SOLID SLABSv β15 on CD © 2003 BCA for RCC

INPUT Location 1st Floor, Span H-JM kNm/m 18.86 N/mm² 35 1.50

d 0.92 N/mm² 500 1.15

span mm 5000 4.86 5

h mm 140 2.50Bar Ø mm 12cover mm 25 to this steel

Section location END SPAN

OUTPUT 1st Floor, Span H-J .

d = 140 - 25 - 12/2 = 109.0 mm

3.1.7 (3) x = [109 - √(109² - 4000/0.85 x 18.86 x 1.5/35)]/0.8 = 11.4 mm5.5 (4) (x/d) limit = 0.525 x/d actual = 0.104 < 0.525 ok

Fig 3.5 z = 109 - 0.4 x 11.4 = 104.4 > 0.95d = 103 .

As = 18.86E6/500/103.6 x 1.15 = 419 > As min = 182 mm²/m

9.2.1.1 (1) As min = 1.67 x 109 = 182 mm²/m

As def = 528 mm²/m

Provide T12 @ 200 = 565 mm²/m

Table A1.1 EN199 0.3 (Office)SLS M = 18.86 x 7.36/10.31 = 11.09 264.7 N/mm²

7.4.2 (2) Modification factor = 310/264.7 = 1.171Table 7.4 Permissible L/d = 1.171 x 41.81 = 48.96

Actual L/d = 5000/109 = 45.87 ok .

Section design to Eurocode 2 (EN 1992-1)

Originated from RCCen11.xls,

fck gc =

fyk gs =

gk kN/m2 Dc =

qk kN/m2

y2 =ss =

Section design to Eurocode 2 (EN 1992-1)

RECTANGULAR BEAMS Originated from RCCen11.xls, v β15 on CD © 2003 BCA for RCC

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

M kNm 370.0 fck 30 N/mm² 1.50d 0.85 fyk 500 N/mm² 1.15

span mm 8000 5h mm 500 REBAR Ø COVER to main bars

b mm 300 Tension 40 48gk kN/m 25.80 Comp'n 20 35qk kN/m 20.00 Side -- 48

0.6 Shopping

OUTPUT 1st Floor, Span 1 .

Effective depth, d = 500 - 48 - 40/2 = 432.0 mmNeutral axis, x = [432-√(432² -2E6x370x1.5/0.85/300/30)]/0.8 = 285.3 mm

(x/d) limit = 0.450x/d actual = 0.660 > 0.450, x = 194.4 mLever arm, z = 432 - 0.4 x 194.4 = 354.2 mm

d2 = 35 + 20/2 = 45 mmGross fsc = 434.8 N/mm² from strain diagramNet fsc = 434.8 - 0.85 x 30 /1.5 = 417.8 N/mm²Excess M = 370 - 281.0 = 89.0 kNm

Compession steel, As2 = 89.0E6 /417.8 /(432 - 45) = 551 mm²PROVIDE 2 T20 COMPRESSION STEEL = 628 mm²

Steel stress, fyd = 434.8 N/mm² from strain diagr r = 229 N/mm²Tension steel, As = 281.0E6/354.2/434.8 + 550.7 x 417.8/434.8 = 2353 mm²

9.2.1.1 (1) As min = 1.3 x 300 x 500 = 195 mm²7.3.2 (1) As crack = 400 x 0.86 x 2.896 x 68.4/500 = 136 .

7.4.2 As def = 3010 mm²PROVIDE 3 T40 TENSION STEEL = 3770 mm²

DEFLECTION SLS M =370 x 45.8 /64.8 = 307.5 kNm s = 229 N/mm²7.4.2 (2) Modification factor = 310 /228.7 = 1.356

Permissible L/d = 1.356 x 0.875 x 19.028 = 22.57Actual L/d = 8000 /432 = 18.52 ok .

gcgs

Dc

y2 =

Section design to Eurocode 2 (EN 1992-1)

SIMPLE TEE & L BEAMS Originated from RCCen11.xls, v β15 on CD © 2003 BCA for RCC

INPUT Location 1st Floor, Span 3 to 4

M kNm 275.0 Beam type END SPAN

d 1.00 fck 30 N/mm² 1.50span mm 9000 fyk 500 N/mm² 1.15

h mm 500 5mm 300 REBAR Ø COVER

mm 840 Tension 25 35mm 150 Comp'n 12 35

gk kN/m 25.80 Side -- 35qk kN/m 20.00 0.6 Shopping

OUTPUT 1st Floor, Span 3 to 4Effective depth, d = 500 - 35 - 25/2 = 452.5 mm

Neutral axis, x = [452.5-√(452.5² -2E6x275x1.5/0.85/300/30)]/0.8 = 56.0 mm(x/d) limit = 0.414x/d actual = 0.124 ok

Lever arm, z = 452.5 - 0.4 x 56.0 = 430.1 > 0.95d = 429.9 mmTension steel, As = 275.0E6 /429.9 /434.8 = 1471 mm²

9.1.1.1 (1) As min = 1.3 x 300 x 452.5 = 204 mm²7.3.2 (1) As crack = 400.0 x 0.86 x 2.896 x 87.6 /500 = 174 mm²

for deflection, As def = 2318 mm²PROVIDE 5 T25 TENSION STEEL = 2454 mm².

Service stress, SLS M =275 x 45.8 /64.83 = 194.3 kN s = 198 N/mm²7.4.2 (2) Modification factor = 310 /197.8 = 1.568

Permissible L/d = 1.568 x 0.638 x 21.005 = 21.00Actual L/d = 9000 /452.5 = 19.89 ok .... r = 194 N/mm².

.

. .

gcgs

Dc

bw

bf

hf

y2 =

Section design to Eurocode 2 (EN 1992-1)

Originated from RCCen11.xls, v β15 on CD © 2003 BCA for RCC

INPUT Location 1st Floor, Span 2 at 2EN/mm² 30 1.50 d

fywk N/mm² 500 1.15 440 300

Main Steel Link Ø Legs Side cover n

Ø 25 10 2 30 258.0 64.8No 2 mm No mm kN/m

OUTPUT 1st Floor, Span 2 at 2E

6.2.2 (1) 982 mm² = 0.744% 17.0 N/mm²equation (6.6) 0.6(1 - 30/250) = 0.528 . 2.50

equation (6.9) 1 x 300 x 396.0 x 0.528 x 17.0 /2.90 /1000 = 367.7 ok

6.2.1 (8) 258 - 64.8 x 0.44 = 229.5 kN6.2.2 (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 mmequation (6.9) 0.5 x 300 /500 x 1.15 x 0.528 x 17.0 = 3.097 mm okequation (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 @ 275Provide for distance of 825 mm from support facethen nominal links = 2 legs T10 @ 325

BEAM SHEAR

fck gc bw

gs

VEd

kN at face

AsL = fcd =n = cotq =

VRd,max =

VEd @ d =

VRd,c =Asw/s (min)=Asw/s (max)=

Asw/s =

smax,L = smax,T =

Section design to Eurocode 2 (EN 1992-1)

COLUMN DESIG

Originated from RCCen11.xls, v β15 on CD © 2003 BCA for RCC

INPUT Location Column 2E 35 N/mm²

Axial load, N 2507 kN 500 N/mm²

Moment, M 27.0 kNm Max bar Ø 20 mm

height, h 300 mm Link Ø 8 mm

breadth, b 325 mm 1.50 concrete

cover (to link) 25 mm 1.15 steel

CALCULATIONSfrom M

from N

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 2ERequires 994mm² T&B:- PROVIDE 12T20

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

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

19.8 N/mm²

Notes

Compression +ve

SYMMETRICAL RECTANGULAR COLUMN DESIGNMOMENTS ABOUT X AXIS ONLY

fck

fyk

gc

gs

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

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 (EN 1992-1)

Indirect Supports Originated from RCCen11.xls, v β15 on CD © 2003 BCA for RCC

INPUT Location 1st Floor, Beam 7D-Efywk 500 N/mm² 1.15

300 mm

450 mm

225 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 2a (and within d,if needed)314 mm²

gsh1

h2

bw1

bw2

VEd

fyd =Extra Asw =

Asw,prov =

OPERATING INSTRUCTIONS

COPY OUTPUT SECTION & PASTETO CALCS

a 150d 225

fyd 434.78Asw 292.1No 4

Asw,prov

(and within d,if needed)

ENTER DATA IN BLUE CELLS ONLY

Section design to Eurocode 2 (EN 1992-1)

NATIONAL ANNEX VALUES Originated from RCCen11.xls,

EC2 Ref Function Value TABLE A1.1 EN199 y0 y1 y2EN 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 E 1 0.9 0.85.5(4) 0.4 redistribution factor F 0.7 0.7 0.6- = - 1 G 0.7 0.5 0.3- = - 0.6 - = - H 0 0 0- = - 0.0014 - = - J 0.6 0.5 0- = - 0.4 redistribution factor- = - 1 TABLE 7.1N- = - 0.6 - = - X0, XC1 0.4- = - 0.0014 - = - XC2 to XC4 0.4- = - 0.7 redistribution factor XD1 to XS3 0.3- = - 0.8 redistribution factor TABLE 7.4N

6.2.2 (1) 0.18 basic shear stress 0 0

- = - 0.035 1 16.2.3(2) 1 2.5 2 1.36.2.3(3) 1 3 1.58.2(2) 1 min bar spacing 4 1.2- = - 5 - = - 5 0.4

9.2.1.1 (1) Equn (9.1) 0.26 min steel- = - Equn (9.1) 0.0013 - = -

9.2.1.1(3) As/Ac max 4% max steel

9.2.2(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

g G

g Q

g c

g s

acc

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

cotqmin/max ¬max/min strut angle®acw for VRdmax

k1

k2

rw,min x fck1/2/fyk

St,max

St,max

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

fmin

As,min

As,max

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

Disclaimer

Status of spreadsheet

Beta version.

Date Version Action15-Dec-03 Page added for indirect supports.

25-Mar-03

21-Dec-01 Expression for Asw/S (max) corrected on SHEAR.

20-Dec-01 R Moss comments incorporated.

14-Dec-01

12-Sep-01

18-Jun-01

12-Jun-01 Correction to strain calculation in COLUMN

3-May-01

3-Apr-01 Full SLS moment used for L/d checks

7-Mar-01 SHEAR:D15 & M5 corrected

2-Mar-01 Updated to EC2 second draft.

4-Apr-00

28-Mar-00

22-Mar-00 Updated to EN by RMW - for comment

All advice or information from the British Cement Association and/or Reinforced Concrete Council 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, RCC or their subcontractors, suppliers or advisors. Users should note that all BCA 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 'Spreadsheets for concrete design to BS 8110 and EC2' available from British Cement Association, Telford Avenue, Crowthorne, Berkshire RG45 6YS.

This spreadsheet is shareware. It may be distributed freely, but may not be used for commercial purposes until the user has registered

with the RCC.

Revision history RCCen11 Element Design

RCCen11 b 15

RCCen11 b 14National Annex sheet added and referenced. Updated

to November draft.

RCCen11 b 13

RCCen11 b 12

RCCen11 b 11Variable flange modification factor added in TEE~BEAM, and UPDATED to FINAL DRAFT.

RCCen11 b 10Min main bar spacing to be > bar f and coorection for

possible negative square root in calculation of x.

RCCen11 b 9As' changed to As2, d' changed to d2, and net steel

stresses used in COLUMNS

RCCen11 b 8

RCCen11 b 7Correction to cover warnings & use of d in 310/ss. Also SHEAR:M6 and M15 corrected.

RCCen11 b 6RCCen11 b 5RCCen11 b 4

RCCen11 b 3Table 7.5 updated, deflection enhancement correction,

gs omitted from SHEAR., and support tension steel distributed over flange width in TEE~BEAM.

RCCen11 b 2Correction to Tee Beam cracking formulae (tension/compression flanges mixed up)

RCCen11 b 1

479

305

311

310

311

312

239

241

239

239

239

240

242

238

241

All advice or information from the British Cement Association and/or Reinforced Concrete Council 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, RCC or their subcontractors, suppliers or advisors. Users should note that all BCA software and publications are subject to revision from time to time and should therefore ensure that

This spreadsheet should be used in compliance with the accompanying publication available from British Cement

This spreadsheet is shareware. It may be distributed freely, but may not be used for commercial purposes until the user has registered

Size (kB)