SOLID SLABSv 3.5 on CD © 2003-2005 TCC

INPUT Location 1st Floor, Span H-JM kNm/m 15.12 fck N/mm² 32 γc = 1.50δ 1.00 fyk N/mm² 500 γs = 1.15

span mm 5000 gk 7.50h mm 250 qk 2.50

Bar Ø mm 8 Steel class Amm 35 to this steel Usage Officemm 10 Section location END SPAN

brittle partitions? YES OUTPUT 1st Floor, Span H-J .

d = 250 - 35 - 8/2 = 211.0 mm3.1.7 (3) x = [211 - √(211² - 4000/0.85 x 15.12 x 1.5/32)]/0.8 = 5.0 mm5.5 (4) (x/d) limit = 0.600 x/d actual = 0.024 < 0.600 okFig 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/m9.2.1.1 (1) As min = 1.57 x 211 = 208 mm²/m

As def = 173 mm²/mProvide 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 SPANM 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 barsb mm 300 Tension 32 42

gk 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 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 mmd2 = 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/mm²7.4.2 (2) Modification factor = 310 /280.0 = 1.107

Permissible L/d = 1.107 x 0.875 x 18.899 = 18.30Actual 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 4M kNm 271.2 Beam type SUPPORTδ 1.00 fck 32 N/mm² γc = 1.50

span mm 7500 fyk 500 N/mm² γs = 1.15h mm 425 el class A 10

bw mm 325 REBAR Ø COVERbf 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 Escalator prop slab Lv-3/-4fck N/mm² 32 γc = 1.50 d bw

fywk N/mm² 500 γs = 1.15 2000 600

Main Steel Link Ø Legs Side cover n Ø 40 16 4 50 5000.0 0

No 4 mm No mm kN/m

OUTPUT Escalator prop slab Lv-3/-46.2.2 (1) 5027 mm² = 0.419% 21.3 N/mm²

equation (6.6) 0.6(1 - 32/250) = 0.523 . 1.88equation (6.9) 1 x 600 x 1,800.0 x 0.523 x 21.3 /2.41 /1000 = 5,0 ok

6.2.1 (8) 5000 - 0 x 2 = 5,000.0 kN6.2.2 (1) k = 1 + √(200 /2000) = 1.316 .

equation (6.2) 0.12 x 1.316 cube root(0.419 x 32) = 450.2 kN .9.2.2 (5) 0.08 x 600 /500 x √32 = 0.543 mm

equation (6.9) 0.5 x 600 /500 x 1.15 x 0.523 x 21.3 = 7.702 mm okequation (6.7) 5,000.0E3 /(1,800.0 x 434.8 x 1.88) = 3.401 > 0.543

9.2.2 (6) 1,500 mm 600 mm 9.2.2 (8) okPROVIDE 4 legs T16 @ 225Throughout.

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/mm²2507 kN 500 N/mm²27.0 kNm Main bar Ø 20 mm

height, h 300 mm Link Ø 8 mmbreadth, b 325 mm 1.50 concrete

25 mm 1.15 steel CALCULATIONS

43 mm 19.8 N/mm²d = 257 mm 434.8 N/mm²

from iteration, neutral axis depth, x = 374.7 mm dc = 299.7 mm1932.1 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 net

from M, As = 994 mm² rom N, As = 994 mm² OUTPUT OK

Column 2ERequires 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

79

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-E500 N/mm² 1.15300 mm450 mm225 mm Link Ø = 10300 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/mm²1000 x 127 /434.78 = 292 mm²PROVIDE 4 additional T10 legs within 2 (and within d,if needed)314 mm²

fywk γs =h1

h2bw1

bw2

VEd

fyd =Extra Asw =

Asw,prov =

a 150d 225

fyd 434.78Asw 292.1No 4

Asw,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 EN199EN 1990 1.35 dead load factor A 0.7 0.5 0.3EN 1990 1.5 imposed load factor B 0.7 0.5 0.3Table 2.2 1.5 concrete C 0.7 0.7 0.6Table 2.2 1.15 steel D 0.7 0.7 0.63.1.6 (1)P 0.85 strength factor - flexure E 1 0.9 0.83.1.6 (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 1.56.2.3(3) 1 4 1.28.2(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 steel9.2.2(5) 0.089.2.2(6) 0.75 x d9.2.2 (8) 600 max trans link spacing

9.3.1.1 (3) 400 250- = - - = - 3 2

9.5.2 (1) 12 min column bar dia9.5.2 (2) 0.2% min column steel 0.19.5.2(3) 4.0% max column steel9.5.3(3) 20 400

ψ0 ψ1 ψ2

γG

γQ

γc

γs

αcc

αcc

k1

k2 a a(b+c/ecu2)k2 bk2 ck3

k4 a a(b+c/ecu2)k4 bk4 ck5

k6

CRd,c

vmin x k3/2fck1/2

cotθmin/max ¬max/min strut angle®

αcw for VRdmax

k1

k2

As/Ac maxρw,min x fck1/2/fyk

St,max

St,max

Smax,slabs, MAIN UD max slab spacing PLUD or x h PL

Ømin

As,min

As,max

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

Disclaimer

Status of spreadsheetFirst public release

Date Version19-Sep-08 TCC11 v3.5

8-Sep-08 TCC11 v3.427-Aug-07 TCC11 v3.321-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 1525-Mar-03 RCCen11 b 1421-Dec-01 RCCen11 b 1320-Dec-01 RCCen11 b 1214-Dec-01 RCCen11 b 11

12-Sep-01 RCCen11 b 10

18-Jun-01 RCCen11 b 912-Jun-01 RCCen11 b 83-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 222-Mar-00 RCCen11 b 1

Action788

Correction to x limit at TEE~BEAM M8. 787766

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

305Expression for Asw/S (max) corrected on SHEAR. 311

R Moss comments incorporated. 310311

312

239Correction 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 DesignSize (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

238Updated 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)