Section design to Eurocode 2 (DD ENV 1992-1-1 : 1992)

SOLID SLABS
Originated from RCCe11.xls on CD © 1999 BCA for RCC

INPUT Location 1st Floor, Span H-J

M kNm/m 20.2 fck N/mm² 30 gc = 1.50
d 1.00 fyk N/mm² 460 gs = 1.15
span mm 500 gk kN/m2 4.70
h mm 175 qk kN/m2 4.00
Bar Ø mm 12
cover mm 20 to this steel
Section location INTERIOR SPAN
OUTPUT 1st Floor, Span H-J .
d = 175 - 20 - 12/2 = 149.0 mm
Equn A9 x = [149 - (149² - 1600/0.68 x 20.2 x 1.5/30)½]/0.8 = 10.3 mm
Equn A8 (x/d) limit = 0.448 x/d actual = 0.069 < 0.448 ok
4.2.1.3.3(12) z = 149 - 0.4 x 10.3 = 144.9 mm .
As = 20.2E6/460/144.9 x 1.15 = 349 > As min = 224 mm²/m
5.4.2.1.1 As min = 1.5 x 149 = 224 mm²/m
4.4.2.2 As crack = 400 x 0.8 x 3 x 175/2 / 460 = 183 mm²/m
As def = 23 mm²/m
Provide T12 @ 300 = 377 mm²/m
Table 1 NAD y2 = 0.3 (Office/Store)
4.4.3.2(4) fs = 460 x 5.90/12.35 x 349/377/1.15 = 176.7 N/mm²
Modification factor = 250/176.7 = 1.4146
Table 7 NAD Permissible L/d = 1.4146 x 37.117 = 52.505
Actual L/d = 500/149 = 3.356 ok .
 Section design to Eurocode 2 (DD ENV 1992-1-1 : 1992)
RECTANGULAR BEAMS
Originated from RCCe11.xls on CD © 1999 BCA for RCC

INPUT Location 1st Floor, Span 2

Beam type SUPPORT
M kNm 268.0 fck 30 N/mm² gc 1.50
d 0.70 fyk 460 N/mm² gs 1.15
span mm 8000
h mm 500 REBAR Ø COVER
b mm 300 ension 25 35
gk kN/m 25.80 Comp'n 25 35
qk kN/m 20.00 Side -- 35
y2 = 0.3 Office/Store

OUTPUT 1st Floor, Span 2.

Effective depth, d = 500 - 35 - 25/2 = 452.5 mm
Neutral axis, x = [452.5-(452.5² -2E6x268x1.5/0.85/300/30)½]/0.8 = 171.0 mm
(x/d) limit = 0.208
x/d actual = 0.378 > 0.208, x = 94.1 mm
Lever arm, z = 452.5 - 0.4 x 94.1 = 414.9 mm
d' = 35 + 25/2 = 47.5 mm
Gross fsc = 346.7 N/mm² from strain diagram
Net fsc = 346.7 - 0.85 x 30 /1.5 = 329.7 N/mm²
Excess M = 268 - 159.3 = 108.7 kNm
Compession steel, As' = 108.7E6 /329.7 /(452.5 - 47.5) = 814 mm²
PROVIDE 2 T25 COMPRESSION STEEL = 982 mm²
Steel stress, fst = 400.0 N/mm² from strain diagram
Tension steel, As = 1.15E6 x 159.3/414.9/400.0 + 813.9 x 329.7/400.0 = 1631 mm²
5.4.2.1.1 As min = 1.5 x 300 x 500 = 204 mm²
4.4.2.2 As crack = 0.4 x 0.8 x 3 x 500/2 x 300/460 = 1 .
.
PROVIDE 4 T25 TENSION STEEL = 1963 mm²
.
.
.
. .
Section design to Eurocode 2 (DD ENV 1992-1-1 : 1992)
SIMPLE TEE & L BEAMS
Originated from RCCe11.xls on CD © 1999 BCA for RCC

INPUT Location 1st Floor, Span 3 to 4

M kNm 325.0 Beam type END SPAN

d 1.00 fck 30 N/mm² gc 1.50

span mm 8000 fyk 500 N/mm² gs 1.15
h mm 500
bw mm 300 REBAR Ø COVER
bf mm 1660 ension 25 35
hf mm 175 Comp'n 12 35
gk kN/m 25.80 Side -- 35
qk kN/m 20.00 y2 = 0.3 Office/Store

OUTPUT 1st Floor, Span 3 to 4

Effective depth, d = 500 - 35 - 25/2 = 452.5 mm
Neutral axis, x = [452.5-(452.5² -2E6x325x1.5/0.85/300/30)½]/0.8 = 32.8 mm
(x/d) limit = 0.448
x/d actual = 0.072 ok
Lever arm, z = 452.5 - 0.4 x 32.8 = 439.4 > 0.95d = 429.9 mm
Tension steel, As = 1.15E6 x 318.0 /429.9 /434.8 + 17111555.9 x 0.0 /434.8 = 1741 mm²
5.4.2.1.1 As min = 1.5 x 300 x 452.5 = 204 mm²
4.4.2.2 As crack = 0.4 x 0.8 x 3 x 140171/500 = 229 mm²
for deflection, As def = 1367 mm²
PROVIDE 4 T25 TENSION STEEL = 1963 mm²
.
Service stress, fs = 500 x 31.80 /64.83 x 1741 /1963 /1 /1.15 = 189.1 N/mm²
Modification factor = 250/189 x 7000/8000 x 0.800 = 0.926
Table 7 NAD Permissible L/d = 0.926 x 23.482 = 21.737
Actual L/d = 8000 /452.5 = 17.680 ok .
.
.
.
.
.
. .
Section design to Eurocode 2 (DD ENV 1992-1-1 : 1992)

BEAM SHEAR
Originated from RCCe11.xls on CD © 1999 BCA for RCC

Btm curtailment <= 50%

INPUT Location 1st Floor, Span 2 at 2E

fck N/mm² 30 gc 1.50 d b

fywk N/mm² 250 gs 1.15 440 300

Main Steel Link Ø Legs Side cover VSd n

Ø 25 12 2 30 248.0 64.8
No 2 mm No mm kN kN/m

OUTPUT 1st Floor, Span 2 at 2E

As = 982 mm² = 0.744%
tRd = 0.340 N/mm² from table 4.8
VRd1 = 0.340 x 1.160(1.2+40x0.0074) x 300 x 440/1000 = 78.0 kN
VRd2 = 0.3 x 0.55 x 30 x 300 x 440/1000 = 653.4 kN
Vsd/VRd2 = 248 /653.4 = 0.380
Vwd = 1000(248 - 78.0) = 170039 N
Asw/s = 170039 x 1.15 /0.9 /250 /440 = 1.9752 > 0.6650 min
s requ = 226.2 /1.9752 = 115 mm < s max = 264 (5.4.2.2)
s crack = 300 (Table 4.13)
PROVIDE 2 legs R12 @ 100 .
Provide for distance of 1500 mm
then nominal links = 2 legs R12 @ 250
 Section design to Eurocode 2 (DD ENV 1992-1-1 : 1992)
SYMMETRICAL RECTANGULAR COLUMN DESIGN
COLUMN DESMOMENTS ABOUT X AXIS ONLY
Originated from RCCe11.xls on CD © 1999 BCA for RCC

INPUT Location Column 2E fck 32 N/mm²

Axial load, N 1807 kN fyk 460 N/mm²
Moment, M 27.0 kNm Max bar Ø 20 mm
height, h 300 mm Link Ø 10 mm
breadth, b 300 mm gc 1.50 concrete
cover (to link) 25 mm gs 1.15 steel
CALCULATIONS
from M As = [M - afck.b.dc(h/2 - dc/2)] / [(h/2-d').(fsc+fst).gc]
from N As = (N - afck.b.dc) / [(fsc - fst).gc] Asc = Ast = As dc = min(h, 0.8x)
d' = 45 mm a.fck /gc = 18.1 N/mm²
d= 255 mm fyk /gm = 400.0 N/mm²

from iteration, neutral axis depth, x = 350.2 mm dc = 280.1 mm

a.fcu.b.dc/gc = 1523.9 kN
Steel comp strain = 0.00275
Steel tens strain = -0.00086
fsc = 400 N/mm² (Comp. stress in reinf.)
fst = -172 N/mm² (Tensile stress in reinf.)
from M, As = 495 mm² rom N, As = 495 mm²
OUTPUT OK
Column 2E
Requires 495mm² T&B:- PROVIDE 4T20
(ie 2T20 T&B - 628mm² T&B - 1.40% o/a, @210 c/c.)
Links : - PROVIDE T10 @ 225

Strain diagram Stress diagram

18.1 N/mm²
5

12 2

Notes

Stresses in N/mm2
9
Compression +ve
7
- - - Neutral axis
 Section design to Eurocode 2 (DD ENV 1992-1-1 : 1992)
EC2/NAD BOXED VALUES
Originated from RCCe11.xls on CD © 1999 BCA for RCC see also BOXVAL

EC2 Ref Function Value

Table 2.2 gG 1.35 dead load factor
Table 2.2 gQ 1.5 imposed load factor TABLE 1 (NAD)
Table 2.3 gc 1.5 concrete y0 y1 y2
Table 2.3 gs 1.15 steel 1 0.5 0.4 0.2
Table 4.8 ck max
f 40 shear limit 2 0.7 0.6 0.3
4.2.1.3 (12) a 0.85 stress block factor 3 0.7 0.7 0.6
4.4.2.2 (3) fct eff 3 concrete tension
4.3.2.3 (1) k 1 curtailment factor TABLE 7 (NAD) = Table 4.14
4.3.2.3 (1) rL 0.02 steel ratio limit 0 0.15 0.5 1.5
4.3.4.5.2 (1) vRd2/vRd1 2.0 punching limit 1 34 25 18
4.3.4.5.2 (1) vRd2/Öfck 0.9 punching 2 44 32 23
Equn 4.58 change at 1.6 punching 3 38 35 25
5.4.2.1.1 Equn 5.14 0.6 min steel 4 41 30 21
5.4.2.1.1 Equn 5.14 0.0015 min steel 5 14 10 7
5.4.2.1.1 (2)As/Ac max 0.04 max steel
5.4.2.2 (9) s max 800 max trans link spacing TABLE 4.8
5.4.3.2.1 (4) S max 500 max slab spacing 20 25 30 35 40
5.4.3.2.1 (4) S/h max 3 max slab spacing 0.26 0.3 0.34 0.37 0.41
5.4.3.3 (2)% of Tab 5.5 100% slab shear
Equn 5.13 %As min 0.3% min column steel
Disclaimer
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.

Status of spreadsheet
Public release version.

Revision history RCCe11 Element Design

Date Version Action Size (kB)

First public release.
09-Aug-99 RCCe11 v1.0 236
Includes b version comments
Size (kB)