included in design.

Ground bearing slab assumed to be 225 thick with 2.5 kN/m imposed load.

Max ground bearing pressure taken as 600 kN/m

.

Foundations & retaining walls - C32/40 concrete - 40mm cover.

Columns and core walls - C48/60 concrete (reducing to 32/40) - 1 hour fire period.

72003600 5050

230063508400

1450

4750

2125

8400

8400

4370

A

2 64

1 53

B

C

D

E

F

Retaining walls resistinggranular backfill with 10

kN/m surcharge andwater pressure to 1mabove basement level.

3150 sq 850base

3600 sq x 1100base

2400 x 4000x 600 base

3000 sq x 850base

1750 x 350 base300 wall

1750x350base

300wall

2250 x 450 base300 wall


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Calc sheet No

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June 2002

3Typical Floor

Typical Floor Loading280 Slab = 6.72 at 24 kN/m

Applied Dead = 1.00

7.72 = Gk

Partitions = 1.00

Imposed = 4.00 Qk = 5.00 kN/m

Total = 12.72 kN/m characteristic

Permant imposed loading = 0.25 x Imposed load 3.3.3; Part 2

Permanent UD load = 7.72 + 0.25 x 5 = 8.97 kN/m

Perimeter line load from cladding = 3.6 kN/m

ULS UD loading = 1.4Gk + 1.6Qk = 18.81 kN/m

Parameters for FE Analysisfcu = 40 N/mm

Ecm28 = 28 kN/mm Table 7.2; Part 2fct = 1.0 N/mm at tensi on steel

Tension stiffening = 0.55 N/mm long-term from Fig 3.1: Part 2

LOADING SEQUENCE kN/m at days

Self weight 6.72 10

Applied dead 2.00 60

Permanent imposed 1.00 60

Variable load 3.00 COMPOSITE E and f VALUESf values from Annex B.1 of EC2

0 Et 0 EtSelf weight 2.60 7.77 2.60 7.77

Applied dead 1.85 9.81 1.85 9.81

Permanent imposed 1.85 9.81 1.85 9.81

Variable load 0 28.00 (t,t0) Et

Composite 2.37 8.30 1.81 9.95 1.18 12.86

Longterm Permanent

To 60 days

Longterm Total

SW + applied dead

Loading regions = as for EC2, but BS 8110 pattern loading applied


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June 2002

4Typical Floor

As REQUIRED BTM X FEM-Design

SecionA

Sec

ionB



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June 2002

5Typical Floor

FEM-DesignAs REQUIRED BTM Y

SectionC

Section D



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June 2002

6Typical Floor

FEM-DesignAs REQUIRED TOP X

SectionE

SectionG

SectionH

SectionF



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June 2002

7Typical Floor

FEM-DesignAs REQUIRED TOP Y

Section J

Section K

Section L



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June 2002

8Typical Floor

Section A

Bottom steel X direction

Section B

Section C

Bottom steel Y direction

Section D

T12 @ 150= 754

T12 @ 175= 646

T12 @ 175= 646

T20 @ 175= 1795T16 @ 175

= 1149

T16 @ 225

= 894

T12 @ 200= 565

T16 @ 150

= 1340

T16 @ 250= 804

T12 @ 200= 565

T12 @ 150= 754

T16 @ 200= 1005

T16 @ 250

= 804


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June 2002

9Typical Floor


Section F

Section E

Section G

T25 @ 150= 3272

T20 @ 175

= 1795T20 @ 275

= 1142 T16 @ 250

= 804

T16 @ 125= 1608

T20 @ 125= 2513

T12 @ 225

= 503

T12 @ 200

= 565T12 @ 225

= 503

4 T20

in 800=1571

8 T25in 925

=4245

T12 @200

= 565

T12 @200

= 565

T16@150

= 1340

T16@300

= 670

T16@100

= 2011

T20@150

= 1340

T16@100

= 2011

T16@200= 1005

T16@200= 1005

T16@275

= 731

T16@150= 1340

T20@150= 2094

T12@225

= 503

T12@225

= 503

T12@250

= 452

T16@250

= 804


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June 2002

10Typical Floor



Section J

Section H

T16@100

= 2011 T16@150= 1340

T12@150

= 754

T12@200= 565

T12@225= 503

T20@100= 3142 T20@125

= 2513T20@225

= 1396 T20@250= 1257 T16@150

= 1340

T12@275= 411

T12@275

= 411T12@250

= 452


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June 2002


Section K

T16@275

= 731T16@250

= 804T12@250

= 452

T20@100

= 3142

T20@200= 1057

T16@225= 894

T20@150= 2094

Section L

T12@225= 503

T12@250= 452

T20@125= 2513

T20@250

= 1257

T25@75= 6545

T25@175

= 2805

11Typical Floor


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June 2002

12Typical Floor

Permanent Load Defelectionswith Applied Reinforcement

All permanent load deflections are

within L/250 limit

2 x 4900/250 = 39.2> 26.6 - 0.3 = 26.3 mm


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June 2002

Dead Only Defelections (f = 1.18)with Applied Reinforcement

Max = 15.4 - 0.2 = 15.2 mm

13Typical Floor


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June 2002

14Typical Floor

Total Load Defelections (f = 1.81)with Applied Reinforcement

Max = 35.1 - 0.3 = 34.8 mm

Max D affecting cladding= 34.8 - 15.2 = 19.6 mm

= L / 500 OK


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June 2002

Full ULS Column Momentswith Applied Reinforcement

15Typical Floor


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16Typical Floor

Column Reactions

Full ULSDead onlyFull ULSDead only

128.6

404.2

530.7

254.9

78.8

366.3

145.2

213.4

113.7

360.6

76.1

213.1

154.5


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June 2002

Punching at Column D2B2 and B4 similar

17Typical Floor

Project BS8110 Comparative Design REINFORCED CONCRETE COUNCIL


Location Column D2 rmw 30-Jun-2002

PUNCHING SHEAR to BS8110:1997 Checked Revision Job No

Originated fromRCC13.xls on CD 1999-2002 BCAfor RCC - 2156

MATERIALS fcu N/mm2 40 STATUS Legend

fyvN/mm2

460VALID DESIGN

link mm 10

DIMENSIONS A mm 500 E mm 250B mm 500 F mm -75

G mm 150 H mm 150

LOADING Vt kN 1299.3 0 0 3397.1ult UDL kN/m2 18.81

SLAB h mm 280 dx mm 242.5 Asx mm2/m 3272

dy mm 220 Asy mm2

/m 3142ave d mm 231.25 ave As % 1.389

RESULTS Veff = 1494.2 kN vc = 0.9458 N/mm2 (Table 3.8)At col. face, v max = 3.480 N/mm2 At 1.5d perimeter, v = 1.4327 N/mm2

At 3d perimeter, v = 0.8775 N/mm2

PROVIDE LINKS (single leg) .

Perimeter 1 115 from col face



0 00 0

0 0

0 0

0 0 Plan0 0

0

COLUMN

INTERNAL

0

10 T10 @ 33514 T10 @ 33018 T10 @ 325

0000

Links not required at perimeter columns


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Calc sheet No

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June 2002

18Column Loads & Design


COLUMN A2 & A4 375 375 SW = 11.7


reduction 0.0

140.3 19.3

140.3 64.4

reduction 8.4

280.5 75.4

140.3 64.4

reducti

comparitive design study bs8110 vs ec2

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