SLAB2.2OPERATING INSTRUCTIONSSIMPLY SUPPORTED SPANTBar 'sELEMENT
DESIGN to BS 8110:1997ENTER DATA IN BLUE CELLS ONLYCONTINUOUS
SPANPROVIDEbbK'6SOLID SLABSSUPPORTPermissible L/d
=0.90.15588Originated from RCC11.xlsv2.2 2001-2003 BCA for RCCCOPY
OUTPUT SECTION & PASTECANTILEVERActual L/d =0.70.104310WHERE
YOU WANT.NONE2 x 0.67/gc =0.8933333333K' =0.4020(bb - 0.4)
-0.1809(bb - 0.4)212INPUTLocationD&D: interior span solid
slabNOMINALCONTINUOUS SPAN14Design moment, M216.0kNm/mfcu40N/mmgc
=1.50Acceptance factor =97.5%Bar 2016b1.00fy460N/mmgs
=1.05fcu4020span6500mmd =9402022Height, h1000mmSection locationK'
=0.15577525Bar mmCompression steelK =0.0061113626> K
=28cover50mm to these bars(deflection control only)z =893> 0.95d
=32As =552.1203563952< min As =40OUTPUTD&D: interior span
solid slabCompression steel =NONEmin As =1300d = 1000 - 50 - 20/2 =
940.0 mm.Required =1300(3.4.4.4)K' = 0.156 > K = 0.006 ok.S
=225(3.4.4.4)z = 940.0 [0.5 + (0.25 - 0.006 /0.893)]^ = 933.6 >
0.95d = 893.0 mmAs prov =1396.2634015955(3.4.4.1)As = 216.00E6 /460
/893.0 x 1.05 = 552 < min As = 1300 mm/mfs
=121.2643037847PROVIDE T20 @ 225 = 1396 mm/m.Base ratio =26(Eqn
8)fs = 2/3 x 460 x 552 /1396 /1.00 = 121.3 N/mmCHECKSTens mod
factor =2.00040(Eqn 7)Tens mod factor = 0.55 + (477 - 121.3) /120
/(0.9 + 0.244) = 2.000Deflection is okComp mod factor
=1.000(3.4.6.3)Permissible L/d = 26.0 x 2.000 = 52.000Maximum
spacing is okL/d (p) =52.Actual L/d = 6500 /940.0 = 6.915
ok.Minimum spacing is okL/d (a) =6.914893617OK..As increased
by1.000.00%00546.2Subclause(a)00Max S77000Min Sb45000
RECT~BEAMOPERATING INSTRUCTIONSCONTINUOUS SPANTPROVIDESIMPLY
SUPPORTED SPANELEMENT DESIGN to BS 8110:1997ENTER DATA IN BLUE
CELLS ONLYTens 20Gross fsc =CONTINUOUS SPANbbK'RECTANGULAR
BEAMSComp 12As' =SUPPORT0.90.1558Originated from RCC11.xls v2.2
2001-2003 BCA for RCCCOPY OUTPUT SECTION &
PASTEfcu25Permissible L/d =CANTILEVER0.70.1043INPUTLocationD&D:
Main beam 1st Floor @internal supportWHERE YOU WANT.d =270Actual
L/d =2 x 0.67/gc =0.8933333333K' =0.4020(bb - 0.4) -0.1809(bb -
0.4)2Design moment, M37.0kNmfcu25N/mmgc =1.50K'
=0.155775b1.00fy460N/mmgs =1.15K =0.1015089163> K =Bar
'sSpan6500mmComp cover20mm to main reinforcementz
=234.7066593084< 256.5x = (270.0 - 234.7) /0.45 = 78.4
mm6Height, h300mmTens cover20mm to main reinforcementx
=78.4296459813d' = 20 + 12/2 = 26.0 mm8Breadth, b200mmSide
cover20mm to main reinforcementd' =26Gross fsc = 400.0 N/mm from
strain diagram10Tens mmnet fsc =388.8333333333400net fsc = 400.0 -
0.67 x 25 /1.5 = 388.8 > 0 N/mm12Comp mmSection locationExcess M
= M - Mu =0Excess M = M - Mu = 37.0(0.102 - 0.156) /0.102 = 0.0
kNm14OUTPUTD&D: Main beam 1st Floor @internal support.As' req
=0As' = 0.0E6 /388.8 /(270.0 - 26.0) = 0 mm16d = 300 - 20 - 20/2 =
270.0 mmProvide020(3.4.4.4)K' = 0.156 > K = 0.102 ok.No
=222(3.4.4.4)z = 270.0(0.5 + (0.25 - 0.102/0.893)^ ) = 235.0 <
256.5 mmAs' prov =226.1946710585PROVIDE 2 T12 compression steel =
226 mm25(Fig 3.3)fst = 400.0 N/mm= %0.418879020528As = 1E6 x 37
/234.7 /400.0 = 394 mm.fst =400fst = 400.0 N/mm320PROVIDE 2 T20
tension steel = 628 mm.As =394.1089710558244As = 1E6 x 37 /234.7
/400.0 = 394 mm40(Equn 8)fs = 2/3 x 460 x 394 /628 = 192.4 N/mmmin
As =0.13%As = 1E6 x 37 /234.7 /400.0 = 394 mm(Table 3.11)Comp mod
factor = 1 + 0.419 /(3 + 0.419) = 1.123 <
1.5Provide394.1089710558As = (0.0E6 /244.0 + 37.0E6 /234.7) /400.0
= 394 mm(Table 3.10)Tens mod factor = 0.55 + (477 - 192.4) /120
/(0.9 + 2.538) = 1.240 < 2No =2(3.4.6.3)Permissible L/d = 26.0 x
1.123 x 1.240 = 36.190.As prov =628.318530718PROVIDE 2 T20 tension
steel = 628 mm(3.4.6.1)Actual L/d = 6500 /270.0 = 24.074 ok.fs
=192.3547986386fs = 2/3 x 460 x 394 /628 = 192.4 N/mm..Base ratio
=26..Comp mod factor =1.1225194042Comp mod factor = 1 + 0.419 /(3 +
0.419) = 1.123 < 1.50.Tens mod factor =1.240004229Tens mod
factor = 0.55 + (477 - 192.4) /120 /(0.9 + 2.538) = 1.240 <
20.L/d (p) =36.1901490153Permissible L/d = 26.0 x 1.123 x 1.240 =
36.1900.L/d (a) =24.0740740741okActual L/d = 6500 /270.0 = 24.074
ok0.As enhanced by10.00%.0..St =136Sb =12000Max
S244.340148167100Min Sb2500Min St25000
TEE~BEAMOPERATING INSTRUCTIONSPROVIDESIMPLY SUPPORTED SPANT
BEAMTINTERIOR SPANTens 32Bar 'sELEMENT DESIGN to BS 8110:1997ENTER
DATA IN BLUE CELLS ONLYGross fsc =END SPANL BEAMT BEAMComp
126SIMPLE TEE & L BEAMSAs' =INTERIOR SPANfcu408Originated from
RCC11.xls v2.2 2001-2003 BCA for RCCCOPY OUTPUT SECTION &
PASTEPermissible L/d =SUPPORT10INPUTLocationD&D: Main beam, 1st
Floor 8m spanWHERE YOU WANT.Actual L/d =2 x 0.67/gc
=0.8933333333bbK'12M280.0kNmfcu40N/mmgc =1.50d'
=54d'0.90.155814b1.00fy460N/mmgs =1.05d
=444d0.70.104316span8000mmComp cover48mm to main reinforcement.K'
=0.156> K =K' =0.4020(bb - 0.4) -0.1809(bb - 0.4)220h500mmTens
cover40mm to main reinforcement.K from bf =0.089K rectangular
section of width bf22bw300mmSide cover35mm to main
reinforcement.MOR flange =281.6Mubf25bf400mmbf max = 1420 mmMOR
outstand =70.4Mu(bf-bw)28hf100mmSection locationx from bf
=110.4ok32Tens mmSection shapez from bf =394.3444 - 0.45 x
110.440Top steel2no & .K from bw =0.089K rectangular section of
width bwOUTPUTD&D: Main beam, 1st Floor 8m span.x from bw
=110.2x for beam width bwd = 500 - 40 - 32/2 = 444.0 mm0z from bw
=394.3{209.6(444-0.45x110.2) + 70.4(444-100/2)} /280(3.4.4.4)K' =
0.156 > K = 0.0890x =110.4(3.4.4.4)x = 444 /0.45(0.5 - (0.25 -
0.089 /0.893)^) = 110.4 mm(within flange)z =394.3<
421.8(3.4.4.4)z = 444 - 0.45 x 110.4 = 394.3 < 421.8 mmConc MOR
=280.0As' = 0 < 226 mm0net fsc =339.7(3.4.4.4)As = 280.0E6 /
394.3 /460 x 1.05 = 1621 mm.Excess M = M - Mu =0.0PROVIDE 3 T32
bottom = 2413 mm.As' =0 N? (Y=1,N=0)0001101101011000101111Y's to
date0001223445555555555556Notesnext
increment54108216-108-10854-27-2713.5-6.756.75-3.375-1.68750.8440.4220.211-0.1050.105-0.053-0.026-0.013-0.007Stresses
in N/mm2Additional term to ensure correct range of x
consideredCompression +ve- - - Neutral axisSummaryGraph of
strainsReq'd3008mm2x005424630030005454246246min 0.4%360mm2plot
x505010429635035050104104296296Total
=3008mm2Strain0-0.00115-0.000310.002660.003500ie1.87T32
T&BSteel strain0-0.0003100.00266ie use2T32
T&B2T321609mm3.57%Steel strain-0.000310.00266ie4T32 in
all4T323217mm3.57%Concrete strain0.003500.00350-0.00115.. up to 2%
shortfall in area - say okConcrete
strain-0.003500.00115ChecksMaxMinBaseline50350Neutral
axis124.2124.1782226562centres of
bars192mm3328900-0.001150.00350Graph of stressesmax
centresok=110Conc stress0.0178.7178.70.0min
centresok=110350.0350.0146.8146.80.0035Astot
