Rcc 43 Wide Beam Sad

8/13/2019 Rcc 43 Wide Beam Sad

1/25

Project Spreadsheets to BS 8110

Client Advisory Group Made by Date Sheet No

Location from grid 1 to 3 rmw 19-Nov-13 109

WIDE BEAM (Analysis & Design) to BS 8110:2005 Checked Revision Job No

Originated from RCC43 v3.4 on CD 2006 TCC chg - R68

LOCATION Supports from grid 1 to grid 3

MATERIALS COVERS (to all steel)

fcu 40 N/mm h agg 20 mm Top cover 25mm

fyl 500 N/mm gs 1.15 Btm cover 40mmfyv 250 N/mm gc 1.50 Side cover 35mm

steel class A

SPANS L (m) H (mm) bw (mm) hf (mm) Type bf (mm) LOADING PATTERN

SPAN 1 5.50 375 1200 125 T 1900 min max

SPAN 2 8.00 375 1200 125 T 2100 DEAD 1 1.4

SPAN 3 8.50 375 1200 125 T 2200 IMPOSED 0 1.6

SPAN 4 4.00 375 1200 125 T 1650 REBAR LAYERING

SPAN 5 Support steel

SPAN 6 in alt layer ?N

SUPPORTS ABOVE (m) H (mm) B (mm) End Cond BELOW (m) H (mm) B (mm) End Cond

Support 1 3.75 300 300 F 3.75 300 300 F

Support 2 3.75 300 300 F 3.75 300 300 F

Support 3 3.75 300 300 F 3.75 300 300 FSupport 4 3.75 300 300 F 3.75 300 300 F

Support 5 3.75 300 300 F 3.75 300 300 F

Support 6

Support 7

LOADING UDLs (kN/m) PLs (kN) 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 62.2 30.0 ~~~~~ ~~~~~ UDL 62.2 30.0 ~~~~~

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

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

Part UDL Part UDL

Span 2 Span 5

UDL 62.2 30.0 ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 25.0 25.0 4.00 ~~~~~ PL 1 ~~~~~

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

Part UDL Part UDL

Span 3 Span 6

UDL 62.2 30.0 ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~

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

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

Part UDL Part UDL

LOADING DIAGRAM

1 3

REACTIONS (kN)

SUPPORT 1 2 3 4 5

ALL SPANS LOADED 271.5 1037.5 1178.6 965.4 134.2

ODD SPANS LOADED 323.2 637.7 889.8 830.3 -19

EVEN SPANS LOADED 74.4 831.0 907.4 539.8 214.1

Characteristic Dead 126.1 464.7 551.6 438.4 61.4 0.0 0.0

Max Service Imposed 71.1 236.7 273.4 210.0 63.0 0.0 0.0

Min Service Imposed -16.3 0.0 0.0 0.0 -32.9 0.0 0.0

The Concrete Centre

D&D: Main beam Grids C to H


2/25


Client Advisory Group Made by Date Page

Location D&D: Main beam Grids C to H, from grid 1 to 3 rmw 19-Nov-13 110



BENDING MOMENT DIAGRAMS (kNm)

1 Elastic Moments 3 1 Redistributed Envelope 3

SUPPORT No 1 2 3 4 5

Elastic M 95.0 661.2 888.9 661.3 33.6 ~ kNm/m

Redistributed M 95.0 661.2 755.6 661.3 33.6 ~ kNm/mb 1.000 1.000 0.850 1.000 1.000 ~ ~

Redistribution 15.0%

SPAN No 1 2 3 4

Elastic M 291.64 561.87 542.57 136.11 ~ ~

Redistributed M 291.64 533.32 528.36 136.11 ~ ~

b 1.000 0.949 0.974 1.000 ~ ~

SHEARS (kN)

1 Elastic Shears 3 1 Redistributed Shears 3

SPAN No 1 2 3

Elastic V 323.2 471.5 570.4 605.1 604.6 570.3

Redistributed V 323.2 471.5 566.0 592.4 589.0 563.0

SPAN No 4

Elastic V 406.1 214.1 ~ ~ ~ ~

Redistributed V 406.1 214.1 ~ ~ ~ ~

1 2 3 4 5

ALL SPANS Above 29.7 25.9 4.7 -42.8 0.2

LOADED Below 29.7 25.9 4.7 -42.8 0.2

ODD SPANS Above 47.5 -20.6 57.2 -61.9 17.1

LOADED Below 47.5 -20.6 57.2 -61.9 17.1

EVEN SPANS Above -3.8 57.5 -49.2 -0.8 -16.8

LOADED Below -3.8 57.5 -49.2 -0.8 -16.8

COLUMN MOMENTS

(kNm)

The Concrete Centre

-800

-600

-400

-200

0

200

400

600

800

0 5 10 15 20 25 30-800

-600

-400

-200

0

200

400

600

800

0 5 10 15 20 25 30

-800

-600

-400

-200

0

200

400

600

800

1000

1200

0 5 10 15 20 25 30

-600

-400

-200

0

200

400

600

800

1000

0 5 10 15 20 25 30


3/25


Client Advisory Group Made by Date Page

Location D&D: Main beam Grids C to H, from grid 1 to 3 rmw 19-Nov-13 111



SPAN 1 LEFT CENTRE RIGHTACTIONS M kNm 48.0 291.6 540.1

b 1.00 1.00 1.00DESIGN d mm 332.0 315.0 324.0

As mm 350 2241 4449

As' mm 0 0 0

TOP STEELLayer 1

. . .

As prov mm 1194 As' prov 1748 As prov 4731

BTM STEELLayer 1 1H16 + 5H12 4H20 + 5H16 1H16 + 5H12

. . .

As' prov mm 767 As prov 2262 As' prov 767

DEFLECTION L/d 17.460 Allowed 27.676

SHEAR V kN 258.1 Link 407.5

v N/mm 0.648 10 1.048

vc N/mm 0.518 Nominal 0.832LINKS R10 @ 200 for 800 R10 @ 175 R10 @ 200 for 800

legs No 6 5 6

CHECKS % As ok ok ok

Cover ok ok ok

min S ok ok ok

max S ok ok ok

Links

Main bars

max V ok ok

Deflection ok

SPAN 2 LEFT CENTRE RIGHTACTIONS M kNm 577.9 533.3 668.6

b 1.00 0.95 0.86

DESIGN d mm 324.0 309.0 324.0

As mm 4825 4179 5787

As' mm 0 0 0

TOP STEELLayer 1

. . .

As prov mm 5045 As' prov 1433 As prov 5849

BTM STEELLayer 1

. . .

As' prov mm 1319 As prov 5358 As' prov 1319

DEFLECTION L/d 25.890 Allowed 26.067 As auto-increased by 28.2 %

SHEAR V kN 502.0 Link 528.4

v N/mm 1.291 10 1.359

vc N/mm 0.850 Nominal 0.893

LINKS R10 @ 175 for 875 R10 @ 175 R10 @ 175 for 875

legs No 6 5 6

CHECKS % As ok ok ok

Cover ok ok ok

min S ok ok ok

max S ok ok ok

Links

Main bars

max V ok ok

Deflection ok

The Concrete Centre

ok

ok

ok

ok

1H20 + 5H161H20 + 5H16 3H32 + 6H25

ok

ok

ok

ok

1H32 + 8H25

2H32 + 7H25 2H20 + 4H16 3H32 + 7H25

2H16 + 7H12 1H25 + 4H20

ok

ok ok

ok


4/25


Client Advisory Group Made by Date

Location D&D: Main beam Grids C to H, from grid 1 to 3 rmw 19-Nov-13

WIDE BEAM (Analysis & Design) to BS 8110:2005 Checked Revision

Originated from RCC43 v3.4 on CD 2006 TCC chg -

APPROXIMATE WEIGHT of REINFORCEMENT

Location No Type Dia Length Unit wt

TOP STEEL Support 1 2 H 16 2075 1.578

7 H 12 1925 0.888 0 0 0 0 0.000

Span 1 1 H 25 5150 3.853 4 H 20 5000 2.466 0 0 0 0 0.000

Support 2 2 H 32 4050 6.313 7 H 25 4050 3.853 0 0 0 0 0.000

pan . 4 H 16 4775 1.578

. Support 3 3 H 32 4950 6.313

7 H 25 4950 3.853 0 0 0 0 0.000

Span 3 2 H 20 6200 2.466 3 H 16 4975 1.578

0 0 0 0 0.000 Support 4 2 H 32 3750 6.313

7 H 25 3750 3.853 0 0 0 0 0.000

Span 4 5 H 25 3650 3.853 0 0 0 0 0.000 0 0 0 0 0.000

Support 5 2 H 16 1625 1.578 7 H 12 1475 0.888 0 0 0 0 0.000

0 0 0 0 0 0.0000 0 0 0 0.000 0 0 0 0 0.000

0 0 0 0 0 0.0000 0 0 0 0.000 0 0 0 0 0.000

0 0 0 0 0 0.0000 0 0 0 0.000 0 0 0 0 0.000

0 0 0 0 0 0.0000 0 0 0 0.000 0 0 0 0 0.000

BOTTOM STEEL Support 1 1 H 16 950 1.578

5 H 12 825 0.888 0 0 0 0 0.000

Span 1 4 H 20 5150 2.466 5 H 16 5150 1.578 0 0 0 0 0.000

Support 2 1 H 20 1750 2.466 5 H 16 1475 1.578 0 0 0 0 0.000

Span 2 3 H 32 7650 6.313 6 H 25 7650 3.853

0 0 0 0 0.000 Support 3 1 H 20 1750 2.466

5 H 16 1475 1.578 0 0 0 0 0.000

Span 3 5 H 32 8150 6.313 4 H 25 8150 3.853 0 0 0 0 0.000

Support 4 1 H 20 1750 2.466 5 H 16 1475 1.578 0 0 0 0 0.000

Span 4 1 H 16 3650 1.578 8 H 12 3650 0.888 0 0 0 0 0.000

Support 5 1 H 10 1100 0.617 5 H 8 950 0.395 0 0 0 0 0.000

0 0 0 0 0 0.0000 0 0 0 0.000 0 0 0 0 0.000

0 0 0 0 0 0.000

The Concrete C


5/25


Location D&D: Main beam Grids C to H, from grid 1 to 3 WIDE BEAM (Analysis & Design) to BS 8110:2005

Originated from RCC43 v3.4 on CD 2006 TCC

ANALYSISMin load 1.0 x dead load

Live load 0.4 x dead load + 1.6 x imposed load (Table 2.1)

Distribution Factors

SUPT 1 SUPT 2

Up col Lo col R L Up col Lo col R

A w 450000 450000 450000

A f 87500 87500 112500

X bar 167.1511628 167.1511628 162.5

I 675000000 675000000 6531991885 6531991885 675000000 675000000 68261718

Stiffness 180000000 180000000 1187634888 1187634888 180000000 180000000 85327148

Sum 1547634888 2.E+09

Factor 0.1163 0.1163 0.7674 0.4947 0.0750 0.0750 0.3554

SUPT 4 SUPT 5

L Up col Lo col R L Up col Lo col R

A w 450000 450000 450000 0

A f 125000 56250 56250 0

X bar 160.326087 173.6111111 173.6111111 #DIV/0!

I 6964730525 675000000 675000000 6127929688 6127929688 675000000 675000000 #DIV/0!

Stiffness 819380061.8 180000000 180000000 1531982422 1531982422 180000000 180000000 0

Sum 3.E+09 2.E+09

Factor 0.3022 0.0664 0.0664 0.5650 0.8097 0.0951 0.0951 0.0000

SUPT 7

L Up col Lo col

A w 0 Partial UDL factorsA f 0 1 2

X bar #DIV/0! a 0 0

I #DIV/0! 0 0 b 0 0

Stiffness 0 0 0

Sum 0.E+00

Factor 0.0000 0.0000 0.0000

Fixed End MomentsSPAN 1 SPAN 2 SPAN 3 SPAN 4

Min load L R L R L R L R

Cant 940.78 2090.40 2246.98 497.60

UDL 156.80 156.80 331.73 331.73 374.50 374.50 82.93 82.93

PL 1 0.00 0.00 25.00 25.00 0.00 0.00 0.00 0.00

PL 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00part UDL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

FEM 156.80 156.80 356.73 356.73 374.50 374.50 82.93 82.93

Live load

Cant 1102.31 2532.16 2632.79 583.04

UDL 183.72 183.72 388.69 388.69 438.80 438.80 97.17 97.17

PL 1 0.00 0.00 50.00 50.00 0.00 0.00 0.00 0.00

PL 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

part UDL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

FEM 183.72 183.72 438.69 438.69 438.80 438.80 97.17 97.17

Imposed load

Cant 453.75 1060.00 1083.75 240.00

UDL 75.63 75.63 160.00 160.00 180.63 180.63 40.00 40.00

PL 1 0.00 0.00 25.00 25.00 0.00 0.00 0.00 0.00

PL 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00part UDL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

FEM 75.63 75.63 185.00 185.00 180.63 180.63 40.00 40.00


6/25


Location D&D: Main beam Grids C to H, from rid 1 to 3 WIDE BEAM (Analysis & Design) to BS 8110:2005


Imposed on -75.63 75.63

Odd Spans 8.80 58.03 8.80 -5.67 -37.41 -26.88 -5.67 16.00

-18.70 29.02 37.91

2.18 14.35 2.18 -5.02 -33.11 -23.79 -5.02 3.61

-16.55 7.18 8.55

1.93 12.70 1.93 -1.18 -7.78 -5.59 -1.18 1.54

-3.89 6.35 3.65

0.45 2.98 0.45 -0.75 -4.95 -3.55 -0.75 0.63

-2.47 1.49 1.50

0.29 1.90 0.29 -0.22 -1.48 -1.06 -0.22 0.26

-0.74 0.95 0.62

0.09 0.57 0.09 -0.12 -0.77 -0.56 -0.12 0.11

-0.39 0.28 0.26

0.05 0.30 0.05 -0.04 -0.27 -0.19 -0.04 0.04 Sum 13.77 -27.54 13.77 -13.00 35.13 -9.13 -13.00 22.19

Imposed on -185.00

Even Spans 0 0 0 13.86976201 91.51229586 65.7481801 13.869762 -16.3825423 -77

45.756148 0 -38.8298784 32

-5.3217375 -35.112673 -5.3217375 2.91114147 19.20762874 13.7999667 2.9111415 -3.44636768 -16

9.6038144 -17.5563365 -8.16857575 6.8

-1.11698605 -7.3698423 -1.1169861 1.928640055 12.72511231 9.14251979 1.9286401 -1.32664792 -6.

6.3625562 -3.68492113 -3.14441899 4.5

-0.74000665 -4.8825429 -0.7400066 0.512007147 3.378208615 2.42711721 0.5120071 -0.57098233 -2.

1.6891043 -2.44127143 -1.35334151 1.2

-0.19645381 -1.2961967 -0.1964538 0.284488532 1.877047252 1.34858862 0.2844885 -0.22972084 -1.

0.9385236 -0.64809834 -0.54448401 0.

-0.1091564 -0.7202108 -0.1091564 0.08940991 0.589924049 0.42383848 0.0894099 -0.09610807 -0.

0.294962 -0.36010541 -0.22779522 0.2

-0.034306 -0.22635 -0.034306 0.044075902 0.290811547 0.20893728 0.0440759 -0.03974583 -0.

Sum -7.52 15.04 -7.52 19.64 104.89 -144.17 19.64 -22.09

Live on -183.72 183.72

Odd Spans 21.37 140.98 21.37 -13.77 -90.88 -65.29 -13.77 38.86

-45.44 70.49 92.10

5.28 34.87 5.28 -12.19 -80.43 -57.78 -12.19 8.76

-40.21 17.43 20.77

4.68 30.86 4.68 -2.86 -18.90 -13.58 -2.86 3.74

-9.45 15.43 8.87

1.10 7.25 1.10 -1.82 -12.02 -8.64 -1.82 1.54

-6.01 3.63 3.65

0.70 4.61 0.70 -0.55 -3.60 -2.59 -0.55 0.63

-1.80 2.31 1.50

0.21 1.38 0.21 -0.29 -1.88 -1.35 -0.29 0.27

-0.94 0.69 0.64

0.11 0.72 0.11 -0.10 -0.66 -0.47 -0.10 0.11

Sum 33.45 -66.89 33.45 -31.58 85.34 -22.18 -31.58 53.91

Live on -438.693333 43

Even Spans 0 0 0 32.88957908 217.0045087 155.909666 32.889579 -38.8481735 -18

108.50225 0 -92.0778853 77

-12.6195176 -83.263219 -12.619518 6.903234353 45.54734421 32.7240724 6.9032344 -8.20347723 -3

22.773672 -41.6316095 -19.44387 16

-2.64872614 -17.47622 -2.6487261 4.578931707 30.21166136 21.7059547 4.5789317 -3.1584726 -14

15.105831 -8.73810992 -7.48620722 10

-1.75690632 -11.592018 -1.7569063 1.216364419 8.025537893 5.76605041 1.2163644 -1.3596348 -6.

4.0127689 -5.79600902 -3.22260447 2.8

-0.46671112 -3.0793467 -0.4667111 0.676140663 4.461156894 3.20517526 0.6761407 -0.54703031 -2.

2.2305784 -1.53967335 -1.29657045 1.6

-0.25943078 -1.7117169 -0.2594308 0.212637982 1.402979365 1.00798848 0.212638 -0.22891005 -1.

0.7014897 -0.85585845 -0.54256227 0.

-0.08158781 -0.5383141 -0.0815878 0.10484196 0.691744274 0.49699253 0.104842 -0.0946578 -0.

Sum -17.83 35.67 -17.83 46.58 248.78 -341.95 46.58 -52.44

Elastic Support Moments (3.2.1.2.2)S t 1 2 3 4 5


7/25

Imposed all 165 0 0 0 240 25 0 0

Imposed odd 165 0 0 0 0 0 0 0

Imposed even 0 0 0 0 240 25 0 0

Span 4 5

Dead only 248.8 0 0 0 0 0 0 0

All spans 540.32 0 0 0 0 0 0 0

Odd Spans 248.8 0 0 0 0 0 0 0

Even Spans 540.32 0 0 0 0 0 0 0

Imposed all 120 0 0 0 0 0 0 0

Imposed odd 0 0 0 0 0 0 0 0

Imposed even 120 0 0 0 0 0 0 0

Elastic Shears

Span 1 2 3

All spans 271.46 471.48 550.55 605.09 604.64 5

Odd Spans 323.18 419.76 228.82 293.78 577.88 5

Even Spans 74.39 267.71 570.39 585.25 304.45 2

Imposed all 54.77 110.23 126.51 138.49 134.92 1

Imposed odd 71.11 93.89 -8.17 8.17 123.57 1

Imposed even -16.34 16.34 134.68 130.32 11.35 -

Span 4 5 6

All spans 406.15 134.17 0.00 0.00 0.00

Odd Spans 267.33 -18.53 0.00 0.00 0.00

Even Spans 326.19 214.13 0.00 0.00 0.00

Imposed all 89.89 30.11 0.00 0.00 0.00

Imposed odd 32.91 -32.91 0.00 0.00 0.00

Imposed even 56.98 63.02 0.00 0.00 0.00


8/25


Location D&D: Main beam Grids C to H, from rid 1 to 3 WIDE BEAM (Analysis & Design) to BS 8110:2005


Redistributed Shears

Span 1 2 3

Dead only 126.11 215.99 248.66 273.94 277.69

All spans 271.46 471.48 566.03 589.61 588.95

Odd Spans 323.18 419.76 217.96 304.64 585.18

Even Spans 74.39 267.71 563.26 592.38 315.04

Span 4 5 6

Dead only 187.37 61.43 0.00 0.00 0.00

All spans 406.15 134.17 0.00 0.00 0.00

Odd Spans 267.33 -18.53 0.00 0.00 0.00

Even Spans 326.19 214.13 0.00 0.00 0.00

Imposed ReactionsSupport 1 2 3 4 5 6 7

All spans 54.77 236.74 273.41 209.97 30.11 0.00 0.00

Odd Spans 71.11 85.72 131.74 164.34 -32.91 0.00 0.00

Even Spans -16.34 151.02 141.67 45.63 63.02 0.00 0.00

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

Elastic V All 271.46 0 271.46 0 271.46 100 471.48

Odd 323.18 0 323.18 0 323.18 100 419.76

Even 74.39 0 74.39 0 74.39 100 267.71

Redist V All 271.46 0 271.46 0 271.46 100 471.48

Odd 323.18 0 323.18 0 323.18 100 419.76

Even 74.39 0 74.39 0 74.39 100 267.71

Elastic X- All 0.000 0.000 0.000 0.000 2.010

Odd 0.000 0.000 0.000 0.000 2.393Even 0.000 0.000 0.000 0.000 1.196

Redist X- All 0.000 0.000 0.000 0.000 2.010

Odd 0.000 0.000 0.000 0.000 2.393

Even 0.000 0.000 0.000 0.000 1.196

Elastic M All 59.30 -59.30 -59.30 -59.30 -59.30 213.47 609.35

Odd 94.97 -94.97 -94.97 -94.97 -94.97 291.64 360.57

Even -7.59 7.59 7.59 7.59 7.59 52.08 524.01

Redist M All 59.30 -59.30 -59.30 -59.30 -59.30 213.47 609.35

Odd 94.97 -94.97 -94.97 -94.97 -94.97 291.64 360.57

Even -7.59 7.59 7.59 7.59 7.59 52.08 524.01

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

Elastic V All 550.55 0 10.23 0 -64.77 0 605.09

Odd 228.82 100 -19.98 0 -44.98 0 293.78

Even 570.39 0 30.07 0 -44.93 0 585.25 Redist V All 566.03 0 25.71 0 -49.29 0 589.61

Odd 217.96 100 -30.84 0 -55.84 0 304.64

Even 563.26 0 22.94 0 -52.06 0 592.38

Elastic X- All 0.000 4.000 0.000 0.000 3.521

Odd 3.679 4.000 0.000 0.000 3.277

Even 0.000 4.000 0.000 0.000 3.667

Redist X- All 0.000 4.000 0.000 0.000 3.635

Odd 3.504 4.000 0.000 0.000 3.102

Even 0.000 4.000 0.000 0.000 3.615

Elastic M All 661.24 -661.24 460.31 -661.24 -661.24 439.88 879.41

Odd 319.30 101.59 98.38 -319.30 -319.30 96.57 579.14

Even 639.07 -639.07 561.87 -639.07 -639.07 544.40 698.47

Redist M All 661.24 -661.24 522.24 -661.24 -661.24 503.86 755.57

Odd 319.30 62.59 54.94 -319.30 -319.30 57.57 666.02

Even 639.07 -639.07 533.32 -639.07 -639.07 514.45 755.57



9/25


Elastic V All 406.15 0 406.15 0 406.15 100 134.17

Odd 267.33 0 267.33 0 267.33 100 -18.53 Even 326.19 0 326.19 0 326.19 100 214.13

Redist V All 406.15 0 406.15 0 406.15 100 134.17

Odd 267.33 0 267.33 0 267.33 100 -18.53

Even 326.19 0 326.19 0 326.19 100 214.13

Elastic X- All 0.000 0.000 0.000 0.000 3.007

Odd 0.000 0.000 0.000 0.000 4.000

Even 0.000 0.000 0.000 0.000 2.415

Redist X- All 0.000 0.000 0.000 0.000 3.007

Odd 0.000 0.000 0.000 0.000 4.000

Even 0.000 0.000 0.000 0.000 2.415

Elastic M All 543.64 -543.64 -543.64 -543.64 -543.64 66.95 -0.31

Odd 537.50 -537.50 -537.50 -537.50 -537.50 34.22 -34.22

Even 257.74 -257.74 -257.74 -257.74 -257.74 136.11 33.61

Redist M All 543.64 -543.64 -543.64 -543.64 -543.64 66.95 -0.31

Odd 537.50 -537.50 -537.50 -537.50 -537.50 34.22 -34.22 Even 257.74 -257.74 -257.74 -257.74 -257.74 136.11 33.61


Elastic V All 0.00 100 0.00 100 0.00 100 0.00

Odd 0.00 100 0.00 100 0.00 100 0.00

Even 0.00 100 0.00 100 0.00 100 0.00

Redist V All 0.00 100 0.00 100 0.00 100 0.00

Odd 0.00 100 0.00 100 0.00 100 0.00

Even 0.00 100 0.00 100 0.00 100 0.00

Elastic X- All 0.000 0.000 0.000 0.000 0.000

Odd 0.000 0.000 0.000 0.000 0.000

Even 0.000 0.000 0.000 0.000 0.000

Redist X- All 0.000 0.000 0.000 0.000 0.000

Odd 0.000 0.000 0.000 0.000 0.000

Even 0.000 0.000 0.000 0.000 0.000 Elastic M All 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Odd 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Even 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Redist M All 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Odd 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Even 0.00 0.00 0.00 0.00 0.00 0.00 0.00


Elastic V All 0.00 100 0.00 100 0.00 100 0.00

Odd 0.00 100 0.00 100 0.00 100 0.00

Even 0.00 100 0.00 100 0.00 100 0.00

Redist V All 0.00 100 0.00 100 0.00 100 0.00

Odd 0.00 100 0.00 100 0.00 100 0.00

Even 0.00 100 0.00 100 0.00 100 0.00

Elastic X- All 0.000 0.000 0.000 0.000 0.000Odd 0.000 0.000 0.000 0.000 0.000

Even 0.000 0.000 0.000 0.000 0.000

Redist X- All 0.000 0.000 0.000 0.000 0.000

Odd 0.000 0.000 0.000 0.000 0.000

Even 0.000 0.000 0.000 0.000 0.000

Elastic M All 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Odd 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Even 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Redist M All 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Odd 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Even 0.00 0.00 0.00 0.00 0.00 0.00 0.00


10/25


11/25


12/25


13/25


14/25


15/25

Project & location Spreadsheets to BS 8110 : D&D: Main beam Grids C to H : from grid 1 to 3WIDE BEAM (Analysis & Design) to BS 8110:2005 Originated from RCC43 v3.4 on CD 2006 TCC

Span 5.50 m h 375 Top cover 35 mm to ma

Tbeam bw 1200 Btm cover 50 mm to ma

hf 125 Side cover 45 mm to ma

MAIN STEEL LEFT .25L SPAN

M CL kNm 95.0

M face kNm 48.0 214.7 291.6

b 1.000 1 1.000

d mm 332.0 327.5 315.0

bf mm 1200.0 1200.0 1900.0

K' 0.156 0.156 0.156

Web Mres kNm 824.2 802.0 741.9

Flange Mres kNm ~~~ ~~~ 1071.4

K 0.009 0.042 0.039

z mm 315.4 311.1 299.3

x mm 36.9 36.4 35.0

d' mm 58.0 60.0 47.5

net fsc N/mm 0.0 0.0 0.0

Excess M kNm 0.0 0.0 0.0

As' req mm 0 0 0

fst N/mm 434.8 434.8 434.8

As req mm 350 1587 2241

bw/b ~~~ ~~~ 0.6

Min % % 0.26% 0.26% 0.13%

Min As mm 1170 1170 585

DEFLECTION

fs N/mm 97.8 330.3

Base ratio 23.3

Tens Mod 1.0

Comp Mod 1.1

Perm L/d 27.7

Actual L/d ok 17.5 ok

TENSION STEEL

As mm 1170 2241 1a mm ok 16 ok 20 ok

1b mm 12 16

2 mm 0 0

Max No/layer 27 25

No 1a 2 4

No 1b 7 5

= mm 1194 2262

No 2 ok 0 ok 0 ok

As prov mm 1194 2262

= % % ok 0.300 ok 0.598 ok

Clear dist mm 123.0 117.5

Min S mm ok 25.0 ok 25.0 ok

Max S mm ok 300.0 ok 142.3 ok

COMPRESSION STEEL 7.59 Required mm 672 1587

1a mm ok 16 ok 25 ok

1b mm 12 20

2 mm 0 0

Max No/layer 27 22

No 1a 1 1

No 1b 5 4

= mm 767 1748

No 2 ok 0 ok 0 ok

As' prov mm 767 1748

= % % ok 0.192 ok 0.462 ok



SHEARV at cl kN 323.2

V at d kN 258.1


16/25





MAIN STEEL LEFT .25L SPAN M CL kNm 661.2

M face kNm 577.9 181.1 533.3

b 1.000 0.859 0.949

d mm 324.0 330.0 309.0

bf mm 1200.0 1200.0 2100.0

K' 0.156 0.147 0.156

Web Mres kNm 784.9 766.5 713.9


K 0.115 0.035 0.066

z mm 275.4 313.5 293.6

x mm 107.9 36.7 34.3

d' mm 60.0 66.0 45.0

net fsc N/mm 293.0 0.0 0.0

Excess M kNm 0.0 0.0 0.0 As' req mm 0 0 0

fst N/mm 434.8 434.8 434.8

As req mm 4825 1329 4179

bw/b ~~~ ~~~ 0.6

Min % % 0.26% 0.26% 0.13%

Min As mm 1170 1170 585

DEFLECTION

fs N/mm 318.8 273.9

Base ratio 100.0 22.8

Tens Mod 0.8 1.0

Comp Mod 1.1 1.1

Perm L/d 87.0 26.1

Actual L/d 0.0 ok 25.9 ok

TENSION STEELAs mm 4825 5356


1b mm 25 25

2 mm 0 0

Max No/layer 17 17

No 1a 2 3

No 1b 7 6

= mm 5045 5358

No 2 ok 0 ok 0 ok


= % % ok 1.297 ok 1.445 ok



Max S mm ok 147.4 ok 171.6 okCOMPRESSION STEEL 0.00

Required mm 1254 1329


1b mm 16 16

2 mm 0 0

Max No/layer 25 25

No 1a 1 2

No 1b 5 4

= mm 1319 1433

No 2 ok 0 ok 0 ok

As' prov mm 1319 1433

= % % ok 0.339 ok 0.386 ok



SHEAR

V at cl kN 566.0


17/25





MAIN STEEL LEFT .25L SPAN M CL kNm 755.6

M face kNm 669.3 161.1 528.4

b 0.850 0.85 0.974

d mm 324.0 330.0 309.0

bf mm 1200.0 1200.0 2200.0

K' 0.144 0.144 0.156

Web Mres kNm 727.9 755.1 713.9


K 0.133 0.031 0.063

z mm 265.7 313.5 293.6

x mm 129.6 36.7 34.3

d' mm 60.0 66.0 45.0

net fsc N/mm 358.0 0.0 0.0

Excess M kNm 0.0 0.0 0.0 As' req mm 0 0 0

fst N/mm 434.8 434.8 434.8

As req mm 5794 1182 4140

bw/b ~~~ ~~~ 0.5

Min % % 0.26% 0.26% 0.13%

Min As mm 1170 1170 585

DEFLECTION

fs N/mm 388.5 236.8


Tens Mod 0.7 1.1

Comp Mod 1.1 1.1

Perm L/d 73.7 28.3


TENSION STEELAs mm 5794 5719


1b mm 25 25

2 mm 0 0

Max No/layer 17 17

No 1a 3 5

No 1b 7 4

= mm 5849 5985

No 2 ok 0 ok 0 ok


= % % ok 1.504 ok 1.614 ok



Max S mm ok 121.0 ok 198.5 okCOMPRESSION STEEL 0.00

Required mm 1242 1182


1b mm 16 16

2 mm 0 0

Max No/layer 25 25

No 1a 1 2

No 1b 5 3

= mm 1319 1232

No 2 ok 0 ok 0 ok

As' prov mm 1319 1232

= % % ok 0.339 ok 0.332 ok



SHEAR

V at cl kN 589 0


18/25






M CL kNm 543.6

M face kNm 498.1 301.3 136.1

b 1.000 1 1.000

d mm 327.5 327.5 317.0

bf mm 1200.0 1200.0 1650.0

K' 0.156 0.156 0.156

Web Mres kNm 802.0 802.0 751.4


K 0.097 0.059 0.021

z mm 287.4 304.6 301.2

x mm 89.2 50.9 35.2

d' mm 55.0 58.0 47.5

net fsc N/mm 250.3 0.0 0.0

Excess M kNm 0.0 0.0 0.0

As' req mm 0 0 0

fst N/mm 434.8 434.8 434.8

As req mm 3986 2275 1039

bw/b ~~~ ~~~ 0.7

Min % % 0.26% 0.26% 0.13%

Min As mm 1170 1170 585

DEFLECTION

fs N/mm 326.9 313.3


Tens Mod 0.8 1.3

Comp Mod 1.0 1.2

Perm L/d 83.4 37.9


TENSION STEEL

As mm 3986 1039 1a mm ok 25 ok 16 ok

1b mm 20 12

2 mm 0 0

Max No/layer 22 27

No 1a 7 1

No 1b 2 8

= mm 4064 1106

No 2 ok 0 ok 0 ok


= % % ok 1.034 ok 0.291 ok



Max S mm ok 143.8 ok 150.0 ok

COMPRESSION STEEL 0.00 Required mm 312 2275


1b mm 8 0

2 mm 0 0

Max No/layer 32 22

No 1a 1 5

No 1b 5 0

= mm 330 2454

No 2 ok 0 ok 0 ok

As' prov mm 330 2454

= % % ok 0.084 ok 0.645 ok



SHEARV at cl kN 406.1

V at d kN 341.6


19/25


Span 0.00 m h 0 Top cover 35 mm to main

0beam bw 0 Btm cover 50 mm to main

hf 0 Side cover 45 mm to main

SPAN 5 IS NON-EXISTENT!


M CL kNm 0.0

M face kNm 0.0 0.0 0.0 b 1.000 1 ~

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

bf mm 0.0 0.0 0.0

K' 0.156 0.156 0.156

Web Mres kNm #DIV/0! #DIV/0! #DIV/0!

Flange Mres kNm ~~~ ~~~ #DIV/0!

K #DIV/0! #DIV/0! #DIV/0!

z mm #DIV/0! #DIV/0! #DIV/0!

x mm #DIV/0! #DIV/0! #DIV/0!

d' mm #DIV/0! #DIV/0! #DIV/0!

net fsc N/mm #DIV/0! #DIV/0! #DIV/0!

Excess M kNm #DIV/0! #DIV/0! #DIV/0!

As' req mm #DIV/0! #DIV/0! #DIV/0!

fst N/mm #DIV/0! #DIV/0! #DIV/0! As req mm #DIV/0! #DIV/0! #DIV/0!

bw/b ~~~ ~~~ #DIV/0!

Min % % 0.26% 0.00% #DIV/0!

Min As mm 0 0 #DIV/0!

DEFLECTION

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

Base ratio 100.0 #DIV/0!

Tens Mod #DIV/0! #DIV/0!

Comp Mod #DIV/0! #DIV/0!

Perm L/d #DIV/0! #DIV/0!

Actual L/d 0.0 #DIV/0! #DIV/0! #DIV/0!

TENSION STEEL

As mm #DIV/0! #DIV/0!

1a mm #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 1b mm #DIV/0! #DIV/0!

2 mm #DIV/0! #DIV/0!

Max No/layer #DIV/0! #DIV/0!

No 1a #DIV/0! #DIV/0!

No 1b #DIV/0! #DIV/0!

= mm #DIV/0! #DIV/0!

No 2 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

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

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

Clear dist mm #DIV/0! #DIV/0!

Min S mm #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

Max S mm #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

COMPRESSION STEEL 0.00

Required mm #DIV/0! #DIV/0! 1a mm #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

1b mm #DIV/0! #DIV/0!







As' prov mm #DIV/0! #DIV/0!




SHEAR

V at cl kN ~ V at d kN #VALUE!


20/25


Span 0.000 m h 0 Top cover 35 mm to main

0beam bw 0 Btm cover 50 mm to main

hf 0 Side cover 45 mm to main

SPAN 6 IS NON-EXISTENT!


M CL kNm 0.0

M face kNm 0.0 0.0 0.0 b 1.000 1 ~

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

bf mm 0.0 0.0 0.0

K' 0.156 0.156 0.156

Web Mres kNm #DIV/0! #DIV/0! #DIV/0!

Flange Mres kNm ~~~ ~~~ #DIV/0!

K #DIV/0! #DIV/0! #DIV/0!

z mm #DIV/0! #DIV/0! #DIV/0!

x mm #DIV/0! #DIV/0! #DIV/0!

d' mm #DIV/0! #DIV/0! #DIV/0!

net fsc N/mm #DIV/0! #DIV/0! #DIV/0!

Excess M kNm #DIV/0! #DIV/0! #DIV/0!

As' req mm #DIV/0! #DIV/0! #DIV/0!

fst N/mm #DIV/0! #DIV/0! #DIV/0! As req mm #DIV/0! #DIV/0! #DIV/0!

bw/b ~~~ ~~~ #DIV/0!

Min % % 0.26% 0.00% #DIV/0!

Min As mm 0 0 #DIV/0!

DEFLECTION

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

Base ratio 100.0 #DIV/0!

Tens Mod #DIV/0! #DIV/0!

Comp Mod #DIV/0! #DIV/0!

Perm L/d #DIV/0! #DIV/0!

Actual L/d 0.0 #DIV/0! #DIV/0! #DIV/0!

TENSION STEEL

As mm #DIV/0! #DIV/0!

1a mm #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 1b mm #DIV/0! #DIV/0!







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




Max S mm #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

COMPRESSION STEEL 0.00

Required mm #DIV/0! #DIV/0! 1a mm #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

1b mm #DIV/0! #DIV/0!







As' prov mm #DIV/0! #DIV/0!




SHEAR

V at cl kN ~ V at d kN #VALUE!


21/25


Location D&D: Main beam Grids C to H, from grid 1 to 3 GRAPH DATAWIDE BEAM (Analysis & Design) to BS 8110:2005 Originated from RCC43 v3.4 on CD 2006 TCC

LOADING DIAGRAM 41.712

BEAM 0 26

0 0

SUPPORTS 0 0 5.5 5.5 13.5 13.5 22 22 26

-156.4 156.42 -156.4 156.42 -156.42 156.42 -156.4 156.42 -156.4

D UDL 0 0 5.5 5.5 5.5 13.5 13.5 13.5 22 22 22 26 26

0 62.2 62.2 0 62.2 62.2 0 62.2 62.2 0 62.2 62.2 0

L UDL 62.2 92.2 92.2 62.2 92.2 92.2 62.2 92.2 92.2 62.2 92.2 92.2 62.2

D PUDL 0 0 0 0 5.5 5.5 5.5 5.5 13.5 13.5 13.592.2 92.2 92.2 92.2 92.2 92.2 92.2 92.2 92.2 92.2 92.2

L PUDL 92.2 92.2 92.2 92.2 92.2 92.2 92.2 92.2 92.2 92.2 92.2

PL 1 0 0 9.5 9.5 13.5 13.5 22 22 26

92.2 92.2 92.2 117.2 92.2 92.2 92.2 92.2 0

92.2 92.2 117.2 142.2 92.2 92.2 92.2 92.2 0

PL 2 0 0 5.5 5.5 13.5 13.5 22 22 26

92.2 92.2 92.2 92.2 92.2 92.2 92.2 92.2 0

92.2 92.2 92.2 92.2 92.2 92.2 92.2 92.2 0

MOMENT DIAGRAMS

SPAN 1

X 0 0 0.275 0.55 0.825 1.1 1.375 1.65 1.925 2.2 2.475 2.75 3.025

M(e) all 0 59.301 -10.24 -69.57 -118.7 -157.6 -186.27 -204.7 -213 -211 -198.8 -176.4 -143.8

M(e) odd 0 94.967 11.201 -62.35 -125.7 -178.8 -221.71 -254.4 -276.9 -289.1 -291.2 -283 -264.6

M(e) even 0 -7.591 -25.7 -39.1 -47.8 -51.79 -51.085 -45.67 -35.56 -20.74 -1.211 23.017 51.949

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

M(r) all 0 59.301 -10.24 -69.57 -118.7 -157.6 -186.27 -204.7 -213 -211 -198.8 -176.4 -143.8

M(r) odd 0 94.967 11.201 -62.35 -125.7 -178.8 -221.71 -254.4 -276.9 -289.1 -291.2 -283 -264.6

M(r) even 0 -7.591 -25.7 -39.1 -47.8 -51.79 -51.085 -45.67 -35.56 -20.74 -1.211 23.017 51.94970% max 0 66.477 7.8404 -27.37 -33.46 -36.26 -35.76 -31.97 -24.89 -14.51 -0.848 16.112 36.364

70% min 0 -5.314 -17.99 -48.7 -87.98 -125.2 -155.2 -178.1 -193.8 -202.4 -203.8 -198.1 -185.2

Lower bound 0 -7.591 -25.7 -69.57 -125.7 -178.8 -221.71 -254.4 -276.9 -289.1 -291.2 -283 -264.6

Upper bound 0 94.967 11.201 0 0 0 0 0 0 0 0 23.017 51.949

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

L0 2.75 2.75 0.55 2.75 2.75 2.75 2.75 2.75 2.75 2.75 3.85 5.5

SPAN 2

Local X 0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4

X 5.5 5.9 6.3 6.7 7.1 7.5 7.9 8.3 8.7 9.1 9.5 9.9

M(e) all 661.24 451.83 264.03 97.842 -46.73 -169.7 -271 -350.8 -408.9 -445.4 -460.3 -423.6

M(e) odd 319.3 232.74 156.14 89.497 32.802 -13.942 -50.73 -77.57 -94.46 -101.4 -98.38 -75.41

M(e) even 639.07 421.71 225.98 51.85 -100.7 -231.56 -340.9 -428.5 -494.6 -539 -561.9 -533.1

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

M(r) all 661.24 445.64 251.65 79.265 -71.5 -200.66 -308.2 -394.1 -458.4 -501.1 -522.2 -491.7

M(r) odd 319.3 237.09 164.83 102.53 50.176 7.776 -24.67 -47.17 -59.71 -62.3 -54.94 -27.63

M(r) even 639.07 424.57 231.69 60.414 -89.24 -217.29 -323.7 -408.5 -471.7 -513.3 -533.3 -501.7

70% max 462.87 316.28 184.82 68.489 22.961 -9.7593 -35.51 -54.3 -66.12 -70.98 -68.87 -52.79

70% min 223.51 162.92 109.3 36.295 -70.46 -162.09 -238.6 -300 -346.2 -377.3 -393.3 -373.2

Lower bound 0 0 0 0 -89.24 -217.29 -323.7 -408.5 -471.7 -513.3 -533.3 -501.7

Upper bound 661.24 445.64 251.65 102.53 50.176 7.776 0 0 0 0 0 0

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

L0 4 4 4 4 1.6 4 4 4 4 4 4.8 8

SPAN 3

Local X 0 0.425 0.85 1.275 1.7 2.125 2.55 2.975 3.4 3.825 4.25 4.675

X 13.5 13.925 14.35 14.775 15.2 15.625 16.05 16.475 16.9 17.325 17.75 18.175

M(e) all 888.9 644.13 423.75 227.78 56.204 -90.973 -213.8 -312.1 -386.1 -435.7 -460.9 -461.7

M(e) odd 693.52 460.12 251.12 66.518 -93.68 -229.49 -340.9 -427.9 -490.5 -528.7 -542.5 -531.9

M(e) even 600.14 476.37 363.83 262.52 172.45 93.62 26.019 -30.35 -75.48 -109.4 -132 -143.5

Beam 0 0 0 0 0 0 0 0 0 0 0 0M(r) all 755.57 517.46 303.75 114.45 -50.46 -190.97 -307.1 -398.8 -466.1 -509 -527.5 -521.7

M(r) odd 755.57 519.06 306.96 119.26 -44.04 -182.95 -297.5 -387.6 -453.3 -494.6 -511.5 -504

( ) 690 17 561 89 444 85 339 04 244 47 161 14 89 035 28 168 21 46 59 86 87 02 102 9


22/25


Location D&D: Main beam Grids C to H, from grid 1 to 3 GRAPH DAT

WIDE BEAM (Analysis & Design) to BS 8110:2005 Originated from RCC43 v3.4 on CD 2006 TCC

SPAN 4

Local X 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2

X 22 22.2 22.4 22.6 22.8 23 23.2 23.4 23.6 23.8 24 24.2

M(e) all 543.64 465.11 391.99 324.27 261.95 205.03 153.52 107.41 66.706 31.403 1.5038 -22.9

M(e) odd 537.5 485.28 435.54 388.3 343.54 301.27 261.49 224.19 189.39 157.07 127.24 99.89

M(e) even 257.74 195.2 138.07 86.339 40.012 -0.9119 -36.43 -66.55 -91.26 -110.6 -124.5 -133

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

M(r) all 543.64 465.11 391.99 324.27 261.95 205.03 153.52 107.41 66.706 31.403 1.5038 -22.9

M(r) odd 537.5 485.28 435.54 388.3 343.54 301.27 261.49 224.19 189.39 157.07 127.24 99.89

M(r) even 257.74 195.2 138.07 86.339 40.012 -0.9119 -36.43 -66.55 -91.26 -110.6 -124.5 -133

70% max 380.55 339.69 304.88 271.81 240.48 210.89 183.04 156.93 132.57 109.95 89.068 69.92

70% min 180.42 136.64 96.649 60.438 28.008 -0.6383 -25.5 -46.59 -63.89 -77.4 -87.14 -93.0Lower bound 0 0 0 0 0 -0.9119 -36.43 -66.55 -91.26 -110.6 -124.5 -133

Upper bound 543.64 485.28 435.54 388.3 343.54 301.27 261.49 224.19 189.39 157.07 127.24 99.89

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

L0 2 2 2 2 2 1 2 2 2 2 2.8 4

SPAN 5

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

X 26 26 26 26 26 26 26 26 26 26 26 26

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 0 070% 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

L0 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 26 26 26 26 26 26 26 26 26 26 26 26

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

L0 0 0 0 0 0 0 0 0 0 0 0 0

SHEAR FORCE DIAGRAMS

SPAN 1 SPAN 2

Local X 0 0 0 0 0 0 5.5 0 4 4 4 4

X 0 0 0 0 0 0 5.5 5.5 9.5 9.5 9.5 9.5

V(e) all 0 271.46 271.46 271.46 271.46 271.46 -471.5 550.55 10.229 -64.77 -64.77 -64.7

V(e) odd 0 323.18 323.18 323.18 323.18 3 23.2 -419.8 228.82 -19.98 -44.98 -44.98 -44.9

V(e) even 0 74.395 74.395 74.395 74.395 74.395 -267.7 570.39 30.074 -44.93 -44.93 -44.9V(r) all 0 271.46 271.46 271.46 271.46 271.46 -471.5 566.03 25.71 -49.29 -49.29 -49.2

V(r) odd 0 323.18 323.18 323.18 323.18 323.18 -419.8 217.96 -30.84 -55.84 -55.84 -55.8


23/25

Disclaimer

Status of spreadsheet

Public release version.

Revision history RCC43

Date Version

24-May-07 RCC43 v3.4

25-Sep-06 RCC43 v3.3

28-Jun-06 RCC43 v3.2

19-Jun-06 RCC43 v3.1

25-Oct-05 RCC43 v3.08-Dec-04 RCC43 v2.5

4-Nov-03 RCC43 v2.4

2-Sep-03 RCC43 v2.3

15-Jul-03 RCC43 v2.2

22-Jan-03 RCC43 v2.1

16-Dec-02 RCC43 v2.0c

28-Oct-02 RCC43 v2.0b

26-Oct-02 RCC43 v2.0a

All advice or information fro

who will evaluate the signific

No liability (including that for

BCA, TCC or their subconpublications are subject to r

the latest version.

This spreadsheet should

Spreadsheets: v3' available

607777 or +44 (0)1276 6071


24/25

ide Beams (A & D)

Action Size (kB)

Correction to maximum number of bars per layer. 1270

Correction to determination of vc at right hand side of internal supports. 1269

v3 release. Page nos, User Guide and registration details amended. 1230

Improvement to determination of number of link legs. 1295

Updated to 2005 versions of BS8110 & BS8666 1295Reverse support moments and shears dealt with. 1254

Correction at BAR!R19 etc (z when flange MOR exceeded). 1248

Improvement to calculation of imposed reactions. 1248

Minor correction to L/d routine when As' increased. 1208

DETR logo replaced by DTI. 1208

Updated to CHG comments on 11/12/02 1226

Updated to CHG comments on 25/10/02 1224

First issue - developed from RCC 41 1228

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