TCC13 Slab Punching

(1)

Project

Spreadsheets to EC2

Client

Advisory Group

Made by

Date

Page

Location

ECBP Typical Floor Column B3

rmw

11-Dec-2014

197 PUNCHING SHEAR to BS EN 1992-1: 2004

Checked

Revision

Job No

Originated from

TCC13.xls

v4.0 on CD © 2003-14 TCC

COLUMN

chg

-

FB625

MATERIALS

f

ck

N/mm

2

30 STATUS

LEGEND

f

yk

N/mm

2

500 Steel class

C

.

DIMENSIONS

A

mm

600 E

mm

0 B

mm

600 F

mm

0 G

mm

0 H

mm

0 LOADING

V

_Ed

kN

2005.5

Mty =

kNm

400.0 ult UDL

kN/m

2

19.76 Mtz =

kNm

300.0 ß = 1.286 to expression (6.43)

SLAB

dx

mm

365 Asx

mm

2

/m

3140

in B + 6d

ρx = 0.860

h

mm

400 dy

mm

345 Asy

mm

2

/m

3140

in A + 6d

ρy = 0.910

d

mm

355 100ρL % =

0.885 RESULTS

βV

_Ed

_{= 2578.7}

kN

v

Rd,c

=

0.6267

N/mm

2

Equation (6.47)

At col. face, vEd = 3.016

N/mm

2

_{At 2d perimeter, v}

_Ed,red

₌

_1.0550

N/mm

2

_0.84174

Uout required =

11592

Equation (6.54)

SOLUTION

Fig 6.22 (A)

12 link spurs of 5C16 @ 265

84 links

plus 12 spurs of 2C16 @ 265

St = 278.25

mm

Sr =

265 mm

Asw/Sr req = 7.899

(6.52) & (9.11)

Asw/Sr prov = 9.105 mm

First link perimeter

175 mm from column face

Outer links at

1235 mm from column face

Uout = 13262 mm > 11,592 mm

SPUR

See GEOMETRY page for link locations.

PLAN

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

INTERNAL

VALID DESIGN

The Concrete Centre

(2)

Project

Spreadsheets to EC2

Client

Advisory Group

Made by

Date

Page

Location

Column B2

rmw

11-Dec-2014

198 PUNCHING SHEAR to BS EN 1992-1: 2004

EDGE

Checked

Revision

Job No

Originated from TCC13.xls v4.0 on CD © 2003-14 TCC

COLUMN

chg

-

FB625

MATERIALS

fck

N/mm

2

30 STATUS

LEGEND

fyk

N/mm

2

500 Steel class

C

.

DIMENSIONS

A

mm

400 E

mm

-75

B

mm

250 F

mm

-275

G

mm

150 D

mm

50 H

mm

150 LOADING

V

_Ed

kN

405 Mtz =

kNm

32.3 ult UDL

kN/m

2

19.76 Mty =

kNm

8.5 ß = 1.144 to expression (6.44)

SLAB

dx

mm

365 Asx

mm

2

/m

2010

in B + 3d+D

ρx = 0.551

h

mm

400 dy

mm

345 Asy

mm

2

/m

₁₃₄₀

_{in A + 6d}

_{ρy = 0.388}

d

mm

355 100ρL % =

0.462 RESULTS

βV

_Ed

_{= 463.5}

kN

v

Rd,c

=

0.5048

N/mm

2

Equation (6.47)

At col. face, vEd = 1.732

N/mm

2

_{At 2d perimeter, v}

_Ed,red

₌

_0.5746

N/mm

2

_0.569153

Uout required =

2586

Equation (6.54)

SOLUTION

Fig 6.22 (B)

9 link spurs of 3C8 @ 265

27 links

.

St (average) =

200 mm

Sr =

265 mm

Asw/Sr req = 0.872

(6.52) & (9.11)

Asw/Sr prov = 1.707 mm

First link perimeter

175 mm from column face

Outer links at

705 mm from column face

Uout = 4372.9 mm > 2,586 mm

SPUR

See GEOMETRY page for link locations.

PLAN

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

(≈ See Fig 6.22B)

VALID DESIGN

(3)

Project

Spreadsheets to EC2

Client

Advisory Group

Made by

Date

Page

Location

Columns A1, D1, A5 & D5

rmw

11-Dec-2014

199 PUNCHING SHEAR to BS EN 1992-1: 2004

CORNER

Checked

Revision

Job No

Originated from TCC13.xls v4.0 on CD © 2003-14 TCC

COLUMN

chg

-

FB625

MATERIALS

fck

N/mm

2

30 STATUS

LEGEND

fyk

N/mm

2

500 Steel class

C

.

DIMENSIONS

A

mm

400 E

mm

50 B

mm

250 F

mm

-275

C

mm

0 G

mm

150 D

mm

0 H

mm

150 LOADING

V

Ed

kN

186.0 ß = 1.226

ult UDL

kN/m

2

19.76 to expression (6.46)

SLAB

dx

mm

365 Asx

mm

2

/m

₂₀₁₀

_{in B + 3d+D}

_{ρx = 0.551}

h

mm

400 dy

mm

345 Asy

mm

2

/m

2010

in A + 3d+C

ρy = 0.583

d

mm

355 100ρL % =

0.566 RESULTS

βV

Ed

= 228.0

kN

v

Rd,c

=

0.5401

N/mm

2

Equation (6.47)

At col. face, vEd = 1.344

N/mm

2

_{At 2d perimeter, v}

_Ed,red

₌

_0.6364

N/mm

2

_0.589139

Uout required =

1189

Equation (6.54)

SOLUTION

Fig 6.22 (B)

6 link spurs of 3C8 @ 265

18 links

.

St (average) = 177.5

mm

Sr =

265 mm

Asw/Sr req = 0.454

(6.52) & (9.11)

Asw/Sr prov = 1.138 mm

First link perimeter

175 mm from column face

Outer links at

705 mm from column face

Uout = 2336.4 mm > 1,189 mm

SPUR

See GEOMETRY page for link locations.

PLAN

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

(≈ 396 from col face)

VALID DESIGN

(4)

Project

Spreadsheets to EC2

Client

Advisory Group

Made by

Date

Page

Location

An example

rmw

11-Dec-2014

200 PUNCHING SHEAR to BS EN 1992-1: 2004

RE-ENTRANT

Revision

Job No

Originated from TCC13.xls v4.0 on CD © 2003-14 TCC

COLUMN

chg

-

FB625

MATERIALS

fck

N/mm

2

₃₀

_STATUS

_LEGEND

fyk

N/mm

2

₅₀₀

Steel class

C

.

DIMENSIONS

A

mm

400 E

mm

200 B

mm

350 F

mm

-50

C

mm

-100

G

mm

100 D

mm

-100

H

mm

100 LOADING

V

_Ed

kN

662.0 Mty =

kNm

28.6 ult UDL

kN/m

2

19.76 Mtz =

kNm

14.8 ß = 1.064 to expressions (6.39) & (6.44)

SLAB

dx

mm

365 Asx

mm

2

/m

1340

in B + 6d

ρx = 0.367

h

mm

400 dy

mm

345 Asy

mm

2

/m

1340

in A + 6d

ρy = 0.388

d

mm

355 100ρL % =

0.378 RESULTS

βV

_Ed

= 704.1

kN

v

Rd,c

=

0.4718

N/mm

2

Equation (6.47)

At col. face, vEd = 1.646

N/mm

2

At 2d perimeter, v

_Ed,red

=

0.4713

N/mm

2

0.499437

Uout required =

3953

Equation (6.54)

No links required

Fig 6.22 (B)

12 link spurs of 3C8 @ 265

36 links

.

St (average) =

205 mm

Sr =

265 mm

Asw/Sr req = 0.968

(6.52) & (9.11)

Asw/Sr prov = 2.276 mm

First link perimeter

175 mm from column face

Outer links at

705 mm from column face

Uout = 6359.3 mm > 3,953 mm

SPUR

See GEOMETRY page for link locations.

PLAN

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

The Concrete Centre

VALID DESIGN

(5)

LINK CONFIGURATIONS

8 SPURS

12 SPURS





_

_



A a



a B A a B A St 2 2 4 2 2 2      



 







                          2 2 2 2 2 4 4 4 4 2 1 A B a A B a A B aA B a St

(6)

Charting Data

1.4142 INTERNAL 0.5774 Spur 1060 First at 175 0.866 Column 0 0 600 600 0 0 600 600 0 0 E-W -1235.0 -175.0 775.0 1835.0 -1235.0 -175.0 775.0 1835.0 1 300.0 300.0 300.0 300.0 300.0 300.0 300.0 300.0 1 N-S 300.0 300.0 300.0 300.0 300.0 300.0 300.0 300.0 -175.0 -1235.0 775.0 1835.0 -175.0 -1235.0 775.0 1835.0 NW+NE -175.0 -924.5 775.0 1524.5 0.0 0.0 0.0 0.0 775.0 1524.5 775.0 1524.5 0.0 0.0 0.0 0.0 SW+SE -175.0 -924.5 775.0 1524.5 0.0 0.0 0.0 0.0 -175.0 -924.5 -175.0 -924.5 0.0 0.0 0.0 0.0 NNW+NNE 25.8 -586.2 574.2 1186.2 25.8 -586.2 574.2 1186.2 775.0 1693.0 775.0 1693.0 775.0 1693.0 775.0 1693.0 WNW+ENE -175.0 -1093.0 775.0 1693.0 -175.0 -1093.0 775.0 1693.0 574.2 1186.2 574.2 1186.2 574.2 1186.2 574.2 1186.2 SSW+SSE 25.8 -586.2 574.2 1186.2 25.8 -586.2 574.2 1186.2 -175.0 -1093.0 -175.0 -1093.0 -175.0 -1093.0 -175.0 -1093.0 WSW+ESE -175.0 -1093.0 775.0 1693.0 -175.0 -1093.0 775.0 1693.0 25.8 -586.2 25.8 -586.2 25.8 -586.2 25.8 -586.2 EW B1 -1235.0 -175.0 775.0 1835.0 0.0 0.0 0.0 0.0 370 -70.0 -70.0 -70.0 -70.0 0.0 0.0 0.0 0.0 3 EW B2 670.0 670.0 670.0 670.0 0.0 0.0 0.0 0.0 EW B3 300.0 300.0 300.0 300.0 0.0 0.0 0.0 0.0 Square it EW B4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -1235.0 1835.0 3070 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -1235.0 1835.0 3070 EW B5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1835 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1835 EW B6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 NS B1 -70.0 -70.0 -70.0 -70.0 0.0 0.0 0.0 0.0 370 NS B2 670.0 670.0 670.0 670.0 0.0 0.0 0.0 0.0 3 NS B3 300.0 300.0 300.0 300.0 0.0 0.0 0.0 0.0 -175.0 -1235.0 775.0 1835.0 0.0 0.0 0.0 0.0 NS B4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 NS B5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 NS B6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Hole 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 Extra 162.9 -143.1 437.1 743.1 437.1 743.1 162.9 -143.1 0.6 -175.0 -1164.0 775.0 1764.0 -175.0 -1164.0 775.0 1764.0 -20.7 -143.1 620.7 743.1 620.7 743.1 -20.7 -143.1 -768.4 -1164.0 1368.4 1764.0 -768.4 -1164.0 1368.4 1764.0 -1164.0 -175.0 775.0 1764.0 -1164.0 -175.0 775.0 1764.0 743.1 437.1 437.1 743.1 -143.1 162.9 162.9 -143.1 -1164.0 -768.4 1368.4 1764.0 -1164.0 -768.4 1368.4 1764.0 743.1 620.7 620.7 743.1 -143.1 -20.7 -20.7 -143.1 -74.6 -839.6 674.6 1439.6 -74.6 -839.6 674.6 1439.6 674.6 1439.6 674.6 1439.6 -74.6 -839.6 -74.6 -839.6 -533.6 -839.6 1133.6 1439.6 -533.6 -839.6 1133.6 1439.6 1133.6 1439.6 1133.6 1439.6 -533.6 -839.6 -533.6 -839.6

(7)

EDGE Spur 530 First at 175 Column 0 0 400 400 0 0 250 250 0 0 E-W1 -705.0 -175.0 575.0 1105.0 0.0 0.0 0.0 0.0 1 125.0 125.0 125.0 125.0 0.0 0.0 0.0 0.0 1 E-W2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 N-S 200.0 200.0 0.0 0.0 -175.0 -705.0 0.0 0.0 SW+SE -100.0 -474.8 500.0 874.8 0.0 0.0 0.0 0.0 -175.0 -549.8 -175.0 -549.8 0.0 0.0 0.0 0.0 WSW+ESE -175.0 -634.0 575.0 1034.0 0.0 0.0 0.0 0.0 -91.5 -356.5 -91.5 -356.5 0.0 0.0 0.0 0.0 SSW+SSE 26.8 -238.2 373.2 638.2 0.0 0.0 0.0 0.0 -175.0 -634.0 -175.0 -634.0 0.0 0.0 0.0 0.0 EW B1 -705.0 -175.0 575.0 1105.0 -705.0 -175.0 575.0 1105.0 165 -70.0 -70.0 -70.0 -70.0 -70.0 -70.0 -70.0 -70.0 3 EW B2 210.0 210.0 210.0 210.0 210.0 210.0 210.0 210.0 EW B3 95.0 95.0 95.0 95.0 95.0 95.0 95.0 95.0 Square it EW B4 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 -882.5 1282.5 2165 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -705.0 300.0 1005 EW B5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1282.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1460 EW B6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 NS B1 & B2 -70.0 -70.0 470.0 470.0 -70.0 -70.0 470.0 470.0 270 -175.0 -705.0 -175.0 -705.0 -175.0 -705.0 -175.0 -705.0 3 NS B4 & B5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 NS B6 & B3 0.0 0.0 200.0 200.0 0.0 0.0 200.0 200.0 0.0 0.0 -175.0 -705.0 0.0 0.0 -175.0 -705.0 Edge D -882.5 1282.5 300 300 Hole 125 125 275 275 125 125 275 125 275 -150 0 0 -150 -150 -150 0 0 -150 Extra -669.5 -175.0 575.0 1069.5 113.4 -19.1 286.6 419.1 0 -115.8 16.7 16.7 -115.8 -175.0 -669.5 -175.0 -669.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -74.1 -436.1 474.1 836.1 -133.3 -495.2 -133.3 -495.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

(8)

CORNER Spur 530 First at 175 Column 0 0 400 400 0 0 250 250 0 0 E-W 1105.0 575.0 0.0 0.0 0.0 0.0 0.0 0.0 1 125.0 125.0 0.0 0.0 0.0 0.0 0.0 0.0 1 N-S 200.0 200.0 0.0 0.0 0.0 0.0 0.0 0.0 Square it -175.0 -705.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1282.5 1282.5 SE 507.5 882.3 0.0 0.0 -882.5 250.0 1132.5 -175.0 -549.8 0.0 0.0 1282.5 ESE+SSE 575.0 1034.0 400.7 665.7 0.0 0.0 0.0 0.0 400 -75.7 -340.7 -175.0 -634.0 0.0 0.0 0.0 0.0 EW B1 & 2 1105.0 575.0 1105.0 575.0 1105.0 575.0 1105.0 575.0 140 -70.0 -70.0 210.0 210.0 -70.0 -70.0 210.0 210.0 3 EW B4 & B5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 EW B6 & B3 0.0 0.0 1105.0 575.0 0.0 0.0 1105.0 575.0 0.0 0.0 70.0 70.0 0.0 0.0 70.0 70.0 NS B1 & B2 40.0 40.0 470.0 470.0 40.0 40.0 470.0 470.0 215 -175.0 -705.0 -175.0 -705.0 -175.0 -705.0 -175.0 -705.0 3 NS B4 & B5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 NS B6 & B3 0.0 0.0 255.0 255.0 0.0 0.0 255.0 255.0 0.0 0.0 -175.0 -705.0 0.0 0.0 -175.0 -705.0 Edge 0 0 0 1282.5 -882.5 250 250 250 Hole 250 250 400 400 250 250 400 250 400 -150 0 0 -150 -150 -150 0 0 -150 Extra 1069.5 575.0 300.3 432.8 487.8 849.8 0 -107.8 24.7 -175.0 -669.5 -125.3 -487.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

(9)

REENTRANT Spur 530 First at 175 Column 0 0 400 400 0 0 350 350 0 0 E-W1 1105.0 575.0 -705.0 -175.0 0.0 0.0 0.0 0.0 1 175.0 175.0 175.0 175.0 0.0 0.0 0.0 0.0 1 Square it N-S2&E-W2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -882.5 1105.0 1987.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -705.0 1232.5 1937.5 N-S 200.0 200.0 200.0 200.0 0.0 0.0 200.0 200.0 1105 -175.0 -705.0 525.0 1055.0 0.0 0.0 0.0 0.0 1282.5 NE 550.8 925.6 0.0 0.0 0.0 0.0 525.0 899.8 0.0 0.0 0.0 0.0 SW+SE 550.8 925.6 -150.8 -525.6 0.0 0.0 0.0 0.0 -175.0 -549.8 -175.0 -549.8 0.0 0.0 0.0 0.0 NNE+ENE 412.7 677.7 575.0 1034.0 0.0 0.0 0.0 0.0 525.0 984.0 387.7 652.7 0.0 0.0 0.0 0.0 SSW+SSE -12.7 -277.7 412.7 677.7 0.0 0.0 0.0 0.0 -175.0 -634.0 -175.0 -634.0 0.0 0.0 0.0 0.0 WSW+ESE -175.0 -634.0 575.0 1034.0 0.0 0.0 0.0 0.0 -37.7 -302.7 -37.7 -302.7 0.0 0.0 0.0 0.0 EW B1 1105.0 575.0 -705.0 -175.0 1105.0 575.0 -705.0 -175.0 165 270 245 140 -70.0 -70.0 -70.0 -70.0 -70.0 -70.0 -70.0 -70.0 3 3 3 3 EW B2 420.0 420.0 210.0 210.0 420.0 420.0 210.0 210.0 N S E W EW B3 175.0 175.0 70.0 70.0 175.0 175.0 70.0 70.0 EW B4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 EW B5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 EW B6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 NS B1 470.0 470.0 470.0 470.0 470.0 470.0 470.0 470.0 165 NS B2 -70.0 -70.0 140.0 140.0 -70.0 -70.0 140.0 140.0 3 NS B3 200.0 200.0 305.0 305.0 200.0 200.0 305.0 305.0 -175.0 -705.0 525.0 1055.0 -175.0 -705.0 525.0 1055.0 NS B4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 NS B5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 NS B6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Edge 100 100 -882.5 0 350 1232.5 250 250 Hole 400 400 500 500 400 400 500 400 500 125 225 225 125 125 125 225 225 125 Extra 306.3 438.8 493.8 855.8 575.0 1069.5 1069.5 575.0 0 525.0 1019.5 456.3 818.3 281.3 413.8 -63.8 68.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 493.8 855.8 306.3 438.8 93.7 -38.8 -93.8 -455.8 -106.3 -468.3 -175.0 -669.5 -175.0 -669.5 -106.3 -468.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -175.0 -669.5 68.7 -63.8 0.0 0.0 0.0 0.0

(10)

PUNCHING SHEAR to BS EN 1992-1: 2004

National Annex values

EC2 Ref

Function

Value

Table 2.2

γ

c

1.5 concrete

1.5

1.5 Table 2.2

γ

s

1.15 steel

1.15

1.15 3.1.6 (1)P

α

cc

1.00 strength factor (shear)

1

1 6.4.4(1)

C

Rd,c

0.18 punching shear basic stress

0.18

0.18 - = -

v

min

0.035 x k

3/2

fck

1/2

0.035

0.035 3.1.2(2)

C

max

shear

50 Limit to f

ck

for shear strength

√

90

50 *

* May be greater on the basis of tests

6.4.5 (3)

V

Ed

/V

Rdc

2.0 maximum punching stress

(11)

Disclaimer

Status of spreadsheet Public release version

Revision history TCC13 Slab Punching

Date

Version

Action

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8-Mar-10 TCC13 v4.0 Calculation of beta factors added. Updated to revised NA. 1400 4-Mar-10 TCC13 v3.10 VEd,max corrected to 0.5νfcd 1376 19-Sep-09 TCC13 v3.9 New routine for hole reductions at column faces. 1372 4-Sep-09 TCC13 v3.8 Correction to edge column face shear when hole on North face of column. 1349 10-Jun-09 TCC13 v3.7 Removal of possible innapropriate spacing failure when additional intermediate

spurs added. 1350 29-Apr-09 TCC13 v3.6 Minor correction to U0 for edge and corner columns. 1348

17-Dec-08 TCC13 v3.5Correction to spurs being shown outside concrete area on grapic for REENTRANT _columns. 1347 11-Jul-08 TCC13 v3.4 Option button to overide link diameter added. Button to supress solution to Fig

6.22(B) added. 1328 18-Oct-07 TCC13 v3.3 Solution 6.22(B) adjusted for full compliance with clause 9.4.3. Solution 6.22(B)

geometry sketch added. 1307 15-Jun-07 TCC13 v3.2 Tangential spacing check improved for links within basic control perimeter. 1261 8-Feb-07 TCC13 v3.1 Data added for outer links. Β factor added to Uout required. 1265 28-Jun-06 TCC13 v3.0 v3 release. Page nos, User Guide and registration details amended. 1230 17-Mar-06 TCC13 v1.1 Differentiation between flexure and shear for αcc. 1283

4-May-05 TCC13 v1.0 UK NA maximum fck for shear added. RE-BADGED 1298

30-Oct-04 RCCen13 β7 Secondary spurs added when transverse spacing > 2d. 645 25-Feb-03 RCCen13 β6Redundant link dia input removed. Enhancement terminology corrected. "Increase

As" warnings added. 607 19-Feb-03 RCCen13 β5 National Annex sheet added and referenced. Updated to final code. 601 22-Apr-02 RCCen13 β4 Rigorous hole reduction algorithms added. 610 31-Jan-02 RCCen13 β3 Re-written to final draft of EN. 560 5-Sep-01 RCCen13 β2 Notes added re re-spacing of links 434 22-Aug-01 RCCen13 β1 First issue for in-house comment 425

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