Flat Slab BS8110

Project

Spreadsheets Spreadsheet s to BS 8110

Client Location

Advisory Group ECBP Typical Floor

REINFORCED CONCRETE COUNCIL Made by

A

from grids

to

D

rmw

FLAT FLAT SLA SLAB B ANALY ANALYSIS SIS & DESIGN DESIGN to BS 811 8110:1 0:1997 997 Originated from RCC33.xls on CD

MATERIALS

f cu fyl fyv

SPANS SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 SPAN 6

L (m)

7.500 7.500 7.500

mm h agg 20 gs 1.05 steel gc 1.50 concrete

GEOMETRY Bay type INTERNAL mm Slab depth, h 250 Panel width, b 7500 mm End distance End distance

125 125

Checke Checked d

© 1999 BCA for RCC

40 N/mm² 460 N/mm² 460 N/mm²

Date

from supt 1 from supt 4

Page

26-Nov-13 Revisi Revision on

49 Job No

chg

-

R68

COVERS Top cover Btm cover

mm

TO LAYER

25 25

1 1

PERIMETER LOADS characteristic 8.85 kN/m outside supports 1 & 4

LOADING PATTERN min

max

1. 0

DEAD IMPOSED

1.4 1.6

H (mm)

B (mm)

End Cond

250 400 400 250

400 400 400 400

F F F F

Dead L oa d

Imposed L o ad

Position from left

Loaded Length

~~~~~

~~~~~ ~~~~~ ~~~~~

~~~~~

~~~~~ ~~~~~ ~~~~~

~~~~~

~~~~~ ~~~~~ ~~~~~

. (mm) SUPPORT ABOVE (m) H (mm Support 1 3.750 250 Support 2 3.750 400 Support 3 3.750 400 Support 4 3.750 250 Support 5 Support 6 Support 7

LOADING UDLs (kN/m²) Span 1 UDL PL 1 PL 2 Part UDL Span 2 UDL PL 1 PL 2 Part UDL Span 3 UDL PL 1 PL 2 Part UDL

B (mm (mm)

400 400 400 400

PLs (kN/m)

End Cond BELOW (m)

F F F F

3.750 3.750 3.750 3.750

Position (m)

Dead L oa d

Imposed Lo a d

P os i t i o n from left

L oa de d Le n gt h

7.50

3.50

~~~~~

~~~~~ ~~~~~ ~~~~~

7.50

3.50

~~~~~

~~~~~ ~~~~~ ~~~~~

7.50

3.50

~~~~~

~~~~~ ~~~~~ ~~~~~

Span 4 UDL PL 1 PL 2 Part UDL Span 5 UDL PL 1 PL 2 Part UDL Span 6 UDL PL 1 PL 2 Part UDL

LOADING DIAGRAM

A

D

REINFORCED CONCRETE COUNCIL

Project

Spreadsheets to BS 8110

Client Location

Advisory Group ECBP Typical Floor, from grids A to D

Made by

FLAT SLAB ANALYSIS & DESIGN to BS 8110:1997

Checked

Originated from RCC33.xls on CD

rmw

Date

Page

26-Nov-13 Revision

chg

© 1999 BCA for RCC

50 Job No

-

R68

BENDING MOMENT DIAGRAMS (kNm) 1000

800

800

600

600

400

400

200

200 0

0

-200

-200

-400

-400

-600

-600 0

5

10

15

20

0

25

5

Elastic Moments SUPPORT No

Elastic M Redistributed M ßb Redistribution End support reinf. Ø mm SPAN No

Elastic M Redistributed M ßb

10

15

20

25

20

25

Redistributed Envelope

1

2

3

4

128.2 128.2 1.000

710.4 568.4 0.800 20.0%

710.4 568.4 0.800 20.0%

128.2 128.2 1.000

16 *

~ ~ ~

~ ~ ~

~ ~ ~

~ ~ ~

~ ~ ~

16 *

1

2

3

501.02 520.17 1.038

328.88 280.67 0.853

501.02 520.17 1.038

~ ~ ~

SHEARS FORCE DIAGRAMS (kN) 600

600

400

400

200

200

0

0

-200

-200

-400

-400

-600

-600 0

5

10

15

20

25

0

5

Elastic Shears SPAN No

Elastic V Redistributed V

10

15

Redistributed Shears 1

2

3

389.8 394.1

531.7 512.7

452.8 452.8

452.8 452.8

531.7 512.7

389.8 394.1

~ ~

~ ~

~ ~

~ ~

~ ~

~ ~

SPAN No

Elastic V Redistributed V REACTIONS (kN) SUPPORT

ALL SPANS LOADED ODD SPANS LOADED EVEN SPANS LOADED Veff for punching Characteristic Dead Characteristic Imposed COLUMN MOMENTS (kNm) Above ALL SPANS Below LOADED Above ODD SPANS Below LOADED Above EVEN SPANS Below LOADED

1

2

3

4

500.9 502.1 220.4 627.7 248.0 96.8

965.5 722.4 727.7 1059.3 458.2 202.5

965.5 722.4 727.7 1059.3 458.2 202.5

500.9 502.1 220.4 627.7 248.0 96.8

1

2

3

4

53.3 53.3 59.7 59.7 18.0 18.0

-45.9 -45.9 -107.1 -107.1 40.1 40.1

45.9 45.9 107.1 107.1 -40.1 -40.1

-53.3 -53.3 -59.7 -59.7 -18.0 -18.0

Project Client Location




Made by


Checked


SPAN 3 ACTIONS

ßb Be Total M Mt max

MIDDLE STRIP Width

kNm kNm mm

M kNm d mm As mm²/m As deflection mm²/m As prov mm²/m Top steel Deflection

rmw chg

© 1999 BCA for RCC

Date

Page

Nov-2013 Revision

-

LEFT

CENTRE

RIGHT

0.800 3750 480.2 1059.5

1.038

1.000 650 79.9 183.6

520.2

52 Job No

R68

3750 120.1 217.0 354 354 Provide T16 @ 550 T1 366

3750 6850 234.1 2.3 215.0 219.0 698 4 851 Provide T20 @ 350 B1 Provide T12 @ 325 T1 898 348 Provide T12 @ 325 T1 OK L/d = 7,500 /215.0 = 34.884 < 26.0 x 1.466 x 1.050 x 0.9 = 36.038

(As increased by 21.9 % for deflection)

COLUMN STRIP Width

mm

M kNm d mm As mm²/m As deflection mm²/m As prov mm²/m Top steel Deflection

3750 360.2 217.0 1075 1075 Provide T16 @ 125:250 T1 1206

3750 650 286.1 79.9 215.0 217.0 853 1403 1194 Provide T20 @ 250 B1 Provide T16 @ 125 T1 1257 1608 Provide T12 @ 325 T1 OK L/d = 7,500 /215.0 = 34.884 < 26.0 x 1.454 x 1.050 x 0.9 = 35.729

(As increased by 40.0 % for deflection)

CHECKS

% As Singly reinforced max S

ok ok ok

ok ok ok

ok ok ok

Project


Client Location


Made by


Checked

Revision

c g

-


Legend for Input Data


© 1999 BCA for RCC

rmw

Date

Page

26-Nov-13

53 Job No

R68

Project


Client Location


Made by


Checked



rmw

© 1999 BCA for RCC

Date

Page

26-Nov-13 Revision

54 Job No

chg

-

R68

No

WEIGHT of REINFORCEME Mid Strip Col Strip TOP STEEL

Support 1

22 7

Span 1

12 12

Support 2

7 23

Span 2

12 12

Support 3

7 23

Span 3

12

Support 4

24

12 7

BTM STEEL

Span 1

11 15

Span 2

9

Span 3

11

7 15

Type

Dia

Length

Unit wt

Weight

T T T T T T T T T T T T T T

12 16 12 12 16 16 12 12 16 16 12 12 12 16

2350 2550 4950 4950 3750 3750 4950 4950 3750 3750 4950 4950 2350 2550

0.888 1.578 0.888 0.888 1.578 1.578 0.888 0.888 1.578 1.578 0.888 0.888 0.888 1.578

45.9 28.2 52.7 52.7 41.4 136.1 52.7 52.7 41.4 136.1 52.7 52.7 50.1 28.2

T T T T T T

20 20 16 20 20 20

6875 7750 6825 7650 6875 7750

2.466 2.466 1.578 2.466 2.466 2.466

186.5 286.7 96.9 132.1 186.5 286.7

SUMMARY Rebar for single direction only. All figures approximate - see User Guide. TOTAL REINFORCEMENT IN BAY (kg) 1999 REINFORCEMENT DENSITY (kg/m )

46.9

ANALYSIS 1.0 0.4

Min load Live load

x dead load x dead load +

1.6

x imposed load

(Table 2.1)

Distribution Factors SUPT 1

SUPT 2

Up col

I Stiffness Sum Factor

R

Lo col

L

Up col

SUP R

Lo col

L

520833333.3

9765625000

9765625000

2133333333

2133333333

9765625000

9765625000

2133333333

138888888.9

1302083333

1302083333

568888888.9

568888888.9

1302083333

1302083333

568888888.9

1579861111

4.E+09

4.E+09

0.0879121 0.0879121 0.8241758 0.3479697 0.1520303 0.1520303 0.347969713 SUPT 4 L

I Stiffness Sum Factor

0.3479697 0.1520303

SUPT 5 R

L

Up col

Lo col

9765625000

520833333.3

520833333.3

0

1302083333

138888888.9

138888888.9

0

2.E+09

Up col

520833333.3 138888888.9

Up col

SUP R

Lo col

L

0

0

0

0

0

0

0

0

0.E+00

0.8241758 0.0879121 0.0879121

0

Up col

0

0

0

0

0.E+00

1

0

0

0

1

0

SUPT 7 L I Stiffness Sum Factor

0 0

Up col

Lo col

0

0

0

0

0

0

Partial UDL factors

a b

0

0

1

2

3

4

0 0

0 0

0 0

#DIV/0! #DIV/0!

Fixed End Moments LEFT EDGE

Min load Cant UDL PL 1 PL 2 part UDL FEM Live load Cant UDL PL 1 PL 2 part UDL FEM

SPAN 1 R

L

0.0585938 1.10625

1.16

0.0671875 0.4425

0.51

SPAN 2 R

L

SPAN 3 R

L

SPAN 4 R

L

SP L

35.15625 0 0 0 35.16

210.9375 35.15625 0 0 0 35.16

210.9375 35.15625 0 0 0 35.16

35.15625 0 0 0 35.16

210.9375 35.15625 0 0 0 35.16

35.15625 0 0 0 35.16

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

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

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

40.3125 0 0 0 40.31

241.875 40.3125 0 0 0 40.31

241.875 40.3125 0 0 0 40.31

40.3125 0 0 0 40.31

241.875 40.3125 0 0 0 40.31

40.3125 0 0 0 40.31

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

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

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

SUPT 1

LoCol

Moment Distribution HiCol

Edge

8.7363281

Min load

8.74

-263.6719 210.11171 22.411916 0 0 0 -18.27813 15.064391 1.6068684 -3.180118 2.620976 0.2795708 -1.86378 1.5360826 0.1638488 -0.552275 0.4551714 0.0485516 -0.229715 0.1893255 0.0201947 -57.80 24.53

0.00

-302.3438 249.18441 26.57967 -52.60323 43.354314 4.6244601 -30.82932 25.408783 2.7102701 -9.135332 7.5291201 0.8031061 -3.799781 3.1316878 0.3340467 -1.316081 1.084682 0.1156994 -0.501411 0.413251 0.0440801 -70.42 35.21

22.411916 0 1.6068684 0.2795708 0.1638488 0.0485516

Sum Live on Odd Spans

0.0201947 24.53 26.57967 4.6244601 2.7102701 0.8031061 0.3340467 0.1156994

Sum

0.0440801 35.21

HiCol

0 -15.97167 -2.778829 -1.628596 -0.482585 -0.200728 -0.069524 -21.13 -45.96541 -26.93907 -7.982575 -3.320299 -1.150009 -0.43814 -0.158682 -85.95

SUPT 2

LoCol

HiCol

263.67188 0 105.05586 -36.55626 0 -6.360235 7.5321957 -3.727561 1.310488 -1.104549 0.7680413 -0.45943 0.2275857 -0.159127 330.20

-263.6719 0 0 -36.55626 18.278128 -6.360235 3.1801175 -3.727561 1.8637803 -1.104549 0.5522746 -0.45943 0.229715 -0.159127 -287.94

302.34375 -105.2065 124.5922 -61.65865 21.677157 -18.27066 12.704391 -7.599562 3.76456 -2.632162 1.5658439 -1.002823 0.542341 -0.363194 270.46

-105.2065 -45.96540717 52.603234 -61.65865 -26.93907343 30.829323 -18.27066 -7.982575203 9.1353323 -7.599562 -3.320299462 3.7997812 -2.632162 -1.150008968 1.3160808 -1.002823 -0.438139842 0.5014113 -0.363194 -0.158681955 -98.55 -85.95

0

0

-15.97167216

15.971672

-2.778829086

2.7788291

-1.628596055

1.6285961

-0.482584916

0.4825849

-0.20072801

0.200728

-0.069523552 -21.13

0.0695236 21.13

SUP

263.67188 0 0 36.556256 -18.27813 6.360235 -3.180118 3.7275606 -1.86378 1.1045492 -0.552275 0.45943 -0.229715 0.1591268 287.94

45.965407 105.20647 -52.60323 26.939073 61.658646 -30.82932 7.9825752 18.270665 -9.135332 3.3202995 7.5995624 -3.799781 1.150009 2.6321616 -1.316081 0.4381398 1.0028225 -0.501411 0.158682 0.3631942 85.95 98.55

Spreadsheets to BS 8110 ECBP Typical Floor, from grids A to D

Project Location

FLAT SLAB ANALYSIS & DESIGN to BS 8110:1997 Originated from RCC33.xls on CD

-0.336058

-3.150541 52.603234 -43.35431 9.4262393 -7.768879 5.4115199 -4.460044 1.6173561 -1.332986 0.6693855 -0.551691 0.2324226 -0.191557 9.15

-4.62446 - 0.82868 -0.475738 - 0.142185 -0.058847

Sum

© 1999 BCA for RCC

3.8226563

Live on Even Spans

-0.020433 -6.49

3.82

Elastic Support Moments Support

Redistribution ßb ßb + Mt max Max M Dead only All spans Odd Spans Even Spans

-302.3438 105.20647 -52.60323 18.852479 -9.426239 10.82304 -5.41152 3.2347122 -1.617356 1.338771 -0.669386 0.4648452 -0.232423 0.176862 -232.21

45.965407 105.20647 -1.57527 8.2367736 18.852479 -21.67716 4.7286582 10.82304 -3.884439 1.4132673 3.2347122 -2.230022 0.584918 1.338771 -0.666493 0.203094 0.4648452 -0.275846 0.0772722 0.176862 61.21 109.79

-4.62446 -0.82868 -0.475738 -0.142185 -0.058847 -0.020433 -6.49

45.96540717

-45.96541

8.236773581

-8.236774

4.728658249

-4.728658

1.413267344

-1.413267

0.584917992

-0.584918

0.203093981

-0.203094

0.077272175 61.21

-0.077272 -61.21

302.34375 -105.2065 52.603234 -18.85248 9.4262393 -10.82304 5.4115199 -3.234712 1.6173561 -1.338771 0.6693855 -0.464845 0.2324226 -0.176862 232.21

(3.2.1.2.2)

1

All spans Odd Spans Even Spans

-0.336058

2

3

4

5

Left

Right

Left

Right

Left

Right

Left

Right

Left

Right

12.56 8.74 12.56

119.07 128.22 48.65

710.44 600.66 439.99

618.69 386.48 520.14

618.69 386.48 520.14

710.44 600.66 439.99

119.07 128.22 48.65

12.56 8.74 12.56

0.00 0.00 0.00

0.00 0.00 0.00

(3.2.2.1) 1 1 183.65 128.22 8.74 57.80 12.56 119.07 8.74 128.22 12.56 48.65

method 1 0.8 0.8 1.2 1.2 1000000.00 1000000.00 568.35 568.35 330.20 287.94 287.94 330.20 568.35 568.35 568.35 568.35 568.35 463.78 463.78 568.35 527.98 568.35 568.35 527.98

0.000006 1 1 183.65 128.22 57.80 119.07 128.22 48.65

8.74 12.56 8.74 12.56

1 1 1000000.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

Total Ultimate Loads Span

Dead only All spans Odd Spans Even Spans

1

2

3

UDL

PL1

PL2

ptUD

UDL

PL1

PL2

ptUD

UDL

PL1

421.875 905.625 905.625 421.875

0 0 0 0

0 0 0 0

0 0 0 0

421.875 905.625 421.875 905.625

0 0 0 0

0 0 0 0

0 0 0 0

421.875 905.625 905.625 421.875

0 0 0 0

0 0 0 0

0 0 0 0

0 0 0 0

0 0 0 0

0 0 0 0

0 0 0 0

0 0 0 0

0 0 0 0

0 0 0 0

0 0 0 0

531.7 515.8 263.1

452.8 210.9 452.8

452.8 210.9 452.8

531.7 515.8 263.1

Span

4


5

6

Elastic Shears Span

1


2

374.0 389.8 158.8

Span

4


3

108.0 108.0 73.4

0.0 0.0 0.0

0.0 0.0 0.0

247.3 512.7 511.5 274.8

210.9 452.8 210.9 452.8

6

0.0 0.0 0.0

0.0 0.0 0.0

210.9 452.8 210.9 452.8

247.3 512.7 511.5 274.8

LEFT

374.0 389.8 158.8

5

108.0

108.0

73.4 RIGHT

0.0 0.0 0.0

0.0 0.0 0.0

Redistributed Shears Span

1


2

174.6 392.9 394.1 147.0

Span

4


3

5

73.4 108.0 108.0 73.4

0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0

6

0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0

LEFT

174.6 392.9 394.1 147.0

73.4 108.0

108.0

73.4 RIGHT

0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0

Imposed Reactions Support

All spans Odd Spans Even Spans Project Location

1

2

3

4

5

6

7

96.1 96.8 -79.3

202.5 50.6 53.9

202.5 50.6 53.9

96.1 96.8 -79.3

0.0 0.0 0.0

0.0 0.0 0.0

0.0 0.0 0.0

Spreadsheets to BS 8110 ECBP Typical Floor, from grids A to D FLAT SLAB ANALYSIS & DESIGN to BS 8110:1997 Originated from RCC33.xls on CD

© 1999 BCA for RCC

SPAN MOMENTS SPAN 1 Elastic V All Odd Even Redist V All Odd Even Elastic X- All Odd Even Redist X- All Odd Even Elastic M All Odd Even Redist M All Odd Even SPAN 2 Elastic V All Odd Even Redist V All Odd Even Elastic X- All Odd Even Redist X- All Odd Even Elastic M All Odd Even Redist M All Odd Even SPAN 3 Elastic V All Odd Even Redist V All Odd Even Elastic X- All Odd Even Redist X- All Odd Even Elastic M All Odd Even Redist M All Odd Even Project Location

Left

< >

374.0 389.8 158.8 392.9 394.1 147.0

119.1 128.2 48.6 119.1 128.2 48.6

0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 -119.1 -128.2 -48.6 -119.1 -128.2 -48.6

Left

< >

452.8 210.9 452.8 452.8 210.9 452.8

618.7 386.5 520.1 568.4 463.8 568.4

0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 -618.7 -386.5 -520.1 -568.4 -463.8 -568.4

Left

< >

531.7 515.8 263.1 512.7 511.5 274.8

0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 -710.4 -600.7 -440.0 -568.4 -568.4 -528.0

710.4 600.7 440.0 568.4 568.4 528.0

PL1

< >

374.0 389.8 158.8 392.9 394.1 147.0 0 0 0 0 0 0 -119.1 -128.2 -48.6 -119.1 -128.2 -48.6

0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 -119.1 -128.2 -48.6 -119.1 -128.2 -48.6

PL1

< >

452.8 210.9 452.8 452.8 210.9 452.8 0 0 0 0 0 0 -618.7 -386.5 -520.1 -568.4 -463.8 -568.4

0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 -618.7 -386.5 -520.1 -568.4 -463.8 -568.4

PL1

< >

531.7 515.8 263.1 512.7 511.5 274.8 0 0 0 0 0 0 -710.4 -600.7 -440.0 -568.4 -568.4 -528.0

0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 -710.4 -600.7 -440.0 -568.4 -568.4 -528.0

PL2

< >

374.0 389.8 158.8 392.9 394.1 147.0 0 0 0 0 0 0 -119.1 -128.2 -48.6 -119.1 -128.2 -48.6

PL2

Right

100.0 100.0 100.0 100.0 100.0 100.0 3.750 3.750 3.750 3.750 3.750 3.750 230.3 9.0 328.9 280.7 -68.3 280.7

100.0 100.0 100.0 100.0 100.0 100.0 4.403 4.272 4.678 4.246 4.236 4.886 460.0 501.0 175.4 520.2 515.0 143.5

120.75 120.75 56.25 7.5

0 0 0

(3.2.2.1b) Max

460.0107 501.01542 ßb 175.39121 520.17008 1.1307782 514.99591 1.0279043 143.49992 0.8181705

Right

Loadings

452.8 210.9 452.8 452.8 210.9 452.8

120.75 56.25 120.75 7.5

0 0 0

(3.2.2.1b) Max

618.7 386.5 520.1 568.4 463.8 568.4

< >

531.7 515.8 263.1 512.7 511.5 274.8 0 0 0 0 0 0 -710.4 -600.7 -440.0 -568.4 -568.4 -528.0

Loadings

531.7 515.8 263.1 512.7 511.5 274.8

710.4 600.7 440.0 568.4 568.4 528.0

< >

452.8 210.9 452.8 452.8 210.9 452.8 0 0 0 0 0 0 -618.7 -386.5 -520.1 -568.4 -463.8 -568.4 PL2

100.0 100.0 100.0 100.0 100.0 100.0 3.097 3.228 2.822 3.254 3.264 2.614 460.0 501.0 175.4 520.2 515.0 143.5

230.33333 9.0244385 ßb 328.88169 280.66859 1.2185322 6.3171069 0.7 280.66859 0.8534029

Right

Loadings

374.0 389.8 158.8 392.9 394.1 147.0

120.75 120.75 56.25 7.5

0 0 0

(3.2.2.1b) Max

119.1 128.2 48.6 119.1 128.2 48.6

460.0107 501.01542 ßb 175.39121 520.17008 1.1307782 514.99591 1.0279043 143.49992 0.8181705

Spreadsheets to BS 8110 ECBP Typical Floor, from grids A to D FLAT SLAB ANALYSIS & DESIGN to BS 8110:1997 Originated from RCC33.xls on CD

SPAN 4 Elastic V All Odd Even Redist V All Odd Even Elastic X- All Odd Even Redist X- All Odd Even Elastic M All Odd Even Redist M All Odd Even

© 1999 BCA for RCC

Left

< >

108.0 108.0 73.4 108.0 108.0 73.4

0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 -12.6 -8.7 -12.6 -12.6 -8.7 -12.6

12.6 8.7 12.6 12.6 8.7 12.6

SPAN 5 Elastic V All Odd Even Redist V All Odd Even Elastic X- All Odd Even Redist X- All Odd Even Elastic M All Odd Even Redist M All Odd Even

Left

SPAN 6 Elastic V All Odd

PL1

< >

108.0 108.0 73.4 108.0 108.0 73.4 0 0 0 0 0 0 -12.6 -8.7 -12.6 -12.6 -8.7 -12.6

0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 -12.6 -8.7 -12.6 -12.6 -8.7 -12.6

< >

PL1

0.0 0.0 0.0 0.0 0.0 0.0

100.0 100.0 100.0 100.0 100.0 100.0 0.000 0.000 0.000 0.000 0.000 0.000 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0

Left

< >

PL1

100.0 100.0

0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0

PL2

108.0 108.0 73.4 108.0 108.0 73.4 0 0 0 0 0 0 -12.6 -8.7 -12.6 -12.6 -8.7 -12.6

< >

PL2

100.0 100.0 100.0 100.0 100.0 100.0 0.000 0.000 0.000 0.000 0.000 0.000 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0

< >

PL2

100.0 100.0

0.0 0.0

< >

Right

100.0 100.0 100.0 100.0 100.0 100.0 0.000 0.000 0.000 0.000 0.000 0.000 -12.6 -8.7 -12.6 -12.6 -8.7 -12.6

0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0

Loadings

0 0 0 0

0 0 0

(3.2.2.1b) Max

< >

Right

100.0 100.0 100.0 100.0 100.0 100.0 0.000 0.000 0.000 0.000 0.000 0.000 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0

< >

Right

100.0 100.0

0.0 0.0

-12.55898 -8.736328 -12.55898 -8.791289 -6.11543 -8.791289

ßb

0.7 0.7 0.7

Loadings

0 0 0 0

0 0 0

(3.2.2.1b) Max

0 0 0 0 0 0

ßb

0 0 0 Loadings

0 0

0 0

REINFORCEMENT DESIGN

SPAN 5

Span =

0.000

m

BS8110

Top Steel

LEFT 12.6 ~ 0 #DIV/0!

SPAN ~ ~

RIGHT 0.0 ~ 0 #DIV/0!

Total Design M kNm ßb Be mm Mt max kNm MIDDLE STRIP b 7500 7500 7500 mm M 3.1 #VALUE! 0.0 kNm Bar dia 12 #VALUE! 12 mm d 219.0 #VALUE! 219.0 mm K' 0.156 0.156 0.156 K 0.0002 #VALUE! #VALUE! 0.0000 z 208.1 #VALUE! #VALUE! 208.1 mm As mm²/m 5 #VALUE! #VALUE! 0 As enhancement deflection control 0.00% #VALUE! #VALUE! As final mm²/m 325 #VALUE! #VALUE! 325 S 325 #VALUE! #VALUE! 325 mm Clause b ? No #VALUE! #VALUE! No S max 657 #VALUE! #VALUE! 657 ok ok mm As prov mm²/m 348 #VALUE! 348 =% 0.159 #VALUE! #VALUE! 0.159 % fs N/mm² #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Deflection Base ratio 26 k tens #VALUE! k comp 1.050 Allowed COLUMN STRIP b 0 0 0 mm M 9.4 #VALUE! 0.0 kNm Bar dia #DIV/0! #VALUE! #DIV/0! mm d #DIV/0! #VALUE! #DIV/0! mm K' 0.156 0.156 0.156 K #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! z #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! mm As mm²/m #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! As enhancement deflection control 0.00% #VALUE! #VALUE! As final mm²/m #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! S #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! mm Clause b ? #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! S max #DIV/0! #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! mm As prov mm²/m #DIV/0! #VALUE! #DIV/0! =% #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! % fs N/mm² #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! Deflection

Base ratio 26

k tens #VALUE!

k comp #DIV/0!

Ref

0.25L 0.0 1.000

3.4.4.3 Fig 3.13

7500 0.0 12 219.0 0.156 0.0000 208.1 0

3.7.4.2 Fig 3.12 Table 3.18

3.4.4.4

3.4.4.4

3.4.4.4

3.4.4.4

325 3.12.5.3 325 .12.11.2.7 No 657 ok .12.11.2.7 348 0.159 Eqn 8 1.0 #VALUE! #VALUE! #VALUE! 0 Fig 3.12 0.0 Table 3.18 #DIV/0! #DIV/0! 0.156 3.4.4.4 #DIV/0! #DIV/0! 3.4.4.4 #DIV/0! #DIV/0! 3.4.4.4 #DIV/0! #DIV/0! 3.4.4.4 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

#DIV/0! 3.12.5.3 #DIV/0! #DIV/0! .12.11.2.7

#DIV/0! .12.11.2.7 #DIV/0! #DIV/0!

Eqn 8

Allowed #VALUE! #VALUE! #VALUE!


Project

DATA FOR GRAPHS

Location Orig inated from RCC33.xls on CD

Made by rmw

Job No R68


© 1999 BCA for RCC

LOADING DIAGRAM

-11 SUPT 1

UDL

SPAN 1 partial UDL

SPAN 2 PL1

PL2

SUPT 2

UDL

partial UDL

SPAN 3 PL1

PL2

SUPT 3

X BEAM UDL part UDL PL 1 PL 2 SUPPORTS

MOMENT D IAGRAMS

0.5

LEFT Local X X M all M odd M even Beam Lower bound Upper bound

RIGHT 0 22.63 12.56 8.736 12.56 0 0 12.56

0.025 22.65 9.896 6.919 9.896 0 0 9.896

0.05 22.68 7.309 5.136 7.309 0 0 7.309

0.075 22.7 4.797 3.389 4.797 0 0 4.797

0.1 22.73 2.361 1.677 2.361 0 0 2.361

0.125 22.75 0 0 0 0 0 0

3 3.125 -459 -498 -175 0 -516 -511 -139 -122 -349 -516 0 0

3.375 3.5 -455 -500 -167 0 -519 -514 -127 -117 -350 -519 0 0

3.75 3.875 -434 -485 -151 0 -505 -501 -107 -106 -339 -505 0 0

4.125 4.25 -396 -452 -128 0 -474 -470 -79.3 -89.4 -317 -474 0 0

4.5 4.625 -341 -403 -96.2 0 -426 -423 -43.4 -67.4 -282 -426 0 0

4.875 5 -269 -337 -56.9 0 -362 -358 0.304 -39.8 -236 -362 0.304 0

5.25 5.375 -180 -254 -9.64 0 -280 -277 51.96 -6.75 -178 -280 51.96 0

2.625 10.25 -154 26.57 -252 0 -204 103.9 -204 18.6 -177 -204 103.9 0

3 10.63 -196 6.796 -295 0 -247 84.09 -247 4.757 -206 -247 84.09 0

3.375 11 -222 -5.07 -320 0 -272 72.23 -272 -3.55 -224 -272 72.23 0

3.75 11.38 -230 -9.02 -329 0 -281 68.27 -281 -6.32 -230 -281 68.27 0

4.125 11.75 -222 -5.07 -320 0 -272 72.23 -272 -3.55 -224 -272 72.23 0

4.5 12.13 -196 6.796 -295 0 -247 84.09 -247 4.757 -206 -247 84.09 0

2.625 17.75 -269 -337

3 18.13 -341 -403

3.375 18.5 -396 -452

3.75 18.88 -434 -485

4.125 19.25 -455 -500

4.5 19.63 -459 -498

0 0 0 0 0 0 0 0

0.025 0.025 2.361 1.677 2.361 0 0 2.361

0.05 0.05 4 .797 3 .389 4.797 0 0 4.797

0.075 0.075 7.309 5 .136 7.309 0 0 7.309

0.1 0.1 9.896 6 .919 9.896 0 0 9.896

0.125 0.125 12.56 1 20 .8 8 .736 5 6. 25 12.56 0 0 12.56

0 0.125 119.1 128.2 48.65 0 119.1 128.2 48.65 89.75 34.05 0 128.2 0

0.375 0.5 -12.7 -9.47 -6.93 0 -19.8 -11.1 -2.53 -4.85 -8.87 -19.8 0 0

0.75 0.875 -127 -130 -54.6 0 -142 -133 -45.8 -38.2 -91.1 -142 0 0

1.125 1.25 -225 -234 -94.4 0 -247 -239 -81.2 -66.1 -164 -247 0 0

1.5 1.625 -306 -321 -126 0 -334 -327 -109 -88.3 -224 -334 0 0

1.875 2 -370 -390 -150 0 -405 -399 -128 -105 -273 -405 0 0

2.25 2.375 -417 -443 -166 0 -459 -453 -140 -116 -310 -459 0 0

2.625 2.75 -447 -479 -174 0 -496 -490 -143 -122 -335 -496 0 0

0 7.625 618.7 386.5 520.1 0 568.4 463.8 568.4 433.1 270.5 0 568.4 0

0.375 8 457.4 311.3 358.8 0 407 388.6 407 320.2 217.9 0 407 0

0.75 8.375 313 244.1 214.5 0 262.7 321.4 262.7 219.1 1 50.1 0 321.4 0

1.125 8.75 185.7 184.8 87.14 0 1 35.4 262.1 1 35.4 130 61 0 2 62.1 0

1.5 9.125 75.32 133.4 -23.2 0 2 4.98 210.7 2 4.98 93.35 -16.3 -16.3 2 10.7 0

1.875 9.5 -18.1 89.85 -117 0 -68.4 167.1 -68.4 62.9 -81.6 -81.6 167.1 0

2.25 9.875 -94.5 54.26 -193 0 -145 131.6 -145 37.98 -135 -145 131.6 0

0 15.13 710.4 600.7

0.375 15.5 519.6 415.7

0.75 15.88 3 45.7 247.8

1.125 16.25 1 88.7 96.79

1.5 16.63 4 8.79 -37.2

1.875 17 -74.2 -154

2.25 17.38 -180 -254

9 2. 93 6 6. 38

1 2 3 4 5 6

7.50 7.50 7.50 0.00 0.00 0.00

3.50 3.50 3.50 0.00 0.00 0.00

6 6.125 48.79 -37.2 108.6 0 -64.9 -63 179 76.02 -26 -64.9 179 0

6.375 6.5 188.7 96.79 179.6 0 67.96 69.33 254.4 132.1 67.75 0 254.4 0

6.75 6.875 345.7 247.8 258.5 0 2 17.8 218.7 337.7 242 1 73.4 0 337.7 0

7.125 7.25 519.6 415.7 345.3 0 3 84.6 385 428.9 363.7 2 41.7 0 428.9 0

7.5 7.625 710.4 600.7 440 0 5 68.4 568.4 528 497.3 308 0 568.4 0

73.27 80.44 29.24 0 70.9 79.9 30.71 40.22 14.62 0 79.9 0

6 13.63 75.32 133.4 -23.2 0 24.98 210.7 24.98 93.35 -16.3 -16.3 210.7 0

6.375 14 185.7 184.8 87.14 0 1 35.4 262.1 135.4 130 61 0 2 62.1 0

6.75 14.38 313 244.1 214.5 0 2 62.7 321.4 2 62.7 219.1 150.1 0 321.4 0

7.125 14.75 457.4 311.3 358.8 0 407 388.6 407 320.2 2 17.9 0 407 0

7.5 15.13 618.7 386.5 520.1 0 568.4 463.8 568.4 433.1 2 70.5 0 568.4 0

530.5 345.4 432 0 480.2 422.7 480.2 371.4 241.8 0 480.2 0

6 21.13 -306 -321

6.375 21.5 -225 -234

6.75 21.88 -127 -130

7.125 22.25 -12.7 -9.47

7.5 22.63 119.1 128.2

0.2

530.5 345.4 432 0 4 80.2 422.7 480.2 371.4 2 41.8 0 480.2 0 0.5 7.375

606.5 499.9

7 3.27 80.44

1 20 .8 5 6. 25 1 20 .8

9 2. 93 6 6. 38 9 2. 93

5.625 5.75 -74.2 -154 45.52 0 -181 -178 111.5 31.86 -108 -181 111.5 0

4.875 12.5 -154 26.57 -252 0 -204 103.9 -204 18.6 -177 -204 103.9 0

5.25 5.625 12.88 13.25 -94.5 -18.1 54.26 89.85 -193 -117 0 0 -145 -68.4 131.6 167.1 -145 -68.4 37.98 62.9 -135 -81.6 -145 -81.6 131.6 167.1 0 0

4.875 20 -447 -479

5.25 20.38 -417 -443

SPAN 1 Local X X M(e) all M(e) odd M( e) even Beam M(r) all M(r) odd M(r ) even 70% max 70% min Lower bound Upper bound Beam Local X X M(e) all M(e) odd M( e) even Beam M(r) all M(r) odd M(r ) even 70% max 70% min Lower bound Upper bound Beam

0.2

SPAN 3 Local X X M(e) all M(e) odd

5.625 20.75 -370 -390

at col face 7.3

0.125

SPAN 2

0.7

606.5 499.9 388.5 0 468.2 468.5 474.1 424.6 2 71.9 0 474.1 0 0.7 7.3

M( e) even Beam M(r) all M(r) odd M(r ) even 70% max 70% min Lower bound Upper bound Beam


Project

DATA FOR GRAPHS II

Location Orig inated from RCC33.xls on CD

Made by rmw

Job No R68


© 1999 BCA for RCC

Local X X M(e) all M(e) odd M( e) even Beam M(r) all M(r) odd M(r ) even 70% max 70% min Lower bound Upper bound Beam Local X X M(e) all M(e) odd M( e) even Beam M(r) all M(r) odd M(r ) even 70% max 70% min Lower bound Upper bound Beam Local X X M(e) all M(e) odd M( e) even Beam M(r) all M(r) odd M(r ) even 70% max 70% min Lower bound Upper bound Beam

SHEAR FORC E DIAGRAMS SPAN 1

SPAN 2

SPAN 3

SPAN 4

Local X X V(e) all V(e) odd V(e) even V(r) all V(r) odd V(r) even Beam GRIDS

#####

#####

#####

596.8

-520

596.8

-520

596.8

-520

596.8

-520

596.8

-520

596.8

SPAN 5

SPAN 6

UDL

partial UDL

SPAN 4 PL1

PL2

SUPT 4

UDL

partial UDL

SPAN 5 PL1

PL2

SUPT 5

UDL

partial UDL

SPAN 6 PL1

PL2

SUPT 6

UDL

partial UDL

PL1

PL2

SUPT 7

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' available from British Cement Association, Telford Avenue, Crowthorne, Berkshire RG45 6YS.

Status of spreadsheet

Public release version. Revision history RCC33 Flat Slabs (A & D)

Date

Version

04-Aug-99 RCC33 v1.0

Action

Size (kB)

First public release. Includes b version comments

1069

Flat Slab BS8110

Recommend Documents