TCC13 Slab Punching

Project

Spreadsheets to EC2

Client

Advisory Group

Location

The Concrete Centre Made by

ECBP Typical Floor Column B3

rmw INTERNAL Checked

PUNCHING SHEAR to BS EN 1992-1: 2004 Originated from TCC13.xls v4.0 on CD

2 fck N/mm 30

MATERIALS

500 Steel class C

LOADING

VEd

mm mm mm

600 600 0

E F H

RESULTS

mm mm mm

kN kN/m2

SLAB mm

11-Dec-2014 Revision

chg

197 Job No

-

FB625

LEGEND

2005.5 Mty = kNm ult UDL 19.76 Mtz = kNm ß = 1.286 to expression (6.43)

h

Page

VALID DESIGN .

fyk N/mm

A B G

COLUMN

STATUS

2

DIMENSIONS

© 2003-14 TCC

Date

dx dy d

400

mm mm mm

365 345 355

βVEd = 2578.7 kN 2

At col. face, vEd = 3.016 N/mm

0 0 0 400.0 300.0

Asx Asy

mm2/m

vRd,c =

0.6267

At 2d perimeter, vEd,red = Uout required =

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 (6.52) & (9.11) Asw/Sr req = 7.899 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.

2

mm /m

1.0550 11592

3140 in B + 6d ρx = 0.860 3140 in A + 6d ρy = 0.910 100ρL % = 0.885 N/mm2 2

N/mm

Equation (6.47)

0.84174

(≈ 1,569 from col face)Equation (6.54)

Project

Spreadsheets to EC2

Client

Advisory Group

Location

The Concrete Centre Made by

Column B2

rmw EDGE Checked

PUNCHING SHEAR to BS EN 1992-1: 2004 Originated from TCC13.xls v4.0 on CD

2 fck N/mm 30

MATERIALS

fyk

N/mm2

A B

LOADING

mm

D

mm

VEd

kN

E F G H

50

SLAB

RESULTS

dx dy d

400

mm mm mm mm

mm mm mm

365 345 355

βVEd = 463.5 kN

At col. face, vEd = 1.732 N/mm

Revision

chg

198 Job No

-

FB625

.

405 Mtz = kNm ult UDL kN/m 19.76 Mty = kNm ß = 1.144 to expression (6.44)

mm

11-Dec-2014

LEGEND

2

h

Page

VALID DESIGN

500

400 250

mm

COLUMN

STATUS

Steel class C DIMENSIONS

© 2003-14 TCC

Date

2

-75 -275 150 150 32.3 8.5

Asx Asy

mm2/m

vRd,c =

0.5048

At 2d perimeter, vEd,red = Uout required =

SOLUTION Fig 6.22 (B) 9 link spurs of 3C8 @ 265 27 links . St (average) = 200 mm Sr = 265 mm 0.872 (6.52) & (9.11) Asw/Sr req = 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.

2

mm /m

0.5746 2586

2010 in B + 3d+D ρx = 0.551 1340 in A + 6d ρy = 0.388 100ρL % = 0.462 N/mm2 N/mm

2

Equation (6.47)

0.569153 (≈ See Fig 6.22B) Equation (6.54)

Project

Spreadsheets to EC2

Client

Advisory Group

Location

The Concrete Centre Made by

Columns A1, D1, A5 & D5

rmw CORNER Checked

PUNCHING SHEAR to BS EN 1992-1: 2004 Originated from TCC13.xls v4.0 on CD

2 fck N/mm 30

MATERIALS

fyk

N/mm2

LOADING

A B C D

mm

VEd

kN

mm mm

2

ult UDL kN/m

RESULTS

mm

11-Dec-2014 Revision

chg

199 Job No

-

FB625

LEGEND

. E F G H

186.0 19.76

SLAB h

Page

VALID DESIGN

500

400 250 0 0

mm

COLUMN

STATUS

Steel class C DIMENSIONS

© 2003-14 TCC

Date

mm mm mm

mm mm mm

365 345 355

βVEd = 228.0 kN 2

At col. face, vEd = 1.344 N/mm

50 -275 150 150

ß = 1.226 to expression (6.46) dx dy d

400

mm

Asx Asy

mm2/m

vRd,c =

0.5401

At 2d perimeter, vEd,red = Uout required =

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) 1.138 mm Asw/Sr prov = 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.

2

mm /m

0.6364 1189

2010 in B + 3d+D ρx = 0.551 2010 in A + 3d+C ρy = 0.583 100ρL % = 0.566 N/mm2 2

N/mm

Equation (6.47)

0.589139

(≈ 396 from col face) Equation (6.54)

Project

Spreadsheets to EC2

Client

Advisory Group

Location

The Concrete Centre Made by

An example

rmw RE-ENTRANT

PUNCHING SHEAR to BS EN 1992-1: 2004

© 2003-14 TCC COLUMN

Originated from TCC13.xls v4.0 on CD

2 fck N/mm 30

MATERIALS

STATUS

2

LOADING

A B C D

mm

VEd

kN

400 350 -100 -100

mm mm mm

Page

11-Dec-2014 Revision

chg

200 Job No

-

FB625

LEGEND

VALID DESIGN .

fyk N/mm 500 Steel class C DIMENSIONS

Date

E F G H

mm mm mm mm

200 -50 100 100

662.0 Mty = kNm 28.6 ult UDL kN/m 19.76 Mtz = kNm 14.8 ß = 1.064 to expressions (6.39) & (6.44) 2

SLAB h

RESULTS

mm

dx dy d

400

mm mm mm

365 345 355

βVEd = 704.1 kN 2

At col. face, vEd = 1.646 N/mm

Asx Asy

mm2/m

vRd,c =

0.4718

At 2d perimeter, vEd,red = Uout required =

No links required Fig 6.22 (B) 12 link spurs of 3C8 @ 265 36 links . St (average) = 205 mm Sr = 265 mm (6.52) & (9.11) Asw/Sr req = 0.968 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.

2

mm /m

0.4713 3953

1340 in B + 6d ρx = 0.367 1340 in A + 6d ρy = 0.388 100ρL % = 0.378 N/mm2 2

N/mm

Equation (6.47)

0.499437 (≈ See Fig 6.22B) Equation (6.54)

LINK CONFIGURATIONS

8 SPURS

A St 

2

 B2



 a A  B   2a  A  2a 

4

12 SPURS 2

 St  1   A  B  4a   2 



 A  B  4a 2  4 A 

2

   B2  a A  B   2a 2   4  

Charting Data

1.4142

INTERNAL Column E-W N-S NW+NE SW+SE NNW+NNE WNW+ENE SSW+SSE WSW+ESE EW B1 EW B2 EW B3 EW B4 EW B5 EW B6 NS B1 NS B2 NS B3 NS B4 NS B5 NS B6 Hole Extra

Spur 1060 0 0 0 600 -1235.0 -175.0 300.0 300.0 300.0 300.0 -175.0 -1235.0 -175.0 -924.5 775.0 1524.5 -175.0 -924.5 -175.0 -924.5 25.8 -586.2 775.0 1693.0 -175.0 -1093.0 574.2 1186.2 25.8 -586.2 -175.0 -1093.0 -175.0 -1093.0 25.8 -586.2 -1235.0 -175.0 -70.0 -70.0 670.0 670.0 300.0 300.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -70.0 -70.0 670.0 670.0 300.0 300.0 -175.0 -1235.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 300 300 300 300 162.9 -143.1 -175.0 -1164.0 -20.7 -143.1 -768.4 -1164.0 -1164.0 -175.0 743.1 437.1 -1164.0 -768.4 743.1 620.7 -74.6 -839.6 674.6 1439.6 -533.6 -839.6 1133.6 1439.6

First at 175 600 600 600 0 775.0 300.0 300.0 775.0 775.0 775.0 775.0 -175.0 574.2 775.0 775.0 574.2 574.2 -175.0 775.0 25.8 775.0 -70.0 670.0 300.0 0.0 0.0 0.0 0.0 0.0 0.0 -70.0 670.0 300.0 775.0 0.0 0.0 0.0 0.0 0.0 0.0 300 300 300 300 437.1 775.0 620.7 1368.4 775.0 437.1 1368.4 620.7 674.6 674.6 1133.6 1133.6

0.5774 0.866 0 0 1835.0 300.0 300.0 1835.0 1524.5 1524.5 1524.5 -924.5 1186.2 1693.0 1693.0 1186.2 1186.2 -1093.0 1693.0 -586.2 1835.0 -70.0 670.0 300.0 0.0 0.0 0.0 0.0 0.0 0.0 -70.0 670.0 300.0 1835.0 0.0 0.0 0.0 0.0 0.0 0.0 300 300 743.1 1764.0 743.1 1764.0 1764.0 743.1 1764.0 743.1 1439.6 1439.6 1439.6 1439.6

-1235.0 300.0 300.0 -175.0 0.0 0.0 0.0 0.0 25.8 775.0 -175.0 574.2 25.8 -175.0 -175.0 25.8 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 0.0 0.0 0.0 0.0 300 300 437.1 -175.0 620.7 -768.4 -1164.0 -143.1 -1164.0 -143.1 -74.6 -74.6 -533.6 -533.6

-175.0 300.0 300.0 -1235.0 0.0 0.0 0.0 0.0 -586.2 1693.0 -1093.0 1186.2 -586.2 -1093.0 -1093.0 -586.2 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 0.0 0.0 0.0 0.0 300 300 743.1 -1164.0 743.1 -1164.0 -175.0 162.9 -768.4 -20.7 -839.6 -839.6 -839.6 -839.6

775.0 300.0 300.0 775.0 0.0 0.0 0.0 0.0 574.2 775.0 775.0 574.2 574.2 -175.0 775.0 25.8 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 0.0 0.0 0.0 0.0 300 300 162.9 775.0 -20.7 1368.4 775.0 162.9 1368.4 -20.7 674.6 -74.6 1133.6 -533.6

1835.0 300.0 300.0 1835.0 0.0 0.0 0.0 0.0 1186.2 1693.0 1693.0 1186.2 1186.2 -1093.0 1693.0 -586.2 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 0.0 0.0 0.0 0.0 300 300 -143.1 1764.0 -143.1 1764.0 1764.0 -143.1 1764.0 -143.1 1439.6 -839.6 1439.6 -839.6

1 1

370 3 Square it -1235.0 1835.0 -1235.0 1835.0 1835 1835

370 3

0.6

3070 3070

EDGE Column E-W1 E-W2 N-S SW+SE WSW+ESE SSW+SSE EW B1 EW B2 EW B3 EW B4 EW B5 EW B6 NS B1 & B2 NS B4 & B5 NS B6 & B3 Edge D Hole Extra

Spur 530 0 0 0 250 -705.0 -175.0 125.0 125.0 0.0 0.0 0.0 0.0 200.0 200.0 -175.0 -705.0 -100.0 -474.8 -175.0 -549.8 -175.0 -634.0 -91.5 -356.5 26.8 -238.2 -175.0 -634.0 -705.0 -175.0 -70.0 -70.0 210.0 210.0 95.0 95.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -70.0 -70.0 -175.0 -705.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -882.5 1282.5 300 300 125 125 -150 0 -669.5 -175.0 -115.8 16.7 0.0 0.0 0.0 0.0 -74.1 -436.1 -133.3 -495.2 0.0 0.0 0.0 0.0

First at 175 400 400 250 0 575.0 125.0 0.0 0.0

0 0 1105.0 125.0 0.0 0.0

500.0 -175.0 575.0 -91.5 373.2 -175.0 575.0 -70.0 210.0 95.0 0.0 0.0 0.0 0.0 0.0 0.0 470.0 -175.0 0.0 0.0 200.0 -175.0

874.8 -549.8 1034.0 -356.5 638.2 -634.0 1105.0 -70.0 210.0 95.0 0 0.0 0.0 0.0 0.0 0.0 470.0 -705.0 0.0 0.0 200.0 -705.0

275 -150 575.0 16.7 0.0 0.0 474.1 -133.3 0.0 0.0

125 -150 1069.5 -115.8 0.0 0.0 836.1 -495.2 0.0 0.0

275 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 -705.0 -70.0 210.0 95.0 0.0 0.0 0.0 0.0 0.0 0.0 -70.0 -175.0 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 0.0 -175.0 -70.0 210.0 95.0 0.0 0.0 0.0 0.0 0.0 0.0 -70.0 -705.0 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 0.0 0.0 0.0 575.0 -70.0 210.0 95.0 0.0 0.0 0.0 0.0 0.0 0.0 470.0 -175.0 0.0 0.0 200.0 -175.0

0.0 0.0 0.0 0.0 0.0 0.0 1105.0 -70.0 210.0 95.0 0.0 0.0 0.0 0.0 0.0 0.0 470.0 -705.0 0.0 0.0 200.0 -705.0

125 -150 113.4 -175.0 0.0 0.0

275 0 -19.1 -669.5 0.0 0.0

125 0 286.6 -175.0 0.0 0.0

275 -150 419.1 -669.5 0.0 0.0

1 1

165 3 Square it -882.5 1282.5 -705.0 300.0 1282.5 1460

270 3

0

2165 1005

CORNER Column E-W N-S SE ESE+SSE EW B1 & 2 EW B4 & B5 EW B6 & B3 NS B1 & B2 NS B4 & B5 NS B6 & B3 Edge Hole Extra

Spur 530 0 0 0 250 1105.0 575.0 125.0 125.0 200.0 200.0 -175.0 -705.0 507.5 882.3 -175.0 -549.8 575.0 1034.0 -75.7 -340.7 1105.0 575.0 -70.0 -70.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 40.0 -175.0 -705.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 -882.5 250 250 250 -150 0 1069.5 575.0 -107.8 24.7 0.0 0.0 0.0 0.0

First at 175 400 400 250 0 0.0 0.0 0.0 0.0

400 0

400.7 -175.0 1105.0 210.0 0.0 0.0 1105.0 70.0 470.0 -175.0 0.0 0.0 255.0 -175.0 0 250 400 -150 300.3 -175.0 0.0 0.0

0 0 0.0 0.0 0.0 0.0

665.7 -634.0 575.0 210.0 0.0 0.0 575.0 70.0 470.0 -705.0 0.0 0.0 255.0 -705.0 1282.5 250 250 -150 432.8 -669.5 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1105.0 -70.0 0.0 0.0 0.0 0.0 40.0 -175.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 575.0 -70.0 0.0 0.0 0.0 0.0 40.0 -705.0 0.0 0.0 0.0 0.0

250 -150 487.8 -125.3 0.0 0.0

400 0 849.8 -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 1105.0 210.0 0.0 0.0 1105.0 70.0 470.0 -175.0 0.0 0.0 255.0 -175.0

0.0 0.0 575.0 210.0 0.0 0.0 575.0 70.0 470.0 -705.0 0.0 0.0 255.0 -705.0

250 0

400 -150

1 1 Square it 0.0 1282.5 -882.5 250.0 1282.5 400 140 3

215 3

0

1282.5 1132.5

REENTRANT Column E-W1 N-S2&E-W2 N-S NE SW+SE NNE+ENE SSW+SSE WSW+ESE EW B1 EW B2 EW B3 EW B4 EW B5 EW B6 NS B1 NS B2 NS B3 NS B4 NS B5 NS B6 Edge Hole Extra

Spur 530 0 0 0 350 1105.0 575.0 175.0 175.0 0.0 0.0 0.0 0.0 200.0 200.0 -175.0 -705.0 550.8 925.6 525.0 899.8 550.8 925.6 -175.0 -549.8 412.7 677.7 525.0 984.0 -12.7 -277.7 -175.0 -634.0 -175.0 -634.0 -37.7 -302.7 1105.0 575.0 -70.0 -70.0 420.0 420.0 175.0 175.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 470.0 470.0 -70.0 -70.0 200.0 200.0 -175.0 -705.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100 100 350 1232.5 400 400 125 225 306.3 438.8 525.0 1019.5 0.0 0.0 0.0 0.0 493.8 855.8 -106.3 -468.3 0.0 0.0 0.0 0.0 -175.0 -669.5 68.7 -63.8 0.0 0.0 0.0 0.0

First at 175 400 400 350 0 -705.0 175.0 0.0 0.0 200.0 525.0

0 0 -175.0 175.0 0.0 0.0 200.0 1055.0

-150.8 -175.0 575.0 387.7 412.7 -175.0 575.0 -37.7 -705.0 -70.0 210.0 70.0 0.0 0.0 0.0 0.0 0.0 0.0 470.0 140.0 305.0 525.0 0.0 0.0 0.0 0.0 0.0 0.0 -882.5 250 500 125 493.8 456.3 0.0 0.0 306.3 -175.0 0.0 0.0

-525.6 -549.8 1034.0 652.7 677.7 -634.0 1034.0 -302.7 -175.0 -70.0 210.0 70.0 0.0 0.0 0.0 0.0 0.0 0.0 470.0 140.0 305.0 1055.0 0.0 0.0 0.0 0.0 0.0 0.0 0 250 400 125 855.8 818.3 0.0 0.0 438.8 -669.5 0.0 0.0

500 225

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 1105.0 -70.0 420.0 175.0 0.0 0.0 0.0 0.0 0.0 0.0 470.0 -70.0 200.0 -175.0 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 575.0 -70.0 420.0 175.0 0.0 0.0 0.0 0.0 0.0 0.0 470.0 -70.0 200.0 -705.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 200.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -705.0 -70.0 210.0 70.0 0.0 0.0 0.0 0.0 0.0 0.0 470.0 140.0 305.0 525.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 200.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -175.0 -70.0 210.0 70.0 0.0 0.0 0.0 0.0 0.0 0.0 470.0 140.0 305.0 1055.0 0.0 0.0 0.0 0.0 0.0 0.0

400 125 575.0 281.3 0.0 0.0 93.7 -175.0 0.0 0.0

500 225 1069.5 413.8 0.0 0.0 -38.8 -669.5 0.0 0.0

400 225 1069.5 -63.8 0.0 0.0 -93.8 -106.3 0.0 0.0

500 125 575.0 68.7 0.0 0.0 -455.8 -468.3 0.0 0.0

1 1

Square it -882.5 1105.0 -705.0 1232.5 1105 1282.5

165 3 N

165 3

0

270 3 S

1987.5 1937.5

245 3 E

140 3 W

PUNCHING SHEAR to BS EN 1992-1: 2004

National Annex values Originated from TCC13.xls v4.0 on CD

EC2 Ref

© 2003-14 TCC

Function γc

Value 1.5

concrete

1.5

1.5

Table 2.2

γs

1.15

steel

1.15

1.15

3.1.6 (1)P

αcc

1.00

strength factor (shear)

6.4.4(1)

CRd,c

0.18

Table 2.2

CODE

-=-

vmin

0.035

punching shear basic stress 3/2 1/2 x k fck

3.1.2(2)

Cmax shear

50

Limit to f ck for shear strength

6.4.5 (3)

VEd/VRdc

2.0

maximum punching stress

√

UK

1

1

0.18

0.18

0.035

0.035

90

50

*

* May be greater on the basis of tests

Disclaimer All advice or information from MPA-The Concrete Centre is intended for those who will evaluate the significance and limitations of its contents and take responsibility for its use and application. No liability (including that for negligence) for any loss resulting from such advice or information is accepted by MPA-The Concrete Centre or its subcontractors, suppliers or advisors. Users should note that all MPA-The Concrete Centre software and publications are subject to revision from time to time and they should therefore ensure that they are in possession of the latest version. This spreadsheet should be used in compliance with the accompanying publication 'User Guide RC Spreadsheets: v4' available from The Concrete Centre www.concretecentre.com/rcdesign Tel +44 (0)1276 606800

Status of spreadsheet Public release version

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Revision history TCC13 Slab Punching

Date

Version

Action

Size (kB)

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 v3.5

Correction 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 β6

Redundant 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