RCC11 Element Design -BS 8110.

ELEMENT DESIGN to BS 8110:2005

SOLID SLABS Originated from RCC11.xls v4.0

© 2006 - 2010 TCC

INPUT LocationD&D: interior span solid slab c 1.50 Design moment, M 216.0 kNm/m fcu 40 N/mm² s 1.15 ßb 1.00 fy 500 N/mm² span 6500 mm teel class A Height, h 1000 mm Section location CONTINUOUS SPAN Bar Ø mm Compression steel NONE 20 cover 50 mm to these bars (deflection control only) ONE or TWO WAY SLAB OUTPUT D&D: interior span solid slab Compression steel = NONE d = 1000 - 50 - 20/2 = 940.0 mm Err:520 K' = 0.156 > K = 0.006 ok . (3.4.4.4) z = 940.0 [0.5 + (0.25 - 0.006 /0.893)]^½ = 933.6 > 0.95d = 893.0 mm (3.4.4.4) As = 216.00E6 /500 /893.0 x 1.15 = 556 < min As = 1300 mm²/m (3.4.4.1) . Err:520 Err:520 (Eqn 8) Err:520 (Eqn 7) Err:520 (3.4.6.3) Err:520 Err:520 . . Err:520

ELEMENT DESIGN to BS 8110:2005

RECTANGULAR BEAMS Originated from RCC11.xls v4.0

© 2006 - 2010 TCC

INPUT Location D&D: Main beam 1st Floor @internal support c 1.50 Design moment, M 282.0 kNm fcu 35 N/mm² s 1.15 ßb 0.70 fy 500 N/mm² Span 8000 mm steel class A Height, h 500 Comp cover 40 mm to main reinforcement mm Breadth, b 300 Tens cover 48 mm to main reinforcement mm Tens Ø Side cover 35 mm to main reinforcement mm 25 Comp Ø Section location CONTINUOUS SPAN mm 12 OUTPUT D&D: Main beam 1st Floor @internal support d = 500 - 48 - 25/2 = 439.5 mm K' = 0.104 < K = 0.139 compression steel required (3.4.4.4) z = 439.5(0.5 + (0.25 - 0.104/0.893)^½ ) = 380.7 < 417.5 mm (3.4.4.4) x = (439.5 - 380.2) /0.45 = 131.8 mm (3.4.4.4) d' = 40 + 12/2 = 46.0 mm . (Fig 3.3) Gross fsc = 434.8 N/mm² from strain diagram net fsc = 434.8 - 0.67 x 35 /1.5 = 419.1 > 0 N/mm² (Fig 3.3) Excess M = M - Mu = 282.0(0.139 - 0.104) /0.139 = 70.4 kNm As' = 70.4E6 /419.1 /(439.5 - 46.0) = 427 mm² (Fig 3.3)

(Eqn 8) (Table 3.11) (Table 3.10) (3.4.6.3) (3.4.6.1)

.

.

. PROVIDE 4H12 compression steel = 452 mm² fst = 434.8 N/mm² . As = (70.4E6 /393.5 + 211.6E6 /380.2) /434.8 = 1692 . As enhanced by 14% for deflection PROVIDE 4H25 tension steel = 1963 mm² fs = 2/3 x 500 x 1,692 /1,963 /0.70 = 410.3 N/mm² Comp mod factor = 1 + 0.343 /(3 + 0.343) = 1.103 < 1.5 Tens mod factor = 0.55 + (477 - 410.3) /120 /(0.9 + 4.866) = 0.646 < 2 Permissible L/d = 26.0 x 1.103 x 0.646 = 18.533 Actual L/d = 8000 /439.5 = 18.203 ok .

ELEMENT DESIGN to BS 8110:2005

SIMPLE TEE & L BEAMS Originated from RCC11.xls v4.0

INPUT

© 2006 - 2010 TCC

Location D&D: Main beam, 1st Floor 8m span c 1.50 M 280.0 kNm fcu 40 N/mm² s 1.15 ßb 1.00 fy 500 N/mm² span 8000 mm steel class A h 500 mm Comp cover 48 mm to main reinforcement bw 300 mm Tens cover 40 mm to main reinforcement bf 400 mm Side cover 35 mm to main reinforcement hf 100 mm Section location INTERIOR SPAN Tens Ø 32 Section shape T BEAM mm Top steel 2 no & Ø 12 .

OUTPUT D&D: Main beam, 1st Floor 8m span . d = 500 - 40 - 32/2 = 444.0 mm K' = 0.156 > K = 0.089 (3.4.4.4) x = 444 /0.45(0.5 - (0.25 - 0.089 /0.893)^½) = 110.4 mm (within flange) (3.4.4.4) z = 444 - 0.45 x 110.4 = 394.3 < 421.8 mm (3.4.4.4) As' = 0 < 226 mm² As = 280.0E6 / 394.3 /500 x 1.15 = 1633 mm² . (3.4.4.4) . PROVIDE 3H32 bottom = 2413 mm² fs = 2/3 x 500 x 1,633 /2,413 = 225.6 N/mm² (Eqn 8) (Table 3.11) Comp mod factor = 1 + 0.127 /(3 + 0.127) = 1.041 < 1.5 (Table 3.10) Tens mod factor = 0.55 + (477 - 225.6) /120 /(0.9 + 3.551) = 1.021 < 2 Permissible L/d = 24.1 x 1.041 x 1.021 = 25.645 (3.4.6.3) Actual L/d = 8000 /444.0 = 18.018 ok (3.4.6.1)

ELEMENT DESIGN to BS 8110:2005

BEAM SHEAR Originated from RCC11.xls v4.0

© 2006 - 2010 TCC

INPUT Location D&D: Main beam, 1st Floor 8m span, RH end c 1.50 fcu = 35 N/mm² d b s 1.15 fyl = 500 N/mm² 540 400 A teel class Main Steel

4 No

25 mm Ø

Link 10 mm Ø

Legs

Side cover

Shear V

UDL

2

35

264.0

97.9

No

mm

kN

kN/m

OUTPUT D&D: Main beam, 1st Floor 8m span, RH end As = 1963 N/mm² = 0.909% v = 264.0 x 10³ /400 /540 = 1.222 N/mm² (Eqn 3) vc = 0.685 N/mm², from table 3.8 (Table 3.8) (v - vc)bv = 214.9 N/mm PROVIDE 2 legs H10 @ 300 = 227.7 N/mm Provide for distance of 300 mm then nominal links = 2 legs H10 @ 400

ELEMENT DESIGN to BS 8110:2005 SYMMETRICAL RECT-ANGULAR COLUMN DESIGN

COLUMN DESIGN Originated from RCC11.xls v4.0

INPUT

© 2006 - 2010 TCC

Location D&D: external column Axial load, N 1654 fcu 40 kN Moment, M 125.0 fy 500 kNm height, h 300 fyv 500 mm m 1.15 breadth, b 300 mm m 1.50 Max bar Ø mm 32 cover (to link) 30 steel class A mm

N/mm² N/mm² N/mm² steel concrete

CALCULATIONS Link Ø 8 D&D: external column mm from M As = {M - 0.67fcu.b.dc(h/2 - dc/2)}/[(h/2-d').(fsc+fst).gm] (3.4.4.1) from N As = (N - 0.67fcu.b.dc/gm) / (fsc - fst) (Figs 2.1, 2.2 & 3.3) where As = Ast = Asc: dc=min(h,0.9x)

.67fcu/gm = fy/gm = from iteration, n.a. depth, x, 0.67.fcu.b.dc/gm Steel comp strain Steel tens strain Steel stress in comp. face, fsc Steel stress in tensile face, fst from M, As

17.9 N/mm² 434.8 N/mm²

= = = = = = =

225.9 1089.7 0.00266 0.00031 435 62 1515

d' = 54.0 mm d = 246.0 mm dc = 203.3 mm

mm kN

N/mm² N/mm² mm²

(Comp. stress in reinf.) (Tensile stress in reinf.) rom N, As = 1516 mm²

OK

OUTPUT D&D: external column As req'd = 1515mm² T&B:- PROVIDE 4H32 (ie 2H32T&B - 1609mm² T&B - 3.6% o/a - @ 192cc.) Links : - PROVIDE H8 @ 300 . Strain diagram

5

Stress diagram 2

12

17.9 N/mm² 2

Notes Stresses in N/mm2

9

Compression +ve

7

1

- - - Neutral axis

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Revision history RCC11 Element Design.xls

Date

Version

Action

Size (kB)

30-Mar-10

RCC11 v4.0

Re-badged as TCC/Mineral Products Association.

376

13-May-09

RCC11 v3.6

bf used instead of bw for compression steel modification factor on TEE-BEAM.

328

19-Dec-07

RCC11 v3.5

x/d limit added in TEE-BEAM.

299

16-Nov-06

RCC11 v3.4

Additional compressions teel option added to SLAB.

300

4-Oct-06

RCC11 v3.3

Corrections to COLUMN!L9:L16.

298

28-Jun-06

RCC11 v3.2

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

298

15-Feb-06

RCC11 v3.1

Differentiation between flat slabs and other slabs on SLAB page.

331

20-Oct-05

RCC11 v3.0

Updated to 2005 versions of BS8110 & BS8666

317

3-Feb-04

RCC11 v2.2

Minor correction to cell N12 on "SLAB" (> changed to