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Project Spreadsheets to BS 8110REINFORCED CONCRETE

COUNCIL

Client Advisory Group Made by Date Page

Location ECBP Typical Floor from grids A to D AD 16-May-13 49

FLAT SLAB ANALYSIS & DESIGN to BS 8110:1997 Checked Revision Job No

Originated from RCC33.xlson CD 1999 BCA for RCC chg - R68

MATERIALS fcu 40 N/mm h agg 20 mm COVERS mm TO LAYER

fyl 460 N/mm gs 1.05 steel Top cover 25 1fyv 460 N/mm gc 1.50 concrete Btm cover 25 1

SPANS L (m) GEOMETRY

SPAN 1 7.500 Bay type INTERNAL 8.85 kN/m outside supports 1 &

SPAN 2 7.500 Slab depth, h 250 mm

SPAN 3 7.500 Panel width, b 7500 mm LOADING PATTERN

SPAN 4 min max

SPAN 5 End distance 125 from supt 1 DEAD 1.0 1.4

SPAN 6 End distance 125 from supt 4 IMPOSED 1.6

.

SUPPORT ABOVE (m) H (mm) B (mm) End CondBELOW (m) H (mm) B (mm) End Cond

Support 1 3.750 250 400 F 3.750 250 400 F

Support 2 3.750 400 400 F 3.750 400 400 F

Support 3 3.750 400 400 F 3.750 400 400 F

Support 4 3.750 250 400 F 3.750 250 400 F

Support 5

Support 6

Support 7

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

Dead Imposed Position Loaded Dead Imposed Position Loaded

Span 1 Load Load from left Length Span 4 Load Load from left Length

UDL 7.50 3.50 ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 ~~~~~ PL 1 ~~~~~

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

Part UDL Part UDL

Span 2 Span 5

UDL 7.50 3.50 ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~

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

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

Part UDL Part UDL

Span 3 Span 6

UDL 7.50 3.50 ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~

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

PL 2 ~~~~~ PL 2 ~~~~~Part UDL Part UDL

LOADING DIAGRAM

A D

PERIMETER LOADS characteristic

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Project Spreadsheets to BS 8110


Location ECBP Typical Floor, from grids A to D AD 16-May-13 50


Originated from RCC33.xls on CD 1999 BCA for RCC chg - R68

BENDING MOMENT DIAGRAMS (kNm)

Elastic Moments Redistributed Envelope

1 2 3 4

Elastic M 128.2 710.4 710.4 128.2 ~ ~ ~

Redistributed M 128.2 568.4 568.4 128.2 ~ ~ ~

b 1.000 0.800 0.800 1.000 ~ ~ ~Redistribution 20.0% 20.0%

End support reinf. mm 16 16

* *

1 2 3

Elastic M 501.02 328.88 501.02 ~ ~ ~

Redistributed M 520.17 280.67 520.17 ~ ~ ~

b 1.038 0.853 1.038 ~ ~ ~

SHEARS FORCE DIAGRAMS (kN)

Elastic Shears Redistributed Shears

SPAN No 1 2 3

Elastic V 389.8 531.7 452.8 452.8 531.7 389.8

Redistributed V 394.1 512.7 452.8 452.8 512.7 394.1

SPAN No

Elastic V ~ ~ ~ ~ ~ ~

Redistributed V ~ ~ ~ ~ ~ ~

REACTIONS (kN)

SUPPORT 1 2 3 4

ALL SPANS LOADED 500.9 965.5 965.5 500.9

ODD SPANS LOADED 502.1 722.4 722.4 502.1EVEN SPANS LOADED 220.4 727.7 727.7 220.4

Veff for punching 627.7 1059.3 1059.3 627.7Characteristic Dead 248.0 458.2 458.2 248.0

Characteristic Imposed 96.8 202.5 202.5 96.8

COLUMN MOMENTS (kNm) 1 2 3 4

ALL SPANS Above 53.3 -45.9 45.9 -53.3

LOADED Below 53.3 -45.9 45.9 -53.3

ODD SPANS Above 59.7 -107.1 107.1 -59.7

LOADED Below 59.7 -107.1 107.1 -59.7

EVEN SPANS Above 18.0 40.1 -40.1 -18.0

LOADED Below 18.0 40.1 -40.1 -18.0

SUPPORT No

SPAN No

REINFORCED CONCRETE

COUNCIL

-600

-400

-200

0

200

400

600

800

1000

0 5 10 15 20 25

-600

-400

-200

0

200

400

600

800

0 5 10 15 20 25

-600

-400

-200

0

200

400

600

0 5 10 15 20 25-600

-400

-200

0

200

400

600

0 5 10 15 20 25

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Location ECBP Typical Floor, from grids A to D AD May-2013 52



SPAN 3 LEFT CENTRE RIGHT

ACTIONS b 0.800 1.038 1.000Be 3750 650

Total M kNm 480.2 520.2 79.9

Mt max kNm 1059.5 183.6

MIDDLE STRIP Width mm 3750 3750 6850

M kNm 120.1 234.1 2.3

d mm 217.0 215.0 219.0

As mm/m 354 698 4

As deflection mm/m 354 851

Provide T16 @ 550 T1 Provide T20 @ 350 B1 Provide T12 @ 325 T1

As prov mm/m 366 898 348

Top steel Provide T12 @ 325 T1

Deflection L/d = 7,500 /215.0 = 34.884 < 26.0 x 1.466 x 1.050 x 0.9 = 36.038 OK

(As increased by 21.9 % for deflection)

COLUMN STRIP Width mm 3750 3750 650

M kNm 360.2 286.1 79.9

d mm 217.0 215.0 217.0

As mm/m 1075 853 1403

As deflection mm/m 1075 1194

Provide T16 @ 125:250 T1 Provide T20 @ 250 B1 Provide T16 @ 125 T1

As prov mm/m 1206 1257 1608

Top steel Provide T12 @ 325 T1

Deflection L/d = 7,500 /215.0 = 34.884 < 26.0 x 1.454 x 1.050 x 0.9 = 35.729 OK

(As increased by 40.0 % for deflection)

CHECKS % As ok ok okSingly reinforced ok ok ok

max S ok ok ok

REINFORCED CONCRETE COUNC

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Location ECBP Typical Floor, from grids A to D ADFLAT SLAB ANALYSIS & DESIGN to BS 8110:1997 Checked Revision Job No

Originated from RCC33.xls on CD 1999 BCA for RCC c g

Legend for Input Data

REINFORCED CONCRETE COUNCIL

16-May-13

-

53

R68

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Location ECBP Typical Floor, from grids A to D AD 16-May-13 54



WEIGHT of REINFORCEME Mid Strip Col Strip Type Dia Length Unit wt Weight

TOP STEEL Support 1 22 T 12 2350 0.888 45.9

7 T 16 2550 1.578 28.2Span 1 12 T 12 4950 0.888 52.7

12 T 12 4950 0.888 52.7

Support 2 7 T 16 3750 1.578 41.4

23 T 16 3750 1.578 136.1

Span 2 12 T 12 4950 0.888 52.7

12 T 12 4950 0.888 52.7

Support 3 7 T 16 3750 1.578 41.4

23 T 16 3750 1.578 136.1

Span 3 12 T 12 4950 0.888 52.7

12 T 12 4950 0.888 52.7

Support 4 24 T 12 2350 0.888 50.1

7 T 16 2550 1.578 28.2

BTM STEEL Span 1 11 T 20 6875 2.466 186.5

15 T 20 7750 2.466 286.7

Span 2 9 T 16 6825 1.578 96.9

7 T 20 7650 2.466 132.1

Span 3 11 T 20 6875 2.466 186.5

15 T 20 7750 2.466 286.7

SUMMARY Rebar for single direction only. All figures approximate - see User Guide.

TOTAL REINFORCEMENT IN BAY (kg) 1999 REINFORCEMENT DENSITY (kg/m ) 46.9

No

REINFORCED CONCRETE COUNCIL

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REINFORCEMENT DESIGN SPAN 5 Span = 0.000 m BS81

Top Steel R

LEFT SPAN RIGHT 0.25L

Total Design M kNm 12.6 ~ 0.0 0.0

b ~ ~ ~ 1.000 3.4.4

Be mm 0 0 Fig 3.

Mt max kNm #DIV/0! #DIV/0! 3.7.4

MIDDLE STRIP

b mm 7500 7500 7500 7500 Fig 3.

M kNm 3.1 #VALUE! 0.0 0.0 Table 3.

Bar dia mm 12 #VALUE! 12 12d mm 219.0 #VALUE! 219.0 219.0

K' 0.156 0.156 0.156 0.156 3.4.4

K 0.0002 #VALUE! #VALUE! 0.0000 0.0000 3.4.4

z mm 208.1 #VALUE! #VALUE! 208.1 208.1 3.4.4

As mm/m 5 #VALUE! #VALUE! 0 0 3.4.4

As enhancement deflection control 0.00% #VALUE! #VALUE!

As final mm/m 325 #VALUE! #VALUE! 325 325 3.12.5

S mm 325 #VALUE! #VALUE! 325 325

Clause b ? No #VALUE! #VALUE! No No .12.11.2

S max mm 657 ok #VALUE! #VALUE! 657 ok 657 ok .12.11.2

As prov mm/m 348 #VALUE! 348 348

= % % 0.159 #VALUE! #VALUE! 0.159 0.159

fs N/mm #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1.0 Eqn

Deflection Base ratio 26 k tens #VALUE! k comp 1.050 Allowed #VALUE! #VALUE! #VALU

COLUMN STRIP

b mm 0 0 0 0 Fig 3.

M kNm 9.4 #VALUE! 0.0 0.0 Table 3.

Bar dia mm #DIV/0! #VALUE! #DIV/0! #DIV/0!

d mm #DIV/0! #VALUE! #DIV/0! #DIV/0!

K' 0.156 0.156 0.156 0.156 3.4.4

K #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 3.4.4

z mm #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 3.4.4

As mm/m #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 3.4.4

As enhancement deflection control 0.00% #VALUE! #VALUE!

As final mm/m #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 3.12.5

S mm #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

Clause b ? #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! #DIV/0! #DIV/0! .12.11.2S max mm #DIV/0! #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! #DIV/0! #DIV/0! .12.11.2

As prov mm/m #DIV/0! #VALUE! #DIV/0! #DIV/0!

= % % #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

fs N/mm #DIV/0! #VALUE! #VALUE! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Eqn

Deflection Base ratio 26 k tens #VALUE! k comp #DIV/0! Allowed #VALUE! #VALUE! #VALU

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Location

Orig inated from RCC33.xls on CD

LOADING DIAGRAMX

BEAM

UDL

part UDL

PL 1

PL 2

SUPPORTS

MOMENT DIAGRAMSLEFT

Local X 0 0.025 0.05 0.075

X 0 0.025 0.05 0.075

M all 0 2.361 4.797 7.309

M odd 0 1.677 3.389 5.136M even 0 2.361 4.797 7.309

Beam 0 0 0 0

Lower bound 0 0 0 0

Upper bound 0 2.361 4.797 7.309

SPAN 1

Local X 0 0.375 0.75 1.125

X 0.125 0.5 0.875 1.25

M(e) all 119.1 -12.7 -127 -225

M(e) odd 128.2 -9.47 -130 -234

M(e) even 48.65 -6.93 -54.6 -94.4

Beam 0 0 0 0

M(r) all 119.1 -19.8 -142 -247

M(r) odd 128.2 -11.1 -133 -239

M(r) even 48.65 -2.53 -45.8 -81.2 70% max 89.75 -4.85 -38.2 -66.1

70% min 34.05 -8.87 -91.1 -164

Lower bound 0 -19.8 -142 -247

Upper bound 128.2 0 0 0

Beam 0 0 0 0

SPAN 2

Local X 0 0.375 0.75 1.125

X 7.625 8 8.375 8.75

M(e) all 618.7 457.4 313 185.7

M(e) odd 386.5 311.3 244.1 184.8

M(e) even 520.1 358.8 214.5 87.14

Beam 0 0 0 0

M(r) all 568.4 407 262.7 135.4

M(r) odd 463.8 388.6 321.4 262.1M(r) even 568.4 407 262.7 135.4

70% max 433.1 320.2 219.1 130

70% i 270 5 217 9 150 1 61

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Disclaimer

Status of spreadsheet

Public release version.

Revision history RCC33 Flat Slabs (A & D)

Date Version Action Size (kB

04-Aug-99 RCC33 v1.0First public release.

Includes b version comments1069

All advice or information from the British Cement Association and/or Reinforced Concrete Council

intended for those who will evaluate the significance and limitations of its contents and take responsibilit

for its use and application. No liability (including that for negligence) for any loss resulting from suc

advice or information is accepted by the BCA, RCC or their subcontractors, suppliers or advisors. User

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 foconcrete design to BS 8110' available from British Cement Association, Telford Avenue, Crowthorne

Berkshire RG45 6YS.

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