TCC11 Element Design.xls of Slab and Beam

Section design to Eurocode 2 (BS EN 1992-1)

SOLID SLABS Originated from TCC11.xls, v 3.5 on CD

INPUT

© 2003-2005 TCC

Location 1st Floor, Span H-J

M kNm/m

15.12

fck N/mm² 32

γc = 1.50

δ

1.00 5000

fyk N/mm² 500

γs = 1.15

span

mm

h

mm

Bar Ø

mm

250 8

cover, Cnom

mm

35

Δcdev

mm

10

gk qk

kN/m2

7.50

2.50 Steel class A kN/m2

to this steel

Usage Office

Section location END SPAN brittle partitions? YES

OUTPUT 3.1.7 (3)

1st Floor, Span H-J

.

d = 250 - 35 - 8/2 = 211.0 mm x = [211 - √(211² - 4000/0.85 x 15.12 x 1.5/32)]/0.8 = 5.0 mm

Fig 3.5

(x/d) limit = 0.600 x/d actual = 0.024 < 0.600 ok z = 211 - 0.4 x 5.0 = 209.0 > 0.95d = 200.5. mm

9.2.1.1 (1)

As = 15.12E6/500/200.5 x 1.15 = 173 < As min = 208 mm²/m As min = 1.57 x 211 = 208 mm²/m

5.5 (4)

As def = 173 mm²/m Provide H8 @ 225 = 223 mm²/m ψ2 = 0.3 (Office) Table A1.1 EN1990

7.4.2 (2) Table 7.4

QP udl = 7.5 + 0.3 x 2.5 = 8.25 kN/m², n = 7.5 x 1.35 + 2.5 x 1.5 = 13.88 QP M = 15.12 x 8.25/13.88 = 8.99 kNmσs = 201.7 N/mm² Modification factor = 310/201.7 = 1.500(max) Permissible L/d = 1.500 x 425.72 = 638.58 Actual L/d = 5000/211 = 23.70 ok .

Section design to Eurocode 2 (BS EN 1992-1)

RECTANGULAR BEAMS Originated from TCC11.xls, v 3.5 on CD

INPUT

© 2003-2005 TCC

Location 1st Floor, Span 1

Beam type END SPAN

370.0 fck 32 N/mm² 0.85 fyk 500 N/mm² A mm 8000 Steel class mm 500 REBAR Ø COVER Tension 32 42 mm 300 Comp'n 20 35 kN/m 25.80 Side -42 kN/m 20.00 ψ2 = 0.6 Shoppingbrittle partitions? YES

M δ span h b gk qk

kNm

γc = 1.50 γs = 1.15 Δcdev 10 to main bars

OUTPUT 1st Floor, Span 1 . Effective depth, d = 500 - 42 - 32/2 = 442.0 mm Neutral axis, x = [442-√(442² -2E6x370x1.5/0.85/300/32)]/0.8 = 248.0 mm (x/d) limit = 0.450 x/d actual = 0.561 > 0.450, x = 198.9 mm Lever arm, z = 442 - 0.4 x 198.9 = 362.4 mm d2 = 35 + 20/2 = 45 mm Gross fsc = 434.8 N/mm² from strain diagram Net fsc = 434.8 - 0.85 x 32 /1.5 = 416.6 N/mm² Excess M = 370 - 313.7 = 56.3 kNm Compession steel, As2 = 56.3E6 /416.6 /(442 - 45) = 340 mm² PROVIDE 2H20 COMPRESSION STEEL = 628 mm² Steel stress, fyd = 434.8 N/mm² from strain diagram r = 280 N/mm² Tension steel, As = 313.7E6/362.4/434.8 + 340.2 x 416.6/434.8 = 2317 mm² 9.2.1.1 (1) As min = 1.3 x 300 x 500 = 208 mm² . 7.3.2 (1) As crack = 400 x 0.86 x 3.024 x 68.1/500 = 142 mm² 7.4.2 As def = 2350 mm² PROVIDE 3H32 TENSION STEEL = 2413 mm² DEFLECTION QP M =370 x 37.8 /64.8 = 253.8 kNm σs = 280 N/mm² 7.4.2 (2) Modification factor = 310 /280.0 = 1.107 Permissible L/d = 1.107 x 0.875 x 18.899 = 18.30 Actual L/d = 8000 /442 = 18.10 ok .

Section design to Eurocode 2 (BS EN 1992-1)

SIMPLE TEE & L BEAMS Originated from TCC11.xls, v 3.5 on CD

INPUT

© 2003-2005 TCC

Location 1st Floor, Span 3 to 4

M δ span h bw bf hf gk qk

kNm

Beam type SUPPORT

271.2

1.00 mm 7500 mm 425 mm 325 mm 775 mm 125 kN/m 32.40 kN/m 25.00

fck fyk Steel class

32 500 A

REBAR

Ø

Tension Comp'n Side

16 12 -0.6

ψ2 =

γc = 1.50 γs = 1.15 Δcdev 10

N/mm² N/mm² COVER

40 40 40 Shopping

brittle partitions? YES 1st Floor, Span 3 to 4 OUTPUT Effective depth, d = 425 - 40 - 16/2 = 377 mm Neutral axis, x = [377-√(377² -2E6x271.2x1.5/0.85/325/32)]/0.8 = 69.0 mm (x/d) limit = 0.600x/d actual = 0.183 ok Lever arm, z = 377 - 0.4 x 69.0 = 349.4 mm Tension steel, As = 271.2E6 /349.4 /434.8 = 1785 mm² 9.1.1.1 (1) As min = 1.3 x 483.0 x 377 = 286 mm² 7.3.2 (1) As crack = 661.1 x 0.67 x 3.024 x 107.8 /500 = 288 mm² . PROVIDE 9H16 TENSION STEEL = 1810 mm² . . σs = 274 N/mm² 7.4.2 (2) . . . . . . . σs = 274 N/mm² . . .

.

Section design to Eurocode 2 (BS EN 1992-1)

BEAM SHEAR Originated from TCC11.xls, v 3.5 on CD

INPUT

Location

fck

N/mm²

fywk

N/mm²

Main Steel

Ø 25 No 2

© 2003-2005 TCC

1st Floor, Span 2 at 2E

30 500

γc = 1.50

d

bw

γs = 1.15

440

300

Link Ø

Legs

Side cover

VEd

n

10

2

30

258.0

64.8

mm

No

mm

kN at face

kN/m

OUTPUT

1st Floor, Span 2 at 2E AsL = 982 mm² = 0.744% fcd = 20.0 N/mm² 6.2.2 (1) ν = 0.6(1 - 30/250) = 0.528 . cotθ = 2.50 equation (6.6) VRd,max = 1 x 300 x 396.0 x 0.528 x 20.0 /2.90 /1000 = 432.6 kNok equation (6.9) 6.2.1 (8) VEd @ d = 258 - 64.8 x 0.44 = 229.5 kN k = 1 + √(200 /440) = 1.674 . VRd,c = 0.12 x 1.674 cube root(0.744 x 30) = 74.7 kN equation (6.2) 9.2.2 (5) Asw/s (min)= 0.08 x 300 /500 x √30 = 0.263 mm equation (6.9)Asw/s (max)= 0.5 x 300 /500 x 1.15 x 0.528 x 20.0 = 3.643 mm Asw/s = 229.5E3 /(396.0 x 434.8 x 2.50) = 0.533 > 0.263 equation (6.7) smax,L = 330 mm smax,T = 330 mm 9.2.2 (8) 9.2.2 (6) 6.2.2 (1)

PROVIDE 2 legs T10 @ 275 Provide for distance of 825 mm from support face then nominal links = 2 legs T10 @ 325

.

ok ok

Section design to Eurocode 2 (BS EN 1992-1) SYMMETRICAL RECTANGULAR COLUMN DESIGN MOMENTS ABOUT X AXIS ONLY

COLUMN DESIGN Originated from TCC11.xls, v 3.5 on CD

© 2003-2005 TCC

INPUT

Location Column 2E

from NEd

N/mm²

fyk

500

N/mm²

2507

kN

Moment, MEd

27.0

kNm

height, h

300

mm

Link Ø

breadth, b

325

mm

γc =

1.50

concrete

25

mm

γs =

1.15

steel

Main bar Ø

20

mm

8

mm

As = [M - αηfck.b.dc(h/2 - dc/2)] / [(h/2-d2).(σsc+σst).γc] As = (N - αηfck.b.dc) / [(σsc - σst).γc] Asc = Ast = As dc = min(h, λx) d2 =

43 mm

d=

257 mm

from iteration, neutral axis depth, x = αηfcu.b.dc/γc =

374.7 mm

OUTPUT

35

Axial load, NEd

cover (to link)

CALCULATIONS from MED

fck

αηfck /γc =

19.8

N/mm²

fyk /γs = 434.8 N/mm² dc = 299.7 mm

1932.1 kN

Steel comp strain = 0.00258 Steel tens strain = -0.00092 σsc = 434.8 N/mm² (Comp. stress in reinf.) 415 net σst = -183.3 N/mm² (Tensile stress in reinf.)-163 net from M, As = 994 mm² from N, As = 994 mm² OK Column 2E Requires 994mm² T&B:-

PROVIDE 12T20 (ie 4T20 T&B - 1257mm² T&B - 3.87% o/a, @80 c/c.) PROVIDE T8 @ 300

Links : Strain diagram

5 12

9 7

see clause 9.5.2 (4) Stress diagram

19.8 N/mm² 2

Notes Stresses in N/mm2 Compression +ve - - - Neutral axis

Section design to Eurocode 2 (BS EN 1992-1)

Indirect Supports Originated from TCC11.xls, v 3.5 on CD

INPUT

Location

fywk h1 h2 bw1 bw2 VEd

OUTPUT

500 300 450 225 300 127.0

© 2003-2005 TCC

1st Floor, Beam 7D-E N/mm² γs = 1.15 mm mm mm

Link Ø = 10

mm kN from secondary

1st Floor, Beam 7D-E a = Min(300/2 + 300/3, 300/2) = 150 mm d = Min(450/3 + 225/2, 450/2) = 225 mm fyd = 500 /1.15 = 434.78 N/mm² Extra Asw = 1000 x 127 /434.78 = 292 mm² PROVIDE 4 additional T10 legs within 2a

Asw,prov = 314 mm²

(and within d,if needed)

OPERATING INSTRUCTIONS ENTER DATA IN BLUE CELLS ONLY. RED MESSAGES INDICATE ENTRY ERRORS. COPY OUTPUT SECTION & PASTE WHERE YOU WANT.

a 150 d 225 fyd 434.78 Asw 292.1 No 4 Asw,prov

(and within d,if needed)

Section design to Eurocode 2 (BS EN 1992-1)

NATIONAL ANNEX VALUES Originated from TCC11.xls,

Function γG

Value

EN 1990

EC2 Ref

1.35

TABLE A1.1 EN1990

ψ0

ψ1

ψ2

A

0.7

0.5

0.3

dead load factor

EN 1990

γQ

1.5

imposed load factor

B

0.7

0.5

0.3

Table 2.2

γc

1.5

concrete

C

0.7

0.7

0.6

Table 2.2

γs

1.15

steel

D

0.7

0.7

0.6

3.1.6 (1)P

αcc

0.85

strength factor - flexure

E

1

0.9

0.8

3.1.6 (1)P 5.5(4) -=-=-=-=-=-=-=-=-=6.2.2 (1)

αcc

1.00 0.4 1 0.6 0 0.4 1 0.6 0 0.7 0.8 0.18

strength factor - shear redistribution factor a(b+c/ecu2) -=-=redistribution factor a(b+c/ecu2) -=-=redistribution factor redistribution factor basic shear stress

F G H J

0.7 0.7 0 0.6

0.7 0.5 0 0.5

0.6 0.3 0 0

TABLE 7.1N X0, XC1 XC2 to XC4 XD1 to XS3

0.4 0.4 0.3

TABLE 7.4N 0 1

0 1

2 3

1.3 1.5

-=6.2.3(2) 6.2.3(3) 8.2(2) -=9.2.1.1 (1) -=-

k1 k2 a k2 b k2 c k3 k4 a k4 b k4 c k5 k6 CRd,c vmin cotθmin/max αcw

0.04 1

x k3/2fck1/2 ←max/min strut angle→2.5

1 1 5 0.26 0

min bar spacing -=min steel -=-

9.2.1.1(3)

4%

max steel

9.2.2(5)

ρw,min

0.08

x fck1/2/fyk xd

9.2.2(6)

St,max

0.75

9.2.2 (8)

St,max

600

9.3.1.1 (3) -=-

Smax,slabs, MAIN

400 3

9.5.2 (1)

-=Ømin

9.5.2 (2)

As,min

0.2%

9.5.2(3)

As,max

4.0%

9.5.3(3)

Sd,max

4 1.2 5 0.4 Max 310/σs

for VRdmax

k1 k2 Equn (9.1) Equn (9.1) As/Ac max

max trans link spacing UD max slab spacing PL 250 UD or x h PL 2

12

min column bar dia min column steel

0.1

max column steel φ, 20

b, h,

or 400 x NEd/fyd

1.5

Disclaimer

All advice or information from the British Cement Association and/or The Concrete Centre is intended f evaluate the significance and limitations of its contents and take responsibility for its use and applicat (including that for negligence) for any loss resulting from such advice or information is accepted by the B subcontractors, suppliers or advisors. Users should note that all TCC software and publications are su from time to time and 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 S available from The Concrete Bookshop, www.concretebookshop.com, Tel +44 (0)700 4 607777 or +44 (0)1

Status of spreadsheet First public release

Revision history TCC11 Element Design

Date

Version

19-Sep-08

TCC11 v3.5

8-Sep-08

TCC11 v3.4

27-Aug-07

TCC11 v3.3

21-Nov-06 4-Oct-06 28-Jun-06

TCC11 v3.2 TCC11 v3.1 TCC11 v3.0

11-Mar-06

TCC11 v1.3

13-Sep-05

TCC11 v1.2

17-Aug-05

TCC11 v1.1

2-May-05 TCC11 v1.0 15-Dec-03 RCCen11 b 15 25-Mar-03 RCCen11 b 14 21-Dec-01 RCCen11 b 13 20-Dec-01 RCCen11 b 12 14-Dec-01 RCCen11 b 11 12-Sep-01 RCCen11 b 10 18-Jun-01

RCCen11 b 9

12-Jun-01

RCCen11 b 8

3-May-01

RCCen11 b 7

3-Apr-01 7-Mar-01 2-Mar-01

RCCen11 b 6 RCCen11 b 5 RCCen11 b 4

4-Apr-00

RCCen11 b 3

28-Mar-00 RCCen11 b 2 22-Mar-00 RCCen11 b 1

mation from the British Cement Association and/or The Concrete Centre is intended for those who will ficance and limitations of its contents and take responsibility for its use and application. No liability negligence) for any loss resulting from such advice or information is accepted by the BCA, TCC or their ppliers or advisors. Users should note that all TCC software and publications are subject to revision and should therefore ensure that they are in possession of the latest version.

should be used in compliance with the accompanying publication 'User Guide RC Spreadsheets: v3' e Concrete Bookshop, www.concretebookshop.com, Tel +44 (0)700 4 607777 or +44 (0)1276 607140

This spreadsheet is shareware. It may be distributed freely, but may not be used for commercial purposes until the user has registered with the TCC via The Concrete Bookshop. TCC11 Element Design

Action Covers clarified as Cnom. Improvement to calculation of bt for flanges in tension. Correction to x limit at TEE~BEAM M8. Correction to ψ2 for vehicular useage. Improvement to L/d calculation. Corrections to text in SLAB!C25, COLUMN!K7 and COLUMN! K11 v3 release. Page nos, User Guide and registration details amended. Differentiation made between αcc for flexure (=0.85) and αcc for shear (=1.00). Placement setting of controls set to 1. Brittle partitions switches highlighted. Use of ψ2 clarified. Concrete gades 28 and 32 added. RE-BADGED Page added for indirect supports. National Annex sheet added and referenced. Updated to November draft. Expression for Asw/S (max) corrected on SHEAR. R Moss comments incorporated. Variable flange modification factor added in TEE~BEAM, and UPDATED to FINAL DRAFT. Min main bar spacing to be > bar f and coorection for possible negative square root in calculation of x. As' changed to As2, d' changed to d2, and net steel stresses used in COLUMNS Correction to strain calculation in COLUMN Correction to cover warnings & use of d in 310/ss. Also SHEAR:M6 and M15 corrected.

Size (kB) 788 787 766 761 760 760 773 778 778 768 479 305 311 310 311 312 239 241 239

Full SLS moment used for L/d checks SHEAR:D15 & M5 corrected Updated to EC2 second draft. Table 7.5 updated, deflection enhancement correction, gs omitted from SHEAR., and support tension steel distributed over flange width in TEE~BEAM. Correction to Tee Beam cracking formulae (tension/compression flanges mixed up) Updated to EN by RMW - for comment

239 239 240 242 238 241