SOLID SLABSv 3.5 on CD © 2003-2005 TCC

INPUT Location 1st Floor, Span H-J

M kNm/m 15.12 fck N/mm² 32 γc = 1.50

δ 1.00 fyk N/mm² 500 γs = 1.15

span mm 5000 gk 7.50

h mm 250 qk 2.50

Bar Ø mm 8 Steel class A

mm 35 to this steel Usage Office

mm 10 Section location END SPAN

brittle partitions? YES

OUTPUT 1st Floor, Span H-J .

d = 250 - 35 - 8/2 = 211.0 mm

3.1.7 (3) x = [211 - √(211² - 4000/0.85 x 15.12 x 1.5/32)]/0.8 = 5.0 mm

5.5 (4) (x/d) limit = 0.600 x/d actual = 0.024 < 0.600 ok

Fig 3.5 z = 211 - 0.4 x 5.0 = 209.0 > 0.95d = 200. .

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

9.2.1.1 (1) As min = 1.57 x 211 = 208 mm²/m

As def = 173 mm²/m

Provide H8 @ 225 = 223 mm²/m

Table A1.1 EN199 0.3 (Office)QP udl = 7.5 + 0.3 x 2.5 = 8.25 kN/m², n = 7.5 x 1.35 + 2.5 x 1.5 = 13.88QP M = 15.12 x 8.25/13.88 = 8.99 k 201.7 N/mm²

7.4.2 (2) Modification factor = 310/201.7 = 1.500(max)Table 7.4 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)

Originated from TCC11.xls,

kN/m2

kN/m2

cover, Cnom

Δcdev

ψ2 =

ss =

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

RECTANGULAR BEAMS Originated from TCC11.xls, v 3.5 on CD © 2003-2005 TCC

INPUT Location 1st Floor, Span 1 Beam type END SPAN

M kNm 370.0 fck 32 N/mm² γc = 1.50δ 0.85 fyk 500 N/mm² γs = 1.15

span mm 8000 teel class A 10h mm 500 REBAR Ø COVER to main bars

b mm 300 Tension 32 42gk kN/m 25.80 Comp'n 20 35qk kN/m 20.00 Side -- 42

0.6 Shoppingbrittle partitions? YES

OUTPUT 1st Floor, Span.

Effective depth, d = 500 - 42 - 32/2 = 442.0 mmNeutral 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 mmLever arm, z = 442 - 0.4 x 198.9 = 362.4 mm

d2 = 35 + 20/2 = 45 mmGross fsc = 434.8 N/mm² from strain diagramNet fsc = 434.8 - 0.85 x 32 /1.5 = 416.6 N/mm²Excess M = 370 - 313.7 = 56.3 kNm

Compession steel, As2 = 56.3E6 /416.6 /(442 - 45) = 340 mm²PROVIDE 2H20 COMPRESSION STEEL = 628 mm²

Steel stress, fyd = 434.8 N/mm² from strain diagram r = 280 N/mm²Tension 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 mm²7.3.2 (1) As crack = 400 x 0.86 x 3.024 x 68.1/500 = 142 mm.

7.4.2 As def = 2350 mm²PROVIDE 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 .

Δcdev

ψ2 =

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

SIMPLE TEE & L BEAMS Originated from TCC11.xls, v 3.5 on CD © 2003-2005 TCC

INPUT Location 1st Floor, Span 3 to 4

M kNm 271.2 Beam type SUPPORT

δ 1.00 fck 32 N/mm² γc = 1.50span mm 7500 fyk 500 N/mm² γs = 1.15

h mm 425 el class A 10bw mm 325 REBAR Ø COVER

bf mm 775 Tension 16 40hf mm 125 Comp'n 12 40gk kN/m 32.40 Side -- 40qk kN/m 25.00 ψ2 = 0.6 Shopping

brittle partitions? YES OUTPUT 1st Floor, Span 3 to 4

Effective depth, d = 425 - 40 - 16/2 = 377 mmNeutral 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 okLever arm, z = 377 - 0.4 x 69.0 = 349.4 mm

Tension steel, As = 271.2E6 /349.4 /434.8 = 1785 mm²9.1.1.1 (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

.

.

. .

Δcdev

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

Originated from TCC11.xls, v 3.5 on CD © 2003-2005 TCC

INPUT Location 1st Floor, Span 2 at 2E

fck N/mm² 30 γc = 1.50 d bw

fywk N/mm² 500 γs = 1.15 440 300

Main Steel Link Ø Legs Side cover n

Ø 25 10 2 30 258.0 64.8

No 2 mm No mm kN/m

OUTPUT 1st Floor, Span 2 at 2E

6.2.2 (1) 982 mm² = 0.744% 20.0 N/mm²

equation (6.6) 0.6(1 - 30/250) = 0.528 . 2.50

equation (6.9) 1 x 300 x 396.0 x 0.528 x 20.0 /2.90 /1000 = 432.6 ok

6.2.1 (8) 258 - 64.8 x 0.44 = 229.5 kN

6.2.2 (1) k = 1 + √(200 /440) = 1.674 .

equation (6.2) 0.12 x 1.674 cube root(0.744 x 30) = 74.7 kN .

9.2.2 (5) 0.08 x 300 /500 x √30 = 0.263 mm

equation (6.9) 0.5 x 300 /500 x 1.15 x 0.528 x 20.0 = 3.643 mm ok

equation (6.7) 229.5E3 /(396.0 x 434.8 x 2.50) = 0.533 > 0.263

9.2.2 (6) 330 mm 330 mm 9.2.2 (8) ok

PROVIDE 2 legs T10 @ 275

Provide for distance of 825 mm from support face

then nominal links = 2 legs T10 @ 325

BEAM SHEAR

VEd

kN at face

AsL = fcd =

n = cotθ =

VRd,max =

VEd @ d =

VRd,c =

Asw/s (min)=

Asw/s (max)=

Asw/s =

smax,L = smax,T =

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

COLUMN DESIG Originated from TCC11.xls, v 3.5 on CD © 2003-2005 TCC

INPUT Location Column 2E 35 N/mm²

2507 kN 500 N/mm²

27.0 kNm Main bar Ø 20 mm

height, h 300 mm Link Ø 8 mm

breadth, b 325 mm 1.50 concrete

25 mm 1.15 steel

CALCULATIONS

43 mm 19.8 N/mm²

d = 257 mm 434.8 N/mm²

from iteration, neutral axis depth, x = 374.7 mm dc = 299.7 mm

1932.1 kN

Steel comp strain = 0.00258Steel tens strain = -0.00092

434.8 N/mm² (Comp. stress in reinf 415 net

-183.3 N/mm² (Tensile stress in rein -163 netfrom M, As = 994 mm² rom N, As = 994 mm²

OUTPUT OK

Column 2E

Requires 994mm² T&B:- PROVIDE 12T20(ie 4T20 T&B - 1257mm² T&B - 3.87% o/a, @80 c/c.)

Links : - PROVIDE T8 @ 300see clause 9.5.2 (4)

19.8 N/mm²

Notes

Compression +ve

SYMMETRICAL RECTANGULAR COLUMN DESIGNMOMENTS ABOUT X AXIS ONLY

fck

Axial load, NEd fyk

Moment, MEd

γc =

cover (to link) γs =

from MED As = [M - ahfck.b.dc(h/2 - dc/2)] / [(h/2-d2).(ssc+sst).gc]

from NEd As = (N - ahfck.b.dc) / [(ssc - sst).gc] Asc = Ast = As dc = min(h, lx)

d2 = ahfck /gc =

fyk /gs =

ahfcu.b.dc/gc =

ssc =

sst =

Stresses in N/mm2

- - - Neutral axis

2

Stress diagram5

7

9

12

Strain diagram

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

Indirect Supports Originated from TCC11.xls, v 3.5 on CD © 2003-2005 TCC

INPUT Location 1st Floor, Beam 7D-E

500 N/mm² 1.15

300 mm

450 mm

225 mm Link Ø = 10

300 mm

127.0 kN from secondary

OUTPUT 1st Floor, Beam 7D-Ea = Min(300/2 + 300/3, 300/2) = 150 mmd = Min(450/3 + 225/2, 450/2) = 225 mm

500 /1.15 = 434.78 N/mm²

1000 x 127 /434.78 = 292 mm²

PROVIDE 4 additional T10 legs within 2 (and within d,if needed)314 mm²

fywk γs =

h1

h2

bw1

bw2

VEd

fyd =

Extra Asw =

Asw,prov =

a 150

d 225

fyd 434.78

Asw 292.1

No 4Asw,prov

(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.

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

NATIONAL ANNEX VALUES Originated from TCC11.xls,

EC2 Ref Function Value TABLE A1.1 EN199

EN 1990 1.35 dead load factor A 0.7 0.5 0.3

EN 1990 1.5 imposed load factor B 0.7 0.5 0.3

Table 2.2 1.5 concrete C 0.7 0.7 0.6

Table 2.2 1.15 steel D 0.7 0.7 0.6

3.1.6 (1)P 0.85 strength factor - flexure E 1 0.9 0.8

3.1.6 (1)P 1.00 strength factor - shear F 0.7 0.7 0.6

5.5(4) 0.4 redistribution factor G 0.7 0.5 0.3

- = - 1 H 0 0 0

- = - 0.6 - = - J 0.6 0.5 0

- = - 0.0014 - = -

- = - 0.4 redistribution factor TABLE 7.1N

- = - 1 X0, XC1 0.4

- = - 0.6 - = - XC2 to XC4 0.4

- = - 0.0014 - = - XD1 to XS3 0.3

- = - 0.7 redistribution factor TABLE 7.4N

- = - 0.8 redistribution factor 0 0

6.2.2 (1) 0.18 basic shear stress 1 1

- = - 0.035 2 1.3

6.2.3(2) 1 2.5 3 1.5

6.2.3(3) 1 4 1.2

8.2(2) 1 min bar spacing 5 0.4

- = - 5 - = - Max 310/σs 1.5

9.2.1.1 (1) Equn (9.1) 0.26 min steel

- = - Equn (9.1) 0.0013 - = -

9.2.1.1(3) 4% max steel

9.2.2(5) 0.08

9.2.2(6) 0.75 x d

9.2.2 (8) 600 max trans link spacing

9.3.1.1 (3) 400 250

- = - - = - 3 2

9.5.2 (1) 12 min column bar dia

9.5.2 (2) 0.2% min column steel 0.1

9.5.2(3) 4.0% max column steel

9.5.3(3) 20 400

ψ0 ψ1 ψ2

γG

γQ

γc

γs

αcc

αcc

k1

k2 a a(b+c/ecu2)

k2 b

k2 c

k3

k4 a a(b+c/ecu2)

k4 b

k4 c

k5

k6

CRd,c

vmin x k3/2fck1/2

cotθmin/max ¬max/min strut angle®αcw for VRdmax

k1

k2

As/Ac max

ρw,min x fck1/2/fyk

St,max

St,max

Smax,slabs, MAIN UD max slab spacing PL

UD or x h PL

Ømin

As,min

As,max

Sd,max f, b, h, or x NEd/fyd

Disclaimer

Status of spreadsheet

First public release

Date Version

19-Sep-08 TCC11 v3.5

8-Sep-08 TCC11 v3.4

27-Aug-07 TCC11 v3.3

21-Nov-06 TCC11 v3.24-Oct-06 TCC11 v3.128-Jun-06 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 v1.015-Dec-03 RCCen11 b 15

25-Mar-03 RCCen11 b 14

21-Dec-01 RCCen11 b 1320-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

All advice or information from the British Cement Association and/or 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 the BCA, TCC or their subcontractors, suppliers or advisors. Users should note that all TCC software and publications are subject to revision 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 Spreadsheets: v3' available from The Concrete Bookshop, www.concretebookshop.com, Tel +44 (0)700 4 607777 or +44 (0)1276 607140

Revision history TCC11 Element Design

3-Apr-01 RCCen11 b 67-Mar-01 RCCen11 b 52-Mar-01 RCCen11 b 4

4-Apr-00 RCCen11 b 3

28-Mar-00 RCCen11 b 2

22-Mar-00 RCCen11 b 1

Action

788

Correction to x limit at TEE~BEAM M8. 787

766

Improvement to L/d calculation. 761Corrections to text in SLAB!C25, COLUMN!K7 and COLUMN! K11 760

v3 release. Page nos, User Guide and registration details amended. 760

773

Placement setting of controls set to 1. 778

778

RE-BADGED 768Page added for indirect supports. 479

305

Expression for Asw/S (max) corrected on SHEAR. 311R Moss comments incorporated. 310

311

312

239

Correction to strain calculation in COLUMN 241

239

All advice or information from the British Cement Association and/or 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 the BCA, TCC or their subcontractors, suppliers or advisors. Users should note that all TCC software and publications are subject to revision 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 Spreadsheets: v3' available from The 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.

Revision history TCC11 Element Design

Size (kB)

Covers clarified as Cnom. Improvement to calculation of bt for flanges in tension.

Correction to ψ2 for vehicular useage.

Differentiation made between αcc for flexure (=0.85) and αcc for shear (=1.00).

Brittle partitions switches highlighted. Use of ψ2 clarified. Concrete gades 28 and 32 added.

National Annex sheet added and referenced. Updated to November draft.

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 cover warnings & use of d in 310/ss. Also SHEAR:M6 and M15 corrected.

Full SLS moment used for L/d checks 239SHEAR:D15 & M5 corrected 239

Updated to EC2 second draft. 240

242

238

Updated to EN by RMW - for comment 241

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)

Size (kB)