RCC32 Ribbed Slabs (a & D)gfdg

7/28/2019 RCC32 Ribbed Slabs (a & D)gfdg

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Project Spreadsheets to BS 8110REINFORCED CONCRETE

COUNCIL

Client Advisory Group Made by Date Page

Location 3rd Floor slab from 1 to 5a rmw 3-Jul-13 43

RIBBED SLABS to BS 8110:1997 (Analysis & Design) Checked Revision Job No

Originated from RCC32.xls v2.6 on CD 2000-2003 BCA for RCC chg - R68

LOCATION Supports from grid 1 to grid 5a

MATERIALS COVERS (to links, or if no links, to reinf)

fcu 35 N/mm h agg 20 mm Top cover 20 mm

fy 460 N/mm gm 1.05 steel Btm cover 20 mm

fyv 460 N/mm gm 1.50 concrete Side cover 20 mm

Density 23.6 kN/m (Normal weight concrete) RIBS

slab depth, hf 100 mm

SPANS Solid (mm) Rib width 150 mm

L (m) H (mm) Left Right Centres 900 mm

SPAN 1 2.000 275 450 1100 1 in 10 taper

SPAN 2 7.000 275 1100 1100 SUPPORTS

SPAN 3 7.500 275 1100 450 Support No Type

SPAN 4 1 CSPAN 5 4 K

SPAN 6 K(nife), C(antilever) orE(ncastre)

LOADIN UDLs (kN/m) PLs (kN/m) Position (m)

Self Add Dead Imposed Position Self Add Dead Imposed Position

Span 1 Weight Load Load from left Span 4 Weight Load Load from left

UDL 5.73 2.50 4.00 ~~~~ UDL ~~~~

PL 1 ~~~~ PL 1 ~~~

PL 2 ~~~~ PL 2 ~~~

Span 2 ~ ~ ~ ~ Span 5 ~ ~ ~ ~

UDL 4.19 2.50 4.00 ~~~~ UDL

PL 1 ~~~~ 8.50 1.00 1.450 PL 1 ~~~PL 2 ~~~~ PL 2 ~~~

Span 3 ~ ~ ~ ~ Span 6 ~ ~ ~ ~

UDL 3.82 2.50 4.00 ~~~~ UDL ~~~~

PL 1 ~~~~ PL 1 ~~~~

PL 2 ~~~~ PL 2 ~~~~

LOADING PATTERN min max

DEAD 1 1.4

IMPOSED 0 1.6

LOADING DIAGRAM

1 5a

REACTIONS (kN/m)

SUPPORT 1 2 3 4

Characteristic Dead 43.0 58.0 18.2 ~ ~ ~

Max Imposed 20.4 34.9 13.3 ~ ~ ~

Min Imposed 7.3 17.3 -1.6 ~ ~ ~

MAX ULTIMATE 94.9 133.0 46.6 ~ ~ ~


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Project Spreadsheets to BS 8110


Location 3rd Floor slab, from 1 to 5a rmw Jul-2013 44



BENDING MOMENT DIAGRAMS (kNm/m)

1 Elastic Moments 5a 1 Redistributed Envelope 5a

SUPPORT No 1 2 3 4

Elastic M 0.0 35.9 97.9 0.0 ~ ~ kNm/m

Redistributed M 0.0 35.9 83.2 0.0 ~ ~ kNm/m

b 1.000 1.000 0.850 1.000 ~ ~ ~

Redistribution 0.0% 15.0%

SPAN No 1 2 3

Elastic M 0.00 66.48 75.34 ~ ~ ~

Redistributed M 0.00 62.29 71.04 ~ ~ ~

b 1.000 0.937 0.943 #VALUE! #VALUE! #VALUE!

SHEAR FORCE DIAGRAMS (kN/m)

1 Elastic Shears 5a 1 Redistributed Shears 5a

SPAN No 1 2 3

Elastic V 0.0 35.9 58.2 66.8 70.3 47.9

Redistributed V 0.0 35.9 59.1 67.1 68.3 46.6

SPAN No

Elastic V ~ ~ ~ ~ ~ ~

Redistributed V ~ ~ ~ ~ ~ ~

REINFORCED CONCRETE

COUNCIL

-100

-80

-60

-40

-20

0

20

40

60

80

100120

0 5 10 15 20

-100

-80

-60

-40

-20

0

20

40

60

80

100120

0 5 10 15 20

-80

-60

-40

-20

0

20

40

60

80

0 5 10 15 20-80

-60

-40

-20

0

20

40

60

80

0 5 10 15 20


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Project Spreadsheets to BS 8110 REINFORCED CONCRETE COUNCIL


Location 3rd Floor slab, from 1 to 5a rmw Jul-2013 /46



SPAN 3 LEFT CENTRE RIGHTACTIONS M kNm/m 83.2 @col face 71.0 0.0

b 0.85 0.94 1.00

DESIGN d mm 239.0 239.0

As mm 753 650 (872 mm for defln) 0

As' mm 0 As T 263 As' 0

TOP STEEL 2 T 20 /rib 3 T 12 /rib 2 T 20 /rib

+ 4 T8 between + 4 T8 between

As prov mm 829 As T prov 339 As prov 829

BTM STEEL 2 T 16 /rib 2 T 25 /rib 3 T 16 /rib

As' prov mm 402 As prov 982 As' prov 603

SHEAR V kN/m 68.30 V 46.55

v N/mm 1.152 v 0.890

vc N/mm 0.935 Link 6 vc 0.935

LINKS 2T6 @ 175 for 700 2T6 @ 1,200 .

DEFLECTION L/d 31.712 Allowed 33.985 ok (As increased by 34.2%)

& CHECKS % As ok ok ok

Bar & cover ok ok ok

Bar spacing ok ok ok

Dist to link ok ok ok

236.5 (x=26.3


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Location 3rd Floor slab, from 1 to 5a rmw Jul-2013 /47



APPROXIMATE WEIGHT of REINFORCEMENT

TOP STEEL No Type Dia Length Unit Wt Weight

Support 1 2 T 12 1025 0.888 1.8

4 T 8 1025 0.395 1.6

Span 1 1 T 16 2225 1.578 3.5

Support 2 2 T 20 2250 2.466 11.1

4 T 8 2250 0.395 3.6

Span 2 4 T 12 4425 0.888 15.7

Support 3 2 T 20 3625 2.466 17.9

4 T 8 3625 0.395 5.7

Span 3 3 T 12 4675 0.888 12.5

Support 4 2 T 20 2400 2.466 11.8

4 T 8 2400 0.395 3.8

BOTTOM STEE Support 1 1 T 16 1150 1.578 1.8

Span 1 1 T 20 400 2.466 1.0

Support 2 1 T 16 3475 1.578 5.5

Span 2 2 T 25 4750 3.853 36.6Support 3 2 T 16 3475 1.578 11.0

Span 3 2 T 25 5900 3.853 45.5

Support 4 3 T 16 1725 1.578 8.2

LINKS Span 1 1 T 6 800 0.222 0.2

Span 2 9 T 6 800 0.222 1.6

Span 3 9 T 6 800 0.222 1.6

SUMMARY All figures approximate - see User Guide.

Reinforcement density (kg/m) 12.89 Total rebar per rib, excluding mesh (kg) 201.9

REINFORCED CONCRETE COUNCIL


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Location 3rd Floor slab, from 1 to 5a ANALYSIS IRIBBED SLABS to BS 8110:1997 (Analysis & Design) Mad

Originated from RCC32.xls v2.6 on CD 2000-2003 BCA for RCC

SELF WEIGHT 1 2 3 4 5 6ave bw 167.5 167.5 167.5 140.0 140.0 140.0 mm

rib area 0.119 0.119 0.119 0.076 0.076 0.076 mm

net self wt 3.129 3.129 3.129 1.993 1.993 1.993 kN/m

E/O solid 3.361 3.361 3.361 -1.993 -1.993 -1.993 kN/m

cross rib 0 0 0 0 0 0 kN/m

addn. solid 2.605055 1.056428 0.69468 #DIV/0! #DIV/0! #DIV/0! kN/m

total SW 5.734 4.185 3.823 0.000 0.000 0.000 kN/m

ANALYSISMin load 1.0 x dead loadMax load 0.4 x dead load + 1.6 x imposed load (Table 2.1)

Distribution Factors

SUPT 1 SUPT 2 SUPT 3 SUPT 4 SUPT 5

R L R L R L R L R L

Af 90000 90000 90000 90000 90000

h -hf 175 175 175 -100 -100

Aw1 26250 26250 26250 -15000 -15000

Aw2 6125 6125 6125 2000 2000A sum 122375 122375 122375 77000 77000

sum Ax 10391666.7 10391666.7 10391666.7 3883333.33 3883333.33

x bar 84.9165815 84.9165815 84.9165815 50.4329004 50.4329004

sum Ad 539513578 539513578 539513578 8902944.1 8902944.1

Ix 686716269 686716269 686716269 0 0

Stiffness 0 98102324.1 98102324 91562169.2 91562169.2 #DIV/0! #DIV/0! #DIV/0!

Sum 98102324 189664493 #DIV/0! #DIV/0!

Factor 1 0 1 0.51724 0.482759 1 0 1 0

Fixed End Moments

SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN

Min load L R L R L R L R L

Cant 16.46739 176.1091 177.8434 0 0

UDL 2.7446 2.744565 27.29736 27.2974 29.64056 29.64056 0 0 0

PL 1 0 0 7.747772 2.02419 0 0 #DIV/0! #DIV/0! #DIV/0!PL 2 0 0 0 0 0 0 #DIV/0! #DIV/0! #DIV/0!

FEM 0.00 16.47 35.05 29.32 29.64 29.64 0.00 0.00 0.00

Imposed load

Cant 8 99.45 112.5 0 0

UDL 1.3333 1.333333 16.33333 16.3333 18.75 18.75 0 0 0

PL 1 0 0 0.911503 0.23814 0 0 #DIV/0! #DIV/0! #DIV/0!

PL 2 0 0 0 0 0 0 #DIV/0! #DIV/0! #DIV/0!

FEM 0.00 8.00 17.24 16.57 18.75 18.75 0.00 0.00 0.00

Live load

Cant 19.38696 229.5637 251.1374 0 0

UDL 3.2312 3.231159 37.05228 37.0523 41.85623 41.85623 0 0 0

PL 1 0 0 4.557513 1.1907 0 0 #DIV/0! #DIV/0! #DIV/0!

PL 2 0 0 0 0 0 0 #DIV/0! #DIV/0! #DIV/0!

FEM 0.00 19.39 41.61 38.24 41.86 41.86 0.00 0.00 0.00

Moment Distribution

SUPT 1 SUPT 2 SUPT 3 SUPT 4 SUPT 5

Min load 0 16.46739 -35.04513 29.3215 -29.64056 29.64056 0 0 0

0 0 18.57774 0.16501 0.154007 -29.64056 0 0 0

0 0 0.082504 9.28887 -14.82028 0.077004 0 0 0

0 0 -0.082504 2.86108 2.670337 -0.077004 0 0 0

0 0 1.430538 -0.04125 -0.038502 1.335168 0 0 0

0 0 -1.430538 0.04125 0.038502 -1.335168 0 0 0

0 0 0.020626 -0.71527 -0.667584 0.019251 0 0 0

0 0 -0.020626 0.71527 0.667584 -0.019251 0 0 0

0 0 0.357634 -0.01031 -0.009625 0.333792 0 0 0

0 0 -0.357634 0.01031 0.009625 -0.333792 0 0 0

0 0 0.005156 -0.17882 -0.166896 0.004813 0 0 0

0 0 -0.005156 0.17882 0.166896 -0.004813 0 0 00 0 0.089409 -0.00258 -0.002406 0.083448 0 0 0

0 0 -0.089409 0.00258 0.002406 -0.083448 0 0 0

0 00 16 47 16 47 41 64 41 64 0 00 0 00 0 00 0 00


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Location 3rd Floor slab, from 1 to 5a ANALYSIS IIRIBBED SLABS to BS 8110:1997 (Analysis & Design) Made by


Imposed on -17.24 16.57 0.00 0.00

Even Spans 0 0 17.24484 -8.57145 -8.000022 0 0 0 0 0

0 0 -4.285726 8.62242 0 -4.000011 0 0 0 0

0 0 4.285726 -4.45987 -4.162547 4.000011 0 0 0 0

0 0 -2.229936 2.14286 2.000005 -2.081273 0 0 0 0

0 0 2.229936 -2.14286 -2.000005 2.081273 0 0 0 0

0 0 -1.071431 1.11497 1.040637 -1.000003 0 0 0 00 0 1.071431 -1.11497 -1.040637 1.000003 0 0 0 0

0 0 -0.557484 0.53572 0.500001 -0.520318 0 0 0 0

0 0 0.557484 -0.53572 -0.500001 0.520318 0 0 0 0

0 0 -0.267858 0.27874 0.260159 -0.250001 0 0 0 0

0 0 0.267858 -0.27874 -0.260159 0.250001 0 0 0 0

0 0 -0.139371 0.13393 0.125 -0.13008 0 0 0 0

0 0 0.139371 -0.13393 -0.125 0.13008 0 0 0 0Sum 0.00 0.00 0.00 12.16 -12.16 0.00 0.00 0.00 0.00 0.00

Imposed on 0.00 8.00 -18.75 18.75 0.00 0.00

Odd Spans 0 0 -8 9.69828 9.051724 -18.75 0 0 0 0

0 0 4.849138 -4 -9.375 4.525862 0 0 0 0

0 0 -4.849138 6.9181 6.456897 -4.525862 0 0 0 0

0 0 3.459052 -2.42457 -2.262931 3.228448 0 0 0 0

0 0 -3.459052 2.42457 2.262931 -3.228448 0 0 0 0

0 0 1.212284 -1.72953 -1.614224 1.131466 0 0 0 00 0 -1.212284 1.72953 1.614224 -1.131466 0 0 0 0

0 0 0.864763 -0.60614 -0.565733 0.807112 0 0 0 0

0 0 -0.864763 0.60614 0.565733 -0.807112 0 0 0 0

0 0 0.303071 -0.43238 -0.403556 0.282866 0 0 0 0

0 0 -0.303071 0.43238 0.403556 -0.282866 0 0 0 0

0 0 0.216191 -0.15154 -0.141433 0.201778 0 0 0 0

0 0 -0.216191 0.15154 0.141433 -0.201778 0 0 0 0Sum 0.00 8.00 -8.00 12.62 -12.62 0.00 0.00 0.00 0.00 0.00

Live on 0 19.38696 -41.85623 41.85623 0 0

Odd Spans 0 0 -19.38696 21.6498 20.20645 -41.85623 0 0 0 0

0 0 10.82489 -9.69348 -20.92811 10.10323 0 0 0 0

0 0 -10.82489 15.8388 14.78284 -10.10323 0 0 0 0

0 0 7.919377 -5.41244 -5.051613 7.391418 0 0 0 0

0 0 -7.919377 5.41244 5.051613 -7.391418 0 0 0 0

0 0 2.706221 -3.95969 -3.695709 2.525807 0 0 0 0

0 0 -2.706221 3.95969 3.695709 -2.525807 0 0 0 0

0 0 1.979844 -1.35311 -1.262903 1.847855 0 0 0 0

0 0 -1.979844 1.35311 1.262903 -1.847855 0 0 0 0

0 0 0.676555 -0.98992 -0.923927 0.631452 0 0 0 0

0 0 -0.676555 0.98992 0.923927 -0.631452 0 0 0 0

0 0 0.494961 -0.33828 -0.315726 0.461964 0 0 0 0

0 0 -0.494961 0.33828 0.315726 -0.461964 0 0 0 0Sum 0.00 19.39 -19.39 27.80 -27.80 0.00 0.00 0.00 0.00 0.00

Live on -41.60979 38.243 0 0

Even Spans 0 0 41.60979 -19.7809 -18.46213 0 0 0 0 0

0 0 -9.890425 20.8049 0 -9.231063 0 0 0 0

0 0 9.890425 -10.7612 -10.04374 9.231063 0 0 0 0

0 0 -5.380576 4.94521 4.615532 -5.021871 0 0 0 0

0 0 5.380576 -4.94521 -4.615532 5.021871 0 0 0 0

0 0 -2.472606 2.69029 2.510936 -2.307766 0 0 0 0

0 0 2.472606 -2.69029 -2.510936 2.307766 0 0 0 00 0 -1.345144 1.2363 1.153883 -1.255468 0 0 0 0

0 0 1.345144 -1.2363 -1.153883 1.255468 0 0 0 0

0 0 -0.618152 0.67257 0.627734 -0.576941 0 0 0 0

0 0 0.618152 -0.67257 -0.627734 0.576941 0 0 0 0

0 0 -0.336286 0.30908 0.288471 -0.313867 0 0 0 0

0 0 0.336286 -0.30908 -0.288471 0.313867 0 0 0 0Sum 0.00 0.00 0.00 28.51 -28.51 0.00 0.00 0.00 0.00 0.00

Elastic Support Moments (3.2.1.2.2)Support 1 2 3 4 5 6 7

All spans 0 35.85434 97.93742 0 0 0 0

Odd Spans 0 35.85434 69.43155 0 0 0 0

Even Spans 0 16.46739 70.14237 0 0 0 0

Reverse 0 0 0 0 0 0 0

Redistribution (3.2.2.1) method 1b - 1 1 0.85 1 1 1 1

b + 1 1 1.15 1 1 1 1

M M 0 35 85434 83 2468 0 0 0 0


7/26

UDL PL1 PL2 UDL PL1 PL2 UDL PL1 PL2

Dead only 16.467 0 0 46.7955 8.5 0 47.4249 0 0

All spans 35.854 0 0 110.314 13.5 0 114.3949 0 0

Odd Spans 35.854 0 0 46.7955 8.5 0 114.3949 0 0

Even Spans 16.467 0 0 110.314 13.5 0 47.4249 0 0

Imposed 8 0 0 28 1 0 30 0 0Span 4 5 6

Dead only 0 0 0 0 0 0 0 0 0

All spans 0 0 0 0 0 0 0 0 0

Odd Spans 0 0 0 0 0 0 0 0 0

Even Spans 0 0 0 0 0 0 0 0 0

Imposed 0 0 0 0 0 0 0 0 0

Elastic Shears

Span 1 2 3

All spans 0 35.85434 56.9914 66.82227 70.25575 44.13911

Odd Spans 0 35.85434 25.3403 29.95519 66.45497 47.93989

Even Spans 0 16.46739 58.1925 65.62111 33.06477 14.36013

Imposed all 0.00 8.00 12.40 16.60 18.30 11.70

Imposed odd 0.00 8.00 -0.66 0.66 16.68 13.32

Imposed even 0.00 0.00 13.06 15.94 1.62 -1.62

Span 4 5 6

All spans 0 0 0 0 0 0

Odd Spans 0 0 0 0 0 0

Even Spans 0 0 0 0 0 0

Imposed all 0.00 0.00 0.00 0.00 0.00 0.00

Imposed odd 0.00 0.00 0.00 0.00 0.00 0.00Imposed even 0.00 0.00 0.00 0.00 0.00 0.00


8/26


Location 3rd Floor slab, from 1 to 5a ANALYSIS IIIRIBBED SLABS to BS 8110:1997 (Analysis & Design) Made by


Redistributed Shears

Span 1 2 3

Dead only 0 16.46739 26.5414 28.75404 29.26398 18.16092

All spans 0 35.85434 59.09 64.72361 68.297 46.09786

Odd Spans 0 35.85434 23.8525 31.44301 67.8436 46.55126

Even Spans 0 16.46739 56.6895 67.12416 34.46761 12.95729

Span 4 5 6Dead only 0 0 0 0 0 0

All spans 0 0 0 0 0 0

Odd Spans 0 0 0 0 0 0

Even Spans 0 0 0 0 0 0

Imposed ReactionsSupport 1 2 3 4 5 6 7

All spans 0.00 20.40 34.91 11.70 0.00 0.00 0.00

Odd Spans 0.00 7.34 17.34 13.32 0.00 0.00 0.00

Even Spans 0.00 13.06 17.57 -1.62 0.00 0.00 0.00

SPAN MOMENTSSPAN 1 Left < > PL1 < > PL2 < > Right

Elastic V All 0 35.85434

Odd 0 35.85434Even 0 Loadings 16.46739

Redist V All 0 17.9272 0 0 35.85434

Odd 0 17.9272 0 0 35.85434

Even 0 8.23369 0 0 16.46739

Elastic X- All 0 0 0 0 0

Odd 0 0 0 0 0

Even 0 0 0 0 0

Redist X- All 0 0 0 0 0

Odd 0 0 0 0 0 (3.2.2.1b)

Even 0 0 0 0 0 Max

Elastic M All 0 0 0 0 0.00 0.00 35.85434 0

Odd 0 0 0 0 0.00 0.00 35.85434 0

Even 0 0 0 0 0.00 0.00 16.46739 0

Redist M All 0 0 0 0 0.00 0.00 35.85434 0 0Odd 0 0 0 0 0.00 0.00 35.85434 0 0

Even 0 0 0 0 0.00 0.00 16.46739 0 0

SPAN 2 Left < > PL1 < > PL2 < > Right

Elastic V All 56.99139 66.82227

Odd 25.34028 29.95519

Even 58.19254 Loadings 65.62111

Redist V All 59.09005 15.7591 13.5 0 64.72361

Odd 23.85246 6.68507 8.5 0 31.44301

Even 56.68949 15.7591 13.5 0 67.12416

Elastic X- All 3.616413 1.45 2.759765 0 2.759765

Odd 3.790579 1.45 2.519089 0 2.519089

Even 3.692633 1.45 2.835984 0 2.835984

Redist X- All 3.749584 1.45 2.892936 0 2.892936

Odd 3.568021 1.45 2.29653 0 2.29653 (3.2.2.1b)Even 3.597256 1.45 2.740608 0 2.740608 Max

Elastic M All 35.85434 0 30.2164 43.73365 0.00 43.73 97.93742 43.73365

Odd 35.85434 0 -6.13862 -2.31827 0.00 -2.32 69.43155 0

Even 16.46739 0 51.3451 66.48129 0.00 66.48 70.14237 66.48129

Redist M All 35.85434 0 33.2595 49.6652 0.00 49.67 83.2468 49.6652 1.135

Odd 35.85434 0 -8.29596 -5.900654 0.00 -5.90 79.84628 0 0

Even 16.46739 0 49.1656 62.29034 0.00 62.29 80.66373 62.29034 0.93


9/26


Location 3rd Floor slab, from 1 to 5a ANALYSIS IVRIBBED SLABS to BS 8110:1997 (Analysis & Design) Made byOriginated from RCC32.xls v2.6 on CD 2000-2003 BCA for RCC


Elastic V All 70.25575 44.13911

Odd 66.45497 47.93989

Even 33.06477 Loadings 14.36013

Redist V All 68.297 15.2526 0 0 46.09786

Odd 67.8436 15.2526 0 0 46.55126

Even 34.46761 6.32332 0 0 12.95729

Elastic X- All 4.606135 0 4.606135 0 4.606135

Odd 4.356946 0 4.356946 0 4.356946

Even 5.22902 0 5.22902 0 5.22902

Redist X- All 4.477715 0 4.477715 0 4.477715

Odd 4.447988 0 4.447988 0 4.447988 (3.2.2.1b)

Even 5.450873 0 5.450873 0 5.450873 Max

Elastic M All 97.93742 0 -97.9374 63.86632 0.00 63.87 0 63.86632

Odd 69.43155 0 -69.4315 75.33882 0.00 75.34 0 75.33882

Even 70.14237 0 -70.1424 16.30579 0.00 16.31 0 16.30579

Redist M All 83.2468 0 -83.2468 69.66044 0.00 69.66 0 69.66044 1.090

Odd 79.84628 0 -79.8463 71.03749 0.00 71.04 0 71.03749 0.942

Even 80.66373 0 -80.6637 13.27556 0.00 13.28 0 13.27556 0.814


Elastic V All 0 0

Odd 0 0

Even 0 Loadings 0

Redist V All 0 0 0 0 0

Odd 0 0 0 0 0

Even 0 0 0 0 0

Elastic X- All #DIV/0! 0 #DIV/0! 0 #DIV/0!

Odd #DIV/0! 0 #DIV/0! 0 #DIV/0!

Even #DIV/0! 0 #DIV/0! 0 #DIV/0!

Redist X- All #DIV/0! 0 #DIV/0! 0 #DIV/0!

Odd #DIV/0! 0 #DIV/0! 0 #DIV/0! (3.2.2.1b)

Even #DIV/0! 0 #DIV/0! 0 #DIV/0! Max

Elastic M All 0 #DIV/0! 0 #DIV/0! 0.00 #DIV/0! 0 #DIV/0!

Odd 0 #DIV/0! 0 #DIV/0! 0.00 #DIV/0! 0 #DIV/0!

Even 0 #DIV/0! 0 #DIV/0! 0.00 #DIV/0! 0 #DIV/0!

Redist M All 0 #DIV/0! 0 #DIV/0! 0.00 #DIV/0! 0 #DIV/0! #DIV

Odd 0 #DIV/0! 0 #DIV/0! 0.00 #DIV/0! 0 #DIV/0! #DIV

Even 0 #DIV/0! 0 #DIV/0! 0.00 #DIV/0! 0 #DIV/0! #DIV


Elastic V All 0 0

Odd 0 0

Even 0 Loadings 0

Redist V All 0 0 0 0 0

Odd 0 0 0 0 0

Even 0 0 0 0 0


Odd #DIV/0! 0 #DIV/0! 0 #DIV/0!



Odd #DIV/0! 0 #DIV/0! 0 #DIV/0! (3.2.2.1b)





Redist M All 0 #DIV/0! 0 #DIV/0! 0.00 #DIV/0! 0 #DIV/0! #DIV

Odd 0 #DIV/0! 0 #DIV/0! 0.00 #DIV/0! 0 #DIV/0! #DIVEven 0 #DIV/0! 0 #DIV/0! 0.00 #DIV/0! 0 #DIV/0! #DIV


10/26


Location 3rd Floor slab, from 1 to 5a ANALYSIS VRIBBED SLABS to BS 8110:1997 (Analysis & Design) MadeOriginated from RCC32.xls v2.6 on CD 2000-2003 BCA for RCC


Elastic V All 0 0

Odd 0 0

Even 0 Loadings 0

Redist V All 0 0 0 0 0Odd 0 0 0 0 0

Even 0 0 0 0 0


Odd #DIV/0! 0 #DIV/0! 0 #DIV/0!



Odd #DIV/0! 0 #DIV/0! 0 #DIV/0! (3.2.2.1





Redist M All 0 #DIV/0! 0 #DIV/0! 0.00 #DIV/0! 0 #DIV/0! #

Odd 0 #DIV/0! 0 #DIV/0! 0.00 #DIV/0! 0 #DIV/0! #

Even 0 #DIV/0! 0 #DIV/0! 0.00 #DIV/0! 0 #DIV/0! #

UDLs at solid (for shear)1 2 3 4 5 6

UDL 15.486 15.486 15.486 0 0 0

PL left 0 0 0 0 0 0

PL right 0 0 0 0 0 0


11/26


Location 3rd Floor slab, from 1 to 5a CALCS IRIBBED SLABS to BS 8110:1997 (Analysis & Design) Made b


REINFORCEMENT DESIGN SPAN 1 L = 2.000 h = 275

bw = 167.5

MAIN STEEL LEFT SPAN RIGHT

b 1.000 1.000 1.000

M/m kNm/m 0.00 0.00 35.85M/rib kNm 0.00 0.00 32.27

d mm 243.0 239.0 239.0

bf mm 900 900 900

K' 0.1558 0.1558 0.1558

Web Mres kNm 48.29 46.71 46.71

Flange Mres kNm 289.75 265.92 280.29

K 0.0000 0.0000 0.0179

z mm 230.85 227.05 227.05

x mm 27.00 26.56 26.56

d' mm 34.0 34.0 34.0

net fsc N/mm 0.0 0.0 0.0

Excess M kNm 0.00 0.00 0.00

As' req mm 0 0 0

fst N/mm 438.1 438.1 438.1As req mm 0 0 324

bw/b 0.19

Min % % 0.13% 0.18% 0.13%

Min As mm 322 83 322

At Edge of Solid dmid = 239.0 d'mid = 36.0

M/m kNm/m 1.82 20.17 7.26

M/rib kNm 1.63 18.15 6.53

bf mm 150 150 150

K 0.0053 0.0605 0.0218

z mm 230.85 221.67 227.05

x mm 27.00 38.51 26.56

net fsc N/mm 0.0 45.6 0.0

Excess M kNm 0.00 0.00 0.00

As' req mm 0 0 0fst N/mm 438.1 438.1 438.1

As req mm 16 187 66

TENSION STEEL

As deflection mm 0 0 324

As to provide mm 120 187 120

in rib mm ok 12 ok 20 ok 20

No 2 1 2

As prov mm 226 314 628

= % % ok 0.556 ok 0.785 ok 1.570

Clear dist mm 122.6 25.0 105.8

Min S mm ok 25.0 ok 25.0 ok 25.0

Max S mm ok 152.2 ok 300.0 ok 152.2

Residual

Min % 0.26% 0.26%As resid mm 96 0

extra mm 8 8

No 4 4

As prov mm 201 201

COMPRESSION STEEL 0.00 0.00

Required mm 157 187 126

mm ok 16 ok 16 ok 16

No 1 1 1

As' prov mm 201 201 201

= % % ok 0.494 ok 0.502 ok 0.502

Clear dist mm 0.0 0.0 0.0

Min S mm ok 0.0 ok 0.0 ok 0.0


12/26


Location 3rd Floor slab, from 1 to 5a CALCS IIRIBBED SLABS to BS 8110:1997 (Analysis & Design) Made b


SPAN 1 cont

DEFLECTION

fs N/mm 0.0 0.0 120.0

Base ratio 20.80 7.00

Tens Mod 2.00 2.00

Comp Mod 1.03 1.00

Perm L/d 0.00 14.00

Actual L/d ok 0.00 ok 8.37

As req increased by % 0.00 0.00

RIB SHEAR

V cl kN/m 0.00 35.85

distance from cl m 0.450 1.100

V rib kN 0.00 16.94

v N/mm 0.0000 0.4231

vc (no links) N/mm 0.6584 0.9345

vc N/mm 0.6584 NOMINAL 0.9345

(v-vc)bv N/mm 67.0 0.0 67.0

Link mm 6 6 6

@ mm 175 1200 175

for mm 0 0 0

As Dist mm ok 0

As' Dist mm ok 0.0 ok 0.0 ok 0.0


- bw = 167.5MAIN STEEL LEFT SPAN RIGHT

b 1.000 0.937 0.850

M/m kNm/m 35.85 62.29 83.25

M/rib kNm 32.27 56.06 74.92d mm 239.0 236.5 239.0

bf mm 900 900 900

K' 0.1558 0.1558 0.1445

Web Mres kNm 46.71 42.42 43.32

Flange Mres kNm 280.29 262.41 259.91

K 0.0179 0.0318 0.0416

z mm 227.05 224.68 227.05

x mm 26.56 26.28 26.56

d' mm 34.0 32.0 34.0

net fsc N/mm 0.0 0.0 0.0

Excess M kNm 0.00 0.00 0.00

As' req mm 0 0 0

fst N/mm 438.1 438.1 438.1

As req mm 324 570 753bw/b 0.19

Min % % 0.13% 0.18% 0.13%

Min As mm 322 83 322


M/m kNm/m 13.66 35.06 49.30

M/rib kNm 12.29 31.55 44.37

bf mm 150 150 150

K 0.0410 0.1074 0.1480

z mm 227.05 203.72 191.00

x mm 26.56 72.84 106.67

net fsc N/mm 0.0 314.4 422.5

Excess M kNm 0.00 0.00 1.05

As' req mm 0 0 12

fst N/mm 438.1 438.1 438.1As req mm 124 354 494


13/26


Location 3rd Floor slab, from 1 to 5a CALCS IIIRIBBED SLABS to BS 8110:1997 (Analysis & Design) Made


SPAN 2 cont

TENSION STEEL



in rib mm ok 20 ok 25 ok 20No 2 2 2

As prov mm 628 982 628

= % % ok 1.570 ok 2.478 ok 1.57

Clear dist mm 105.8 55.7 105.

Min S mm ok 25.0 ok 25.0 ok 25.0

Max S mm ok 152.2 ok 247.5 ok 152.

Residual

Min % 0.26% 0.26%

As resid mm 0 125

extra mm 8 8

No 4 4

As prov mm 201 201


Required mm 393 354 393 mm ok 16 ok 12 ok 16

No 2 4 2

As' prov mm 402 452 402

= % % ok 1.004 ok 1.142 ok 1.00

Clear dist mm 72.8 32.9 72.8

Min S mm ok 25.0 ok 25.0 ok 25.0

DEFLECTION

fs N/mm 120.0 189.9 327.


Tens Mod 2.00 1.74

Comp Mod 1.00 1.07

Perm L/d - 0.00 38.55



RIB SHEAR

V cl kN/m 59.09 67.1

distance from c/L m 1.100 1.10

V rib kN 37.85 45.0

v N/mm 0.9455 1.126

vc (no links) N/mm 0.9345 0.934


(v-vc)bv N/mm 67.0 0.0 67.0

Link mm 6 6 6

@ mm 175 1200 175

for mm 175 2400 525

As Dist mm ok 0



14/26


Location 3rd Floor slab, from 1 to 5a CALCS IVRIBBED SLABS to BS 8110:1997 (Analysis & Design) Made by



- bw = 167.5MAIN STEEL LEFT SPAN RIGHT

b 0.850 0.943 1.000

M/m kNm/m 83.25 71.04 0.00M/rib kNm 74.92 63.93 0.00

d mm 239.0 236.5 239.0

bf mm 900 900 900

K' 0.1445 0.1558 0.1558

Web Mres kNm 43.32 42.42 46.71

Flange Mres kNm 259.91 262.41 280.29

K 0.0416 0.0363 0.0000

z mm 227.05 224.68 227.05

x mm 26.56 26.28 26.56

d' mm 34.0 32.0 34.0

net fsc N/mm 0.0 0.0 0.0

Excess M kNm 0.00 0.00 0.00

As' req mm 0 0 0

fst N/mm 438.1 438.1 438.1As req mm 753 650 0

bw/b 0.19

Min % % 0.13% 0.18% 0.13%

Min As mm 322 83 322


M/m kNm/m 46.57 27.15 0.00

M/rib kNm 41.92 24.44 0.00

bf mm 150 150 150

K 0.1398 0.0832 0.0000

z mm 193.04 212.12 227.05

x mm 102.12 54.18 26.56

net fsc N/mm 422.5 187.0 0.0

Excess M kNm 0.00 0.00 0.00

As' req mm 0 0 0fst N/mm 438.1 438.1 438.1

As req mm 467 263 0

TENSION STEEL




No 2 2 2

As prov mm 628 982 628

= % % ok 1.570 ok 2.478 ok 1.570

Clear dist mm 105.8 55.7 105.8

Min S mm ok 25.0 ok 25.0 ok 25.0

Max S mm ok 152.2 ok 218.4 ok 152.2

Residual

Min % 0.26% 0.26%As resid mm 125 0

extra mm 8 8

No 4 4

As prov mm 201 201


Required mm 393 263 491


No 2 3 3

As' prov mm 402 339 603

= % % ok 1.004 ok 0.857 ok 1.507

Clear dist mm 72.8 55.3 28.4

Min S mm ok 25.0 ok 25.0 ok 25.0


15/26


Location 3rd Floor slab, from 1 to 5a CALCS VRIBBED SLABS to BS 8110:1997 (Analysis & Design) Made by


SPAN 3 cont

DEFLECTION

fs N/mm 327.7 215.2 1.0


Tens Mod 1.08 1.56

Comp Mod 1.00 1.05

Perm L/d - 0.00 33.99



RIB SHEAR

V cl kN/m 68.30 46.55

distance from c/L m 1.100 0.450

V rib kN 46.14 35.62

v N/mm 1.1525 0.8899

vc (no links) N/mm 0.9345 0.9345


(v-vc)bv N/mm 67.0 0.0 67.0

Link mm 6 6 6

@ mm 175 1200 175

for mm 700 3600 0

As Dist mm ok 0



- No Span 4 - bw = 140MAIN STEEL LEFT SPAN RIGHT

b 1.000 #VALUE! ~

M/m kNm/m 0.00 ~ ~

M/rib kNm 0.00 #VALUE! #VALUEd mm -36.0 -36.0 -36.0

bf mm 900 900 900

K' 0.1558 #VALUE! 0.1558

Web Mres kNm 1.06 1.06 1.06

Flange Mres kNm 6.36 #VALUE! 6.36

K 0.0000 #VALUE! #VALUE

z mm -34.20 #VALUE! #VALUE

x mm -4.00 #VALUE! #VALUE

d' mm 34.0 34.0 34.0

net fsc N/mm 438.1 #VALUE! #VALUE

Excess M kNm 0.00 #VALUE! #VALUE

As' req mm 0 #VALUE! #VALUE

fst N/mm 438.1 #VALUE! #VALUE

As req mm 0 #VALUE! #VALUEbw/b 0.16

Min % % 0.13% 0.18% 0.13%

Min As mm 0 0 0

At Edge of Solid dmid = -36.0 d'mid = 36.0

M/m kNm/m 0.00 0.00 0.00

M/rib kNm 0.00 0.00 0.00

bf mm 150 150 150

K 0.0000 0.0000 0.0000

z mm -34.20 #VALUE! -34.20

x mm -4.00 #VALUE! -4.00

net fsc N/mm 438.1 #VALUE! 438.1

Excess M kNm 0.00 0.00 0.00

As' req mm 0 #VALUE! 0

fst N/mm 438.1 #VALUE! 438.1As req mm 0 #VALUE! 0


16/26


Location 3rd Floor slab, from 1 to 5a CALCS VIRIBBED SLABS to BS 8110:1997 (Analysis & Design) Made b


SPAN 4 cont

TENSION STEEL

As deflection mm 0 #VALUE! #VALU

As to provide mm 0 #VALUE! 0


No 2 #VALUE! 2

As prov mm 628 #VALUE! 628

= % % ok -12.467 #VALUE! #VALUE! ok -12.46

Clear dist mm 50.8 #VALUE! 50.8

Min S mm ok 25.0 #VALUE! 25.0 ok 25.0

Max S mm ok 152.2 #VALUE! #VALUE! ok 152.2

Residual

Min % 0.26% 0.26%

As resid mm 0 #VALU

extra mm 8 #VALU

No 4 #VALU

As prov mm 0 #VALU


Required mm #VALUE! #VALUE! #VALU mm ok 16 ok 16 ok 16

No #VALUE! #VALUE! #VALU

As' prov mm #VALUE! #VALUE! #VALU

= % % #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALU

Clear dist mm #VALUE! #VALUE! #VALU

Min S mm #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALU

DEFLECTION

fs N/mm 0.0 #VALUE! #VALU


Tens Mod 2.00 #VALUE!

Comp Mod 1.00 #VALUE!

Perm L/d - 0.00 #VALUE!

Actual L/d ok 0.00 #VALUE! 0.00

As req increased by % 0.00 #VALUE!

RIB SHEAR

V cl kN/m 0.00 0.00

distance from c/L m -0.036 -0.036

V rib kN 0.00 0.00

v N/mm 0.0000 0.000

vc (no links) N/mm #VALUE! #VALU

vc N/mm #VALUE! NOMINAL #VALU

(v-vc)bv N/mm #VALUE! 0.0 #VALU

Link mm 6 6 6

@ mm #VALUE! 1200 #VALU

for mm #VALUE! #VALUE! #VALU

As Dist mm #VALUE! #VALUE!

As' Dist mm #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALU


17/26


Location 3rd Floor slab, from 1 to 5a CALCS VIIRIBBED SLABS to BS 8110:1997 (Analysis & Design) Made by




b ~ #VALUE! ~

M/m kNm/m ~ ~ ~M/rib kNm #VALUE! #VALUE! #VALUE

d mm -36.0 -38.5 -34.0

bf mm 900 900 900

K' 0.1558 #VALUE! 0.1558

Web Mres kNm 1.06 1.21 0.95


K #VALUE! #VALUE! #VALUE

z mm #VALUE! #VALUE! #VALUE

x mm #VALUE! #VALUE! #VALUE

d' mm 34.0 32.0 36.0

net fsc N/mm #VALUE! #VALUE! #VALUE

Excess M kNm #VALUE! #VALUE! #VALUE

As' req mm #VALUE! #VALUE! #VALUE

fst N/mm #VALUE! #VALUE! #VALUEAs req mm #VALUE! #VALUE! #VALUE

bw/b 0.16

Min % % 0.13% 0.18% 0.13%

Min As mm 0 0 0


M/m kNm/m 0.00 0.00 0.00

M/rib kNm 0.00 0.00 0.00

bf mm 150 150 150

K 0.0000 0.0000 0.0000

z mm -34.20 #VALUE! -32.30

x mm -4.00 #VALUE! -3.78


Excess M kNm 0.00 0.00 0.00

As' req mm 0 #VALUE! 0

fst N/mm 438.1 #VALUE! 438.1

As req mm 0 #VALUE! 0

TENSION STEEL

As deflection mm #VALUE! #VALUE! #VALUE



No 2 #VALUE! 2


= % % ok -12.467 #VALUE! #VALUE! ok -8.448




Residual

Min % 0.26% 0.26%

As resid mm #VALUE! #VALUE

extra mm #VALUE! #VALUE

No #VALUE! #VALUE

As prov mm 0 #VALUE


Required mm #VALUE! #VALUE! #VALUE


No #VALUE! #VALUE! #VALUE

As' prov mm #VALUE! #VALUE! #VALUE

= % % #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE

Clear dist mm #VALUE! #VALUE! #VALUE

Min S mm #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE


18/26


Location 3rd Floor slab, from 1 to 5a CALCS VIIRIBBED SLABS to BS 8110:1997 (Analysis & Design) Made by


SPAN 5 cont

DEFLECTION

fs N/mm #VALUE! #VALUE! #VALUE


Tens Mod #VALUE! #VALUE!





RIB SHEAR

V cl kN/m 0.00 0.00


V rib kN 0.00 0.00

v N/mm 0.0000 0.0000

vc (no links) N/mm #VALUE! #VALUE

vc N/mm #VALUE! NOMINAL #VALUE

(v-vc)bv N/mm #VALUE! 0.0 #VALUE

Link mm 6 6 6

@ mm #VALUE! 1200 #VALUE

for mm #VALUE! #VALUE! #VALUE


As' Dist mm #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE



b ~ #VALUE! ~

M/m kNm/m ~ ~ kNm/mM/rib kNm #VALUE! #VALUE! #VALUE

d mm -34.0 -34.0 -32.0

bf mm 900 900 900

K' 0.1558 #VALUE! 0.1558

Web Mres kNm 0.95 0.95 0.84


K #VALUE! #VALUE! #VALUE

z mm #VALUE! #VALUE! #VALUE

x mm #VALUE! #VALUE! #VALUE

d' mm 36.0 32.0 34.0

net fsc N/mm #VALUE! #VALUE! #VALUE

Excess M kNm #VALUE! #VALUE! #VALUE

As' req mm #VALUE! #VALUE! #VALUE

fst N/mm #VALUE! #VALUE! #VALUEAs req mm #VALUE! #VALUE! #VALUE

bw/b 0.16

Min % % 0.13% 0.18% 0.13%

Min As mm 0 0 0


M/m kNm/m 0.00 0.00 0.00

M/rib kNm 0.00 0.00 0.00

bf mm 150 150 150

K 0.0000 0.0000 0.0000

z mm -32.30 #VALUE! -30.40

x mm -3.78 #VALUE! -3.56


Excess M kNm 0.00 0.00 0.00

As' req mm 0 #VALUE! 0fst N/mm 438.1 #VALUE! 438.1

As req mm 0 #VALUE! 0


19/26


Location 3rd Floor slab, from 1 to 5a CALCS IXRIBBED SLABS to BS 8110:1997 (Analysis & Design) Made b


SPAN 6 cont

TENSION STEEL

As deflection mm #VALUE! #VALUE! #VALU


in ribmm ok

16ok

16ok

12No 2 #VALUE! 2


= % % ok -8.448 #VALUE! #VALUE! ok -5.049




Residual

Min % 0.26% 0.26%

As resid mm #VALUE! #VALU

extra mm #VALUE! #VALU

No #VALUE! #VALU

As prov mm 0 #VALU


Required mm #VALUE! #VALUE! #VALU mm ok 20 ok 12 ok 16

No #VALUE! #VALUE! #VALU

As' prov mm #VALUE! #VALUE! #VALU

= % % #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALU

Clear dist mm #VALUE! #VALUE! #VALU

Min S mm #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALU

DEFLECTION

fs N/mm #VALUE! #VALUE! #VALU


Tens Mod #VALUE! #VALUE!





RIB SHEAR

V cl kN/m 0.00 0.00


V rib kN 0.00 0.00

v N/mm 0.0000 0.0000

vc (no links) N/mm #VALUE! #VALU

vc N/mm #VALUE! NOMINAL #VALU

(v-vc)bv N/mm #VALUE! 0.0 #VALU

Link mm 6 6 6

@ mm #VALUE! 1200 #VALU

for mm #VALUE! #VALUE! #VALU


As' Dist mm #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALU


20/26


Location 3rd Floor slab, from 1 to 5a GRAPH DATA IRIBBED SLABS to BS 8110:1997 (Analysis & Design)Originated from RCC32.xls v2.6 on CD 2000-2003 BCA for RCC

LOADING DIAGRAMBeam 0 16.5 -5.0463

0 0

Supports 0 0 2 2 9 9 16.5 16.5

0 0 -5.0463 0 -5.0463 0 -5.0463 0 -5

UDL's 0 0 2 2 2 9 9 9 16.5 16.5 16.5 16.5

Dead 0 8.23 8.2337 0 6.69 6.6851 0 6.32 6.3233 0 0.00 0

Imposed 8.2337 12.23 12.234 8.2337 10.69 10.685 6.6851 10.32 10.323 6.3233 0.00 0

PL's 0 0 0 0 3.45 3.45 2 2

Dead 12.234 12.23 12.234 12.23 10.685 19.19 10.685 10.69 1

Imposed 12.234 12.23 12.234 12.23 19.185 20.19 10.685 10.69 1

MOMENT DIAGRAMSSPAN 1

X 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1

M(e) all 0 0.0896 0.3585 0.8067 1.4342 2.2409 3.2269 4.3922 5.7367 7.2605 8.9636 10.846 1

M(e) odd 0 0.0896 0.3585 0.8067 1.4342 2.2409 3.2269 4.3922 5.7367 7.2605 8.9636 10.846 1

M(e) even 0 0.0412 0.1647 0.3705 0.6587 1.0292 1.4821 2.0173 2.6348 3.3346 4.1168 4.9814 5

Beam 0 0 0 0 0 0 0 0 0 0 0 0

M(r) all 0 0.0896 0.3585 0.8067 1.4342 2.2409 3.2269 4.3922 5.7367 7.2605 8.9636 10.846 1

M(r) odd 0 0.0896 0.3585 0.8067 1.4342 2.2409 3.2269 4.3922 5.7367 7.2605 8.9636 10.846 1

M(r) even 0 0.0412 0.1647 0.3705 0.6587 1.0292 1.4821 2.0173 2.6348 3.3346 4.1168 4.9814 5

70% max 0 0.0627 0.251 0.5647 1.0039 1.5686 2.2588 3.0745 4.0157 5.0824 6.2745 7.5922 9

70% min 0 0.0288 0.1153 0.2594 0.4611 0.7204 1.0374 1.4121 1.8443 2.3343 2.8818 3.487 4

Lower bound 0 0 0 0 0 0 0 0 0 0 0 0

Upper bound 0 0.0896 0.3585 0.8067 1.4342 2.2409 3.2269 4.3922 5.7367 7.2605 8.9636 10.846 1

Beam 0 0 0 0 0 0 0 0 0 0 0 0

SPAN 2

Local X 0 0.35 0.7 1.05 1.4 1.75 2.1 2.45 2.8 3.15 3.5 3.85X 2 2.35 2.7 3.05 3.4 3.75 4.1 4.45 4.8 5.15 5.5 5.85

M(e) all 35.854 16.873 -0.1787 -15.299 -28.49 -35.699 -40.304 -42.978 -43.721 -42.534 -39.416 -34.368 -2

M(e) odd 35.854 27.395 19.754 12.932 6.9293 4.2954 2.9053 2.3342 2.582 3.6488 5.5344 8.239 1

M(e) even 16.467 -2.9348 -20.406 -35.948 -49.558 -57.188 -62.213 -65.307 -66.471 -65.704 -63.007 -58.379 -5

Beam 0 0 0 0 0 0 0 0 0 0 0 0

M(r) all 35.854 16.138 -1.6477 -17.503 -31.428 -39.372 -44.711 -48.119 -49.597 -49.145 -46.761 -42.448 -3

M(r) odd 35.854 27.915 20.795 14.494 9.0123 6.8991 6.0298 5.9794 6.7479 8.3354 10.742 13.967 1

M(r) even 16.467 -2.4087 -19.354 -34.369 -47.454 -54.558 -59.057 -61.625 -62.263 -60.97 -57.746 -52.593 -4

70% max 25.098 19.176 13.828 9.0525 4.8505 3.0068 2.0337 1.634 1.8074 2.5541 3.8741 5.7673 8

70% min 11.527 -2.0543 -14.284 -25.163 -34.691 -40.032 -43.549 -45.715 -46.53 -45.993 -44.105 -40.866 -3

Lower bound 0 -2.4087 -19.354 -34.369 -47.454 -54.558 -59.057 -61.625 -62.263 -60.97 -57.746 -52.593 -4

Upper bound 35.854 27.915 20.795 14.494 9.0123 6.8991 6.0298 5.9794 6.7479 8.3354 10.742 13.967 1

Beam 0 0 0 0 0 0 0 0 0 0 0 0

SPAN 3

Local X 0 0.375 0.75 1.125 1.5 1.875 2.25 2.625 3 3.375 3.75 4.125X 9 9.375 9.75 10.125 10.5 10.875 11.25 11.625 12 12.375 12.75 13.125

M(e) all 97.937 72.664 49.535 28.552 9.713 -6.9808 -21.53 -33.934 -44.193 -52.307 -58.276 -62.101 -

M(e) odd 69.432 45.583 23.88 4.3218 -13.092 -28.36 -41.484 -52.463 -61.296 -67.985 -72.529 -74.929 -7

M(e) even 70.142 58.188 47.122 36.946 27.659 19.261 11.753 5.1332 -0.597 -5.4379 -9.3897 -12.452 -

Beam 0 0 0 0 0 0 0 0 0 0 0 0

M(r) all 83.247 58.708 36.314 16.065 -2.0395 -17.999 -31.813 -43.483 -53.007 -60.387 -65.622 -68.712 -6

M(r) odd 79.846 55.477 33.253 13.174 -4.7599 -20.549 -34.194 -45.693 -55.048 -62.257 -67.322 -70.242 -7

M(r) even 80.664 68.183 56.591 45.889 36.076 27.152 19.117 11.972 5.7158 0.3488 -4.129 -7.7176 -

70% max 68.556 50.865 34.675 25.862 19.361 13.483 8.2268 3.5932 -0.4179 -3.8066 -6.5728 -8.7165 -

70% min 48.602 31.908 16.716 3.0252 -9.1642 -19.852 -29.039 -36.724 -42.908 -47.59 -50.771 -52.45 -5

Lower bound 0 0 0 0 -9.1642 -20.549 -34.194 -45.693 -55.048 -62.257 -67.322 -70.242 -7

Upper bound 83.247 68.183 56.591 45.889 36.076 27.152 19.117 11.972 5.7158 0.3488 0 0

Beam 0 0 0 0 0 0 0 0 0 0 0 0

SPAN 4

Local X 0 0 0 0 0 0 0 0 0 0 0 0

X 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5

M(e) all 0 0 0 0 0 0 0 0 0 0 0 0


21/26


Location 3rd Floor slab, from 1 to 5a GRAPH DATA IIRIBBED SLABS to BS 8110:1997 (Analysis & Design)Originated from RCC32.xls v2.6 on CD 2000-2003 BCA for RCC

SPAN 5

Local X 0 0 0 0 0 0 0 0 0 0 0 0

X 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5

M(e) all 0 0 0 0 0 0 0 0 0 0 0 0

M(e) odd 0 0 0 0 0 0 0 0 0 0 0 0

M(e) even 0 0 0 0 0 0 0 0 0 0 0 0

Beam 0 0 0 0 0 0 0 0 0 0 0 0

M(r) all 0 0 0 0 0 0 0 0 0 0 0 0

M(r) odd 0 0 0 0 0 0 0 0 0 0 0 0

M(r) even 0 0 0 0 0 0 0 0 0 0 0 0

70% max 0 0 0 0 0 0 0 0 0 0 0 0

70% min 0 0 0 0 0 0 0 0 0 0 0 0Lower bound 0 0 0 0 0 0 0 0 0 0 0 0

Upper bound 0 0 0 0 0 0 0 0 0 0 0 0

Beam 0 0 0 0 0 0 0 0 0 0 0 0

SPAN 6

Local X 0 0 0 0 0 0 0 0 0 0 0 0

X 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5

M(e) all 0 0 0 0 0 0 0 0 0 0 0 0

M(e) odd 0 0 0 0 0 0 0 0 0 0 0 0

M(e) even 0 0 0 0 0 0 0 0 0 0 0 0

Beam 0 0 0 0 0 0 0 0 0 0 0 0

M(r) all 0 0 0 0 0 0 0 0 0 0 0 0

M(r) odd 0 0 0 0 0 0 0 0 0 0 0 0

M(r) even 0 0 0 0 0 0 0 0 0 0 0 0

70% max 0 0 0 0 0 0 0 0 0 0 0 0

70% min 0 0 0 0 0 0 0 0 0 0 0 0Lower bound 0 0 0 0 0 0 0 0 0 0 0 0

Upper bound 0 0 0 0 0 0 0 0 0 0 0 0

Beam 0 0 0 0 0 0 0 0 0 0 0 0

SHEAR FORCE DIAGRAMSSPAN 1 SPAN 2

Local X 0 0 0 0 0 0 2 0 1.45 1.45 1.45 1.45

X 0 0 0 0 0 0 2 2 3.45 3.45 3.45 3.45

V(e) all 0 0 0 0 0 0 -35.854 56.991 34.141 20.641 20.641 20.641

V(e) odd 0 0 0 0 0 0 -35.854 25.34 15.647 7.1469 7.1469 7.1469

V(e) even 0 0 0 0 0 0 -16.467 58.193 35.342 21.842 21.842 21.842

V(r) all 0 0 0 0 0 0 -35.854 59.09 36.239 22.739 22.739 22.739

V(r) odd 0 0 0 0 0 0 -35.854 23.852 14.159 5.6591 5.6591 5.6591

V(r) even 0 0 0 0 0 0 -16.467 56.689 33.839 20.339 20.339 20.339Lower bound 0 0 0 0 0 0 -35.854 23.852 14.159 5.6591 5.6591 5.6591

Upper bound 0 0 0 0 0 0 -16.467 59.09 36.239 22.739 22.739 22.739

Beam 0 0 0 0 0 0 0 0 0 0 0 0

GRIDS 2 2 9 9 16.5 16.5 16.5 16.5

-75.34 97.937 -75.339 97.937 -75.339 97.937 -75.339 97.937


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Disclaimer

Status of spreadsheet

Public release version.

Revision history RCC32

Date Version

6-Dec-04 RCC32 v2.6

3-Nov-03 RCC32 v2.5

18-Aug-03 RCC32 v2.4

26-Jun-03 RCC32 v2.3

21-Jan-03 RCC32 v2.21-Dec-02 RCC32 v2.1

11-Oct-02 RCC32 v2.0

8-Apr-02 RCC32 v1.6

5-Apr-02 RCC32 v1.5

5-May-01 RCC32 v1.4

1-Jun-00 RCC32 v1.3

15-Feb-00 RCC32 v1.2

2-Feb-00 RCC32 v1.1

4-Aug-99 RCC32 v1.0

All advice or information fro

those who will evaluate the

application. No liability (incl

accepted by the BCA, RCsoftware and publications ar

possession of the latest versi

This spreadsheet should be

design to BS 8110 and EC2

RG45 6YS.


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ibbed Slabs (A & D)

Action Size (kB)

Display and use of reverse support moments and shears. 864

Correction to deflection enhancement for cantilevers in span 3 (Robert

Povey).863

Routine for calculating imposed reactions upgraded. 863

Correction to ANALYSIS cells H179:184 etc (negative values of Xp2 -

Xp1)835

DETR logo replaced by DTI. 834Correction for cantilever at span 1. 852

Version 2 enhancements 856

Similar correction at BAR!G563. 833

Deflection base ratio bug for spans >10m fixed at Bar!G74, E164 etc

(v1.2 fix had reverted).833

Warning message corrected in MAIN:L30 etc 762

Compresion steel mod factor now based on bf, and in spans, x limit of

hf/0.9 checked.762

Deflection base ratio bug for spans >10m fixed at Bar!G74, G164 etc. 758

Single span deflection base ratio added 758

First public release.

Includes b version comments761

the British Cement Association and/or Reinforced Concrete Council is intended for

significance and limitations of its contents and take responsibility for its use and

ding that for negligence) for any loss resulting from such advice or information is

or their subcontractors, suppliers or advisors. Users should note that all BCAsubject to revision from time to time and should therefore ensure that they are in

on.

used in compliance with the accompanying publication 'Spreadsheets for concrete

' available from British Cement Association, Telford Avenue, Crowthorne, Berkshire

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.


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RCC32 Ribbed Slabs (a & D)gfdg

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