continuous beam analysis & design

Project Spreadsheets to EC2REINFORCED CONCRETE

COUNCIL

Client Advisory Group Made by Date Page

Location Worked Examples : Main beam Grids C to H rmw 30-Apr-14 149

CONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Checked Revision Job No

Originated from RCCe41.xls on CD © 1999 BCA for RCC chg - R68

MATERIALS STATUS OK COVERS (to links)

fck 32 N/mm² dg 20 mm Top cover 20 mm

fyk 500 N/mm² gs 1.15 Btm cover 20 mm

fywk 250 N/mm² gc 1.50 Side cover 20 mm

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

SPAN 1 8.00 500 300 175 R 300 min max

SPAN 2 6.00 500 300 175 R 300 DEAD 1.0 1.35

SPAN 3 IMPOSED 1.5

SPAN 4 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 3.500 300 300 F 4.000 300 300 P

Support 2 3.500 300 300 F 5.000 300 300 P

Support 3 3.500 300 300 F 4.000 300 300 P

Support 4

Support 5

Support 6

Support 7

LOADING DIAGRAM

LOADING UDLs (kN/m²) 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 25.8 20.0 ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~

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

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

Part UDL Part UDL

Span 2 Span 5

UDL 25.8 20.0 ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~

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

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

Part UDL Part UDL

Span 3 Span 6

UDL ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~

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

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

Part UDL Part UDL

REACTIONS (kN)

SUPPORT 1 2 3

ALL SPANS LOADED 241.9 506.4 159.3

ODD SPANS LOADED 241.9 399.1 32.5

EVEN SPANS LOADED 79.6 352.3 163.4

MAX ULTIMATE 241.9 506.4 163.4

Characteristic Dead 92.7 209.3 59.2

Characteristic Imposed 77.9 149.2 55.7

Project Spreadsheets to EC2REINFORCED CONCRETE

COUNCIL


Location Worked Examples: Main beam Grids C to H rmw 30-Apr-14 150



BENDING MOMENTS (kNm)

Elastic Moments Redistributed Envelope

SUPPORT No 1 2 3

Elastic M 183.4 382.3 81.3 ~ ~ ~ kNm/m

Redistributed M 128.3 267.6 81.3 ~ ~ ~ kNm/m

ßb 0.700 0.700 1.000 ~ ~ ~ ~

Redistribution 30.0% 30.0%

SPAN No 1 2

Elastic M 262.7 144.3 ~ ~ ~ ~

Redistributed M 323.0 139.1 ~ ~ ~ ~

ßb 1.230 0.964 ~ ~ ~ ~

SHEARS (kN)

Elastic Shears Redistributed Shears

SPAN No 1 2

Elastic V 240.5 285.8 240.2 171.0 ~ ~

Redistributed V 241.9 276.7 229.6 163.4 ~ ~

SPAN No

Elastic V ~ ~ ~ ~ ~ ~

Redistributed V ~ ~ ~ ~ ~ ~

COLUMN MOMENTS (kNm ult) 1 2 3

ALL SPANS Above 103.1 -33.5 -34.3

LOADED Below 67.7 -17.6 -22.5

ODD SPANS Above 110.7 -61.1 1.2

LOADED Below 72.6 -32.1 0.8

EVEN SPANS Above 33.5 14.3 -49.1

LOADED Below 22.0 7.5 -32.2

-300

-200

-100

0

100

200

300

400

500

0 5 10 15

-400

-300

-200

-100

0

100

200

300

400

0 5 10 15

-400

-300

-200

-100

0

100

200

300

0 5 10 15

-400

-300

-200

-100

0

100

200

300

0 5 10 15

Project Spreadsheets to EC2 REINFORCED CONCRETE COUNCIL





SPAN 1 LEFT CENTRE RIGHT

ACTIONS M kNm 113.1 323.0 241.8

d 0.70 1.23 0.70

DESIGN d mm 460.0 452.0 455.5

As mm² 596 1996 1341

As' mm² 0 0 522

TOP STEEL Layer 1 3 T 16 3 T 12 3 T 25

Layer 2 0 0 0

As prov mm² 603 As' prov 339 As prov 1473

BTM STEEL Layer 1 3 T 16 3 T 32 2 T 32

Layer 2 0 0 0

As' prov mm² 603 As prov 2413 As' prov 1608

DEFLECTION L/d 17.70 Allowed 37.23 . .

SHEAR Vsd kN 232.2 LINK Ø 267.0

VRd1 kN 66.8 12 78.5

VRd2 kN 715.4 NOMINAL 708.4

s req mm 163 340 141

LINKS R12 @ 150 for 1950 R12 @ 250 R12 @ 125 for 2500

legs No 2 2 2

CHECKS % As ok ok ok

Cover ok ok ok

min S ok ok ok

max S ok ok ok

Links ok ok ok

Main bars

max V ok ok

Deflection ok

SPAN 2 LEFT CENTRE RIGHT

ACTIONS M kNm 249.6 139.1 57.5

d 0.81 0.96 1.00

DESIGN d mm 457.5 457.5 464.0

As mm² 1419 748 300

As' mm² 74 0 0

TOP STEEL Layer 1 3 T 25 2 T 25 3 T 12

Layer 2 0 0 0

As prov mm² 1473 As' prov 982 As prov 339

BTM STEEL Layer 1 3 T 12 2 T 25 3 T 12

Layer 2 0 0 0

As' prov mm² 339 As prov 982 As' prov 339

DEFLECTION L/d 13.11 Allowed 56.49 . .

SHEAR Vsd kN 219.9 LINK Ø 153.7

VRd1 kN 78.7 10 63.6

VRd2 kN 711.5 NOMINAL 721.6

s req mm 132 236 209

LINKS R10 @ 125 for 2000 R10 @ 225 R10 @ 200 for 1000

legs No 2 2 2

CHECKS % As ok ok ok

Cover ok ok ok

min S ok ok ok

max S ok ok ok

Links ok ok ok

Main bars

max V ok ok

Deflection ok

ok ok ok

ok ok ok

Project Spreadsheets to EC2 REINFORCED CONCRETE COUNCIL



CONTINUOUS BEAM ANALYSIS & DESIGN to EC2 : 1992 Checked Revision Job No


APPROXIMATE WEIGHT of REINFORCEMENT

Location No Type Dia Length Unit wt Weight

TOP STEEL Support 1 3 T 16 3025 2 14

Span 1 3 T 12 5325 1 14

Support 2 3 T 25 4200 4 49

Span 2 2 T 25 5400 4 42

Support 3 3 T 12 2175 1 6

BOTTOM STEEL Support 1 3 T 16 725 2 3

Span 1 3 T 32 7650 6 145

Support 2 3 T 32 1075 6 20

Span 2 2 T 25 5650 4 44

Support 3 3 T 12 675 1 2

LINKS Span 1 47 R 12 1500 1 63

Span 2 34 R 10 1500 1 31

SUMMARY spacers not included Total reinforcement in bay (kg) 433

Reinforcement density (kg/m³) 197.5

Project Spreadsheets to EC2

Location Worked Examples: Main beam Grids C to H ANALYSIS TO EC2 ICONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Made by rmw Job No R68

Originated from RCCe41.xls on CD © 1999 BCA for RCC Date

ANALYSISMin load 1 x dead load

Live load 0.35 x dead load + 1.5 x imposed load (Table 2.2)

Distribution Factors

SUPT 1 SUPT 2 SUPT 3

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

A w 150000 150000 150000 150000 0

A f 0 0 0 0 0

X bar 250 250 250 250 #DIV/0!

I 6.8E+08 6.8E+08 3.1E+09 3.1E+09 6.8E+08 6.8E+08 3.1E+09 3.1E+09 6.8E+08 6.8E+08 #DIV/0!

Stiffness 1.9E+08 1.3E+08 3.9E+08 3.9E+08 1.9E+08 1.0E+08 5.2E+08 5.2E+08 1.9E+08 1.3E+08 0.0E+00

Sum 7.1E+08 1.E+09 8.E+08

Factor 0.27161 0.17825 0.55014 0.32402 0.15997 0.08399 0.43202 0.61985 0.22952 0.15062 0

SUPT 4 SUPT 5 SUPT 6

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

A w 0 0 0 0 0 0

A f 0 0 0 0 0 0

X bar #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

I #DIV/0! 0 0 #DIV/0! #DIV/0! 0 0 #DIV/0! #DIV/0! 0 0 #DIV/0!

Stiffness 0 0 0 0 0 0 0 0 0 0 0 0

Sum 0.E+00 0.E+00 0.E+00

Factor 1 0 0 0 1 0 0 0 1 0 0 0

SUPT 7

L Up col Lo col

A w 0 Partial UDL factors

A f 0 1 2 3 4 5 6

X bar #DIV/0! a 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0!

I #DIV/0! 0 0 b 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0!

Stiffness 0 0 0

Sum 0.E+00

Factor 0 0 0 y2 = 0.3

Fixed End MomentsSPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 SPAN 6

Min load L R L R L R L R L R L R

Cant 825.6 464.4 0 0 0 0

UDL 137.6 137.6 77.4 77.4 0 0 0 0 0 0 0 0

PL 1 0 0 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!


part UDL 0 0 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

FEM 137.6 137.6 77.4 77.4 0 0 0 0 0 0 0 0

Quasi load

Cant 1017.6 572.4 0 0 0 0

UDL 169.6 169.6 95.4 95.4 0 0 0 0 0 0 0 0




FEM 169.6 169.6 95.4 95.4 0 0 0 0 0 0 0 0

Live load

Cant 1248.96 702.54 0 0 0 0

UDL 208.16 208.16 117.09 117.09 0 0 0 0 0 0 0 0




FEM 208.16 208.16 117.09 117.09 0 0 0 0 0 0 0 0

30-Apr-14


Location Worked Examples: Main beam Grids C to H ANALYSIS TO EC2 IICONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Made by rmw Job No R68


Moment Distribution

HiCol SUPT 1 LoCol HiCol LoCol HiCol LoCol HiCol LoCol HiCol LoCol HiCol LoCol HiCol SUPT 7 LoCol

Min load -137.6 137.6 -77.4 77.4 0 0 0 0 0 0 0 0

37.3739 75.6995 24.5266 -9.6303 -19.506 -26.008 -5.0559 -17.765 -47.977 0 -11.658 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-9.75294 37.8497 -23.988 -13.004 0 0 0 0 0 0 0 0

2.64902 5.3655 1.73842 -2.2174 -4.4914 -5.9885 -1.1642 2.9847 8.06052 0 1.95871 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-2.24568 2.68275 4.03026 -2.9942 0 0 0 0 0 0 0 0

0.60995 1.23544 0.40028 -1.0739 -2.1751 -2.9002 -0.5638 0.68724 1.85598 0 0.451 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-1.08757 0.61772 0.92799 -1.4501 0 0 0 0 0 0 0 0

0.2954 0.59832 0.19385 -0.2473 -0.5008 -0.6678 -0.1298 0.33283 0.89884 0 0.21842 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-0.25042 0.29916 0.44942 -0.3339 0 0 0 0 0 0 0 0

0.06802 0.13777 0.04464 -0.1198 -0.2426 -0.3234 -0.0629 0.07664 0.20696 0 0.05029 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-0.12128 0.06888 0.10348 -0.1617 0 0 0 0 0 0 0 0

0.03294 0.06672 0.02162 -0.0276 -0.0558 -0.0745 -0.0145 0.03711 0.10023 0 0.02436 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-0.02792 0.03336 0.05012 -0.0372 0 0 0 0 0 0 0 0

0.00758 0.01536 0.00498 -0.0134 -0.027 -0.0361 -0.007 0.00855 0.02308 0 0.00561 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Sum 41.0 -68.0 26.9 -13.3 152.2 -131.8 -7.0 -13.6 22.6 0.0 -8.9 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

Quasi Load -169.6 169.6 -95.4 95.4 0 0 0 0 0 0 0 0

46.0655 93.304 30.2305 -11.87 -24.042 -32.056 -6.2317 -21.896 -59.134 0 -14.37 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-12.0211 46.652 -29.567 -16.028 0 0 0 0 0 0 0 0

3.26508 6.61329 2.14271 -2.7331 -5.5359 -7.3811 -1.4349 3.67881 9.93506 0 2.41422 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-2.76793 3.30664 4.96753 -3.6906 0 0 0 0 0 0 0 0

0.7518 1.52275 0.49337 -1.3236 -2.681 -3.5746 -0.6949 0.84707 2.28761 0 0.55589 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-1.34049 0.76138 1.1438 -1.7873 0 0 0 0 0 0 0 0

0.36409 0.73746 0.23894 -0.3048 -0.6173 -0.8231 -0.16 0.41023 1.10788 0 0.26921 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-0.30866 0.36873 0.55394 -0.4115 0 0 0 0 0 0 0 0

0.08383 0.1698 0.05502 -0.1476 -0.299 -0.3986 -0.0775 0.09446 0.2551 0 0.06199 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-0.14948 0.0849 0.12755 -0.1993 0 0 0 0 0 0 0 0

0.0406 0.08224 0.02664 -0.034 -0.0688 -0.0918 -0.0178 0.04575 0.12354 0 0.03002 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-0.03442 0.04112 0.06177 -0.0459 0 0 0 0 0 0 0 0

0.00935 0.01894 0.00614 -0.0165 -0.0333 -0.0445 -0.0086 0.01053 0.02845 0 0.00691 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Sum 50.6 -83.8 33.2 -16.4 187.5 -162.5 -8.6 -16.8 27.8 0.0 -11.0 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

Live on -208.16 208.16 0 0 0 0

Odd Spans 56.5389 114.517 37.1037 -33.3 -67.448 -89.93 -17.482 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-33.7238 57.2587 0 -44.965 0 0 0 0 0 0 0 0

9.15981 18.5529 6.01113 -9.1598 -18.553 -24.737 -4.8089 10.3205 27.8717 0 6.77283 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-9.27643 9.27643 13.9359 -12.369 0 0 0 0 0 0 0 0

2.5196 5.10335 1.65349 -3.7133 -7.5212 -10.028 -1.9495 2.83887 7.6667 0 1.86301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-3.7606 2.55167 3.83335 -5.0141 0 0 0 0 0 0 0 0

1.02143 2.06886 0.67031 -1.0214 -2.0689 -2.7585 -0.5362 1.15086 3.10803 0 0.75525 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-1.03443 1.03443 1.55401 -1.3792 0 0 0 0 0 0 0 0

0.28096 0.56908 0.18438 -0.4141 -0.8387 -1.1183 -0.2174 0.31657 0.85493 0 0.20775 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-0.41935 0.28454 0.42746 -0.5591 0 0 0 0 0 0 0 0

0.1139 0.2307 0.07475 -0.1139 -0.2307 -0.3076 -0.0598 0.12833 0.34658 0 0.08422 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-0.11535 0.11535 0.17329 -0.1538 0 0 0 0 0 0 0 0

0.03133 0.06346 0.02056 -0.0462 -0.0935 -0.1247 -0.0242 0.0353 0.09533 0 0.02317 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Sum 69.67 -115.38 45.72 -47.77 181.93 -109.08 -25.08 14.79 -24.50 0.00 9.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SUPT 6SUPT 2 SUPT 3 SUPT 4 SUPT 5

30-Apr-14


Location Worked Examples: Main beam Grids C to H ANALYSIS TO EC2 IIICONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Made by rmw Job No R68


Live on -117.09 117.09 0 0 0 0

Even Spans 0 0 0 18.7312 37.9393 50.5857 9.83386 -26.875 -72.579 0 -17.637 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

18.9696 0 -36.289 25.2929 0 0 0 0 0 0 0 0

-5.1524 -10.436 -3.3813 5.80528 11.7584 15.6778 3.04777 -5.8053 -15.678 0 -3.8097 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

5.87919 -5.218 -7.8389 7.83892 0 0 0 0 0 0 0 0

-1.5969 -3.23439 -1.0479 2.08875 4.23068 5.6409 1.09659 -1.7992 -4.859 0 -1.1807 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2.11534 -1.6172 -2.4295 2.82045 0 0 0 0 0 0 0 0

-0.5746 -1.16374 -0.3771 0.64736 1.3112 1.74827 0.33986 -0.6474 -1.7483 0 -0.4248 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0.6556 -0.5819 -0.8741 0.87413 0 0 0 0 0 0 0 0

-0.1781 -0.36067 -0.1169 0.23292 0.47177 0.62903 0.12228 -0.2006 -0.5418 0 -0.1317 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0.23589 -0.1803 -0.2709 0.31451 0 0 0 0 0 0 0 0

-0.0641 -0.12977 -0.042 0.07219 0.14621 0.19495 0.0379 -0.0722 -0.195 0 -0.0474 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0.07311 -0.0649 -0.0975 0.09748 0 0 0 0 0 0 0 0

-0.0199 -0.04022 -0.013 0.02597 0.05261 0.07014 0.01364 -0.0224 -0.0604 0 -0.0147 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Sum -7.6 12.6 -5.0 27.6 48.2 -90.3 14.5 -35.4 58.7 0.0 -23.2 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

Live on -208.16 208.16 -117.09 117.09 0 0 0 0

1,2,5 & 6 56.5389 114.517 37.1037 -14.569 -29.508 -39.344 -7.6486 -26.875 -72.579 0 -17.637 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-14.7542 57.2587 -36.289 -19.672 0 0 0 0 0 0 0 0

4.00742 8.11688 2.62987 -3.3545 -6.7945 -9.0593 -1.7611 4.51522 12.1939 0 2.96311 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-3.39724 4.05844 6.09694 -4.5296 0 0 0 0 0 0 0 0

0.92273 1.86896 0.60554 -1.6246 -3.2905 -4.3874 -0.8529 1.03966 2.80772 0 0.68228 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-1.64526 0.93448 1.40386 -2.1937 0 0 0 0 0 0 0 0

0.44687 0.90513 0.29326 -0.3741 -0.7577 -1.0102 -0.1964 0.5035 1.35976 0 0.33042 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-0.37883 0.45256 0.67988 -0.5051 0 0 0 0 0 0 0 0

0.1029 0.20841 0.06753 -0.1812 -0.3669 -0.4892 -0.0951 0.11593 0.31309 0 0.07608 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-0.18347 0.10421 0.15655 -0.2446 0 0 0 0 0 0 0 0

0.04983 0.10093 0.0327 -0.0417 -0.0845 -0.1127 -0.0219 0.05615 0.15163 0 0.03685 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-0.04224 0.05047 0.07581 -0.0563 0 0 0 0 0 0 0 0

0.01147 0.02324 0.00753 -0.0202 -0.0409 -0.0546 -0.0106 0.01293 0.03491 0 0.00848 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Sum 62.1 -102.8 40.7 -20.2 230.2 -199.4 -10.6 -20.6 34.2 0.0 -13.5 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

Live on -117.09 117.09 0 0

Spans 2 & 3 0 0 0 18.7312 37.9393 50.5857 9.83386 -26.875 -72.579 0 -17.637 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

18.9696 0 -36.289 25.2929 0 0 0 0 0 0 0 0

-5.1524 -10.436 -3.3813 5.80528 11.7584 15.6778 3.04777 -5.8053 -15.678 0 -3.8097 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

5.87919 -5.218 -7.8389 7.83892 0 0 0 0 0 0 0 0

-1.5969 -3.23439 -1.0479 2.08875 4.23068 5.6409 1.09659 -1.7992 -4.859 0 -1.1807 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2.11534 -1.6172 -2.4295 2.82045 0 0 0 0 0 0 0 0

-0.5746 -1.16374 -0.3771 0.64736 1.3112 1.74827 0.33986 -0.6474 -1.7483 0 -0.4248 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0.6556 -0.5819 -0.8741 0.87413 0 0 0 0 0 0 0 0

-0.1781 -0.36067 -0.1169 0.23292 0.47177 0.62903 0.12228 -0.2006 -0.5418 0 -0.1317 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0.23589 -0.1803 -0.2709 0.31451 0 0 0 0 0 0 0 0

-0.0641 -0.12977 -0.042 0.07219 0.14621 0.19495 0.0379 -0.0722 -0.195 0 -0.0474 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0.07311 -0.0649 -0.0975 0.09748 0 0 0 0 0 0 0 0

-0.0199 -0.04022 -0.013 0.02597 0.05261 0.07014 0.01364 -0.0224 -0.0604 0 -0.0147 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Sum -7.59 12.56 -4.98 27.60 48.25 -90.34 14.49 -35.42 58.67 0.00 -23.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

30-Apr-14


Location Worked Examples: Main beam Grids C to H ANALYSIS TO EC2 IVCONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Made by rmw Job No R68


Live on 0 0 0 0

Spans 3 & 4 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 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 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 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 0 0

0 0 0 0 0 0 0 0 0 0 0 0

-31.026 -62.8424 -20.361 -18.274 -37.012 -49.35 -9.5936 -7.2988 -19.711 0 -4.7899 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-18.5062 -31.421 -9.8557 -24.675 0 0 0 0 0 0 0 0

5.02652 10.181 3.29866 6.60316 13.3744 17.8326 3.46666 5.66346 15.2948 0 3.71665 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Sum -26.0 -71.2 -17.1 -11.7 -55.1 -41.4 -6.1 -1.6 -29.1 0.0 -1.1 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

Live on 0 0 0 0

Spans 4 & 5 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 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 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 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 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 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

Sum 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Elastic Support Moments (2.5.1.2)Support 2 3 4 5 6

Left Right Left Right Left Right Left Right Left Right

Quasi 83.77 187.5 162.5 27.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

All spans 170.787 382.3 331.2 56.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Odd Spans 183.351 334.1 240.9 -1.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Even Spans 55.4032 200.4 222.2 81.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1,2,5,6 170.79 382.3 331.2 56.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2 & 3 55.40 200.4 222.2 81.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

3 & 4 139.13 97.1 173.2 -6.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

4 & 5 67.97 152.2 131.8 22.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Redistribution (2.5.3.4.2) method 1

ßb - 0.7 0.7 1 1 1 1 1

ßb + 1.3 1.3 1 1 1 1 1

Max M 128.346 267.63 81.26 0.00 0.00 0.00 0

Dead only 67.9672 152.153 131.825 22.5879 0 0 0 0 0 0 0 0

All spans 128.346 267.63 267.63 56.7587 0 0 0 0 0 0 0 0

Odd Spans 128.346 267.63 267.63 -1.9087 0 0 0 0 0 0 0 0

Even Spans 72.0242 260.521 267.63 81.2554 0 0 0 0 0 0 0 0

1,2,5,6 128.346 267.63 267.63 56.7587 0 0 0 0 0 0 0 0

2 & 3 72.0242 260.521 267.63 81.2554 0 0 0 0 0 0 0 0

3 & 4 128.346 126.222 225.158 -6.5035 0 0 0 0 0 0 0 0

4 & 5 88.3574 197.799 171.373 22.5879 0 0 0 0 0 0 0 0


Location Worked Examples: Main beam Grids C to H ANALYSIS TO EC2 VCONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Made by rmw Job No R68


1 7

30-Apr-14

30-Apr-14

Total Loads

Span 1 2 3

UDL PL1 PL2 ptUD UDL PL1 PL2 ptUD UDL PL1 PL2 ptUD

Dead only 206.4 0 0 0 154.8 0 0 0 0 0 0 0

Quasi 254.4 0 0 0 190.8 0 0 0 0 0 0 0

All spans 518.64 0 0 0 388.98 0 0 0 0 0 0 0

Odd Spans 518.64 0 0 0 154.8 0 0 0 0 0 0 0

Even Spans 206.4 0 0 0 388.98 0 0 0 0 0 0 0

1,2,5,6 518.64 0 0 0 388.98 0 0 0 0 0 0 0

2 & 3 206.4 0 0 0 388.98 0 0 0 0 0 0 0

3 & 4 206.4 0 0 0 154.8 0 0 0 0 0 0 0

4 & 5 206.4 0 0 0 154.8 0 0 0 0 0 0 0Span 4 5 6

Dead only 0 0 0 0 0 0 0 0 0 0 0 0

Quasi 0 0 0 0 0 0 0 0 0 0 0 0

All spans 0 0 0 0 0 0 0 0 0 0 0 0

Odd Spans 0 0 0 0 0 0 0 0 0 0 0 0

Even Spans 0 0 0 0 0 0 0 0 0 0 0 0

1,2,5,6 0 0 0 0 0 0 0 0 0 0 0 0

2 & 3 0 0 0 0 0 0 0 0 0 0 0 0

3 & 4 0 0 0 0 0 0 0 0 0 0 0 0

4 & 5 0 0 0 0 0 0 0 0 0 0 0 0

Elastic Shears Redistributed Shears

Span 1 2 3 Span 1 2 3

Quasi 114.2 140.2 117.8 73.0 0.0 0.0 Dead only 92.7 113.7 95.6 59.2 0.0 0.0 506.4 159.3 0.0

All spans 232.9 285.8 240.2 148.7 0.0 0.0 All spans 241.9 276.7 229.6 159.3 0.0 0.0 399.1 32.5 0.0

Odd Spans 240.5 278.2 117.9 36.9 0.0 0.0 Odd Spans 241.9 276.7 122.3 32.5 0.0 0.0 352.3 163.4 0.0

Even Spans 85.1 121.3 218.0 171.0 0.0 0.0 Even Spans 79.6 126.8 225.6 163.4 0.0 0.0 506.4 159.3 0.0

1,2,5,6 232.9 285.8 240.2 148.7 0.0 0.0 1,2,5,6 241.9 276.7 229.6 159.3 0.0 0.0 352.3 163.4 0.0

2 & 3 85.1 121.3 218.0 171.0 0.0 0.0 2 & 3 79.6 126.8 225.6 163.4 0.0 0.0 218.9 38.8 0.0

3 & 4 108.5 97.9 107.4 47.4 0.0 0.0 3 & 4 103.5 102.9 116.0 38.8 0.0 0.0 219.1 52.6 0.0

4 & 5 92.7 113.7 95.6 59.2 0.0 0.0 4 & 5 89.5 116.9 102.2 52.6 0.0 0.0Span 4 5 6 Span 4 5 6

Quasi 0.0 0.0 0.0 0.0 0.0 0.0 Dead only 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

All spans 0.0 0.0 0.0 0.0 0.0 0.0 All spans 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Odd Spans 0.0 0.0 0.0 0.0 0.0 0.0 Odd Spans 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Even Spans 0.0 0.0 0.0 0.0 0.0 0.0 Even Spans 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1,2,5,6 0.0 0.0 0.0 0.0 0.0 0.0 1,2,5,6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2 & 3 0.0 0.0 0.0 0.0 0.0 0.0 2 & 3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

3 & 4 0.0 0.0 0.0 0.0 0.0 0.0 3 & 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

4 & 5 0.0 0.0 0.0 0.0 0.0 0.0 4 & 5 0.0 0.0 0.0 0.0 0.0 0.0

Imposed Reactions

Support 1 2 3 4 5 6 7

All spans 77.9 149.2 53.0 0.0 0.0 0.0 0.0

Odd Spans 77.9 99.9 -17.8 0.0 0.0 0.0 0.0

Even Spans -8.7 73.0 55.7 0.0 0.0 0.0 0.0

1,2,5,6 77.9 149.2 53.0 0.0 0.0 0.0 0.0

2 & 3 -8.7 73.0 55.7 0.0 0.0 0.0 0.0

3 & 4 7.2 6.4 -13.6 0.0 0.0 0.0 0.0

4 & 5 -2.1 6.5 -4.4 0.0 0.0 0.0 0.0


Location Worked Examples: Main beam Grids C to H ANALYSIS TO EC2 VICONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Made by rmw Job No R68


SPAN MOMENTSSPAN 1 Left < > PL1 < > PL2 < > Right Loadings 0 0

Elastic V Quasi 114.23 0 114.23 0 114.23 100 140.17 31.8 0 0 0

All 232.877 0 232.877 0 232.877 100 285.763 64.83 0 0 0

Odd 240.479 0 240.479 0 240.479 100 278.161 64.83 0 0 0

Even 85.0753 0 85.0753 0 85.0753 100 121.325 25.8 0 0 0

Redist V All 241.91 0 241.91 0 241.91 100 276.73 64.83 0 0 0

Odd 241.91 0 241.91 0 241.91 100 276.73 25.8 0 0 0

Even 79.6379 0 79.6379 0 79.6379 100 126.762 25.8 0 0 0

Elastic X- Quasi 0.000 0 0.000 0 3.592 25.8 0 0 0

All 0.000 0 0.000 0 3.592 8

Odd 0.000 0 0.000 0 3.709

Even 0.000 0 0.000 0 3.297

Redist X- All 0.000 0 0.000 0 3.731

Odd 0.000 0 0.000 0 3.731 (2.5.3.4.2)

Even 0.000 0 0.000 0 3.087 Max

Elastic M Quasi 83.7736 -83.774 -83.774 -83.774 -83.774 121.39 187.537 121.39

All 170.787 -170.79 -170.79 -170.79 -170.79 247.475 382.328 247.475

Odd 183.351 -183.35 -183.35 -183.35 -183.35 262.662 334.081 262.662

Even 55.4032 -55.403 -55.403 -55.403 -55.403 84.8643 200.401 84.8643 d

Redist M All 128.346 -128.35 -128.35 -128.35 -128.35 322.99 267.63 322.99 1.30514

Odd 128.346 -128.35 -128.35 -128.35 -128.35 322.99 267.63 322.99 1.22968

Even 72.0242 -72.024 -72.024 -72.024 -72.024 50.8865 260.521 50.8865 0.59962

SPAN 2 Left < > PL1 < > PL2 < > Right Loadings 0 0

Elastic V Quasi 117.84 0 117.84 0 117.84 100 72.9598 31.8 0 0 0

All 240.238 0 240.238 0 240.238 100 148.742 64.83 0 0 0

Odd 117.869 0 117.869 0 117.869 100 36.9309 25.8 0 0 0

Even 217.976 0 217.976 0 217.976 100 171.004 64.83 0 0 0

Redist V All 229.635 0 229.635 0 229.635 100 159.345 64.83 0 0 0

Odd 122.323 0 122.323 0 122.323 100 32.4769 64.83 0 0 0

Even 225.552 0 225.552 0 225.552 100 163.428 25.8 0 0 0

Elastic X- Quasi 0.000 0 0.000 0 3.706 25.8 0 0 0

All 0.000 0 0.000 0 3.706 6

Odd 0.000 0 0.000 0 4.569

Even 0.000 0 0.000 0 3.362

Redist X- All 0.000 0 0.000 0 3.542

Odd 0.000 0 0.000 0 4.741 (2.5.3.4.2)

Even 0.000 0 0.000 0 3.479 Max

Elastic M Quasi 162.482 -162.48 -162.48 -162.48 -162.48 55.8561 27.8409 55.8561

All 331.249 -331.25 -331.25 -331.25 -331.25 113.873 56.7587 113.873

Odd 240.906 -240.91 -240.91 -240.91 -240.91 28.3407 -1.9087 28.3407

Even 222.169 -222.17 -222.17 -222.17 -222.17 144.277 81.2554 144.277 d

Redist M All 267.63 -267.63 -267.63 -267.63 -267.63 139.067 56.7587 139.067 1.22125

Odd 267.63 -267.63 -267.63 -267.63 -267.63 22.3496 -1.9087 22.3496 0.7886

Even 267.63 -267.63 -267.63 -267.63 -267.63 124.734 81.2554 124.734 0.86454

30-Apr-14


Location Worked Examples: Main beam Grids C to H ANALYSIS TO EC2 VIICONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Made by rmw Job No R68



Elastic V Quasi 0 100 0 100 0 100 0 0 0 0 0

All 0 100 0 100 0 100 0 0 0 0 0

Odd 0 100 0 100 0 100 0 0 0 0 0

Even 0 100 0 100 0 100 0 0 0 0 0

Redist V All 0 100 0 100 0 100 0 0 0 0 0

Odd 0 100 0 100 0 100 0 0 0 0 0

Even 0 100 0 100 0 100 0 0 0 0 0

Elastic X- Quasi 0.000 0 0.000 0 0.000 0 0 0 0

All 0.000 0 0.000 0 0.000 0

Odd 0.000 0 0.000 0 0.000

Even 0.000 0 0.000 0 0.000

Redist X- All 0.000 0 0.000 0 0.000

Odd 0.000 0 0.000 0 0.000 (2.5.3.4.2)

Even 0.000 0 0.000 0 0.000 Max

Elastic M Quasi 0 0 0 0 0 0 0 0

All 0 0 0 0 0 0 0 0

Odd 0 0 0 0 0 0 0 0

Even 0 0 0 0 0 0 0 0 d

Redist M All 0 0 0 0 0 0 0 0 0

Odd 0 0 0 0 0 0 0 0 0

Even 0 0 0 0 0 0 0 0 0


Elastic V Quasi 0 100 0 100 0 100 0 0 0 0 0

All 0 100 0 100 0 100 0 0 0 0 0

Odd 0 100 0 100 0 100 0 0 0 0 0

Even 0 100 0 100 0 100 0 0 0 0 0

Redist V All 0 100 0 100 0 100 0 0 0 0 0

Odd 0 100 0 100 0 100 0 0 0 0 0

Even 0 100 0 100 0 100 0 0 0 0 0

Elastic X- Quasi 0.000 0 0.000 0 0.000 0 0 0 0

All 0.000 0 0.000 0 0.000 0

Odd 0.000 0 0.000 0 0.000

Even 0.000 0 0.000 0 0.000

Redist X- All 0.000 0 0.000 0 0.000

Odd 0.000 0 0.000 0 0.000 (2.5.3.4.2)

Even 0.000 0 0.000 0 0.000 Max


All 0 0 0 0 0 0 0 0

Odd 0 0 0 0 0 0 0 0

Even 0 0 0 0 0 0 0 0 d

Redist M All 0 0 0 0 0 0 0 0 0

Odd 0 0 0 0 0 0 0 0 0

Even 0 0 0 0 0 0 0 0 0

30-Apr-14


Location Worked Examples: Main beam Grids C to H ANALYSIS TO EC2 VIIICONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Made by rmw Job No R68



Elastic V Quasi 0 100 0 100 0 100 0 0 0 0 0

All 0 100 0 100 0 100 0 0 0 0 0

Odd 0 100 0 100 0 100 0 0 0 0 0

Even 0 100 0 100 0 100 0 0 0 0 0

Redist V All 0 100 0 100 0 100 0 0 0 0 0

Odd 0 100 0 100 0 100 0 0 0 0 0

Even 0 100 0 100 0 100 0 0 0 0 0

Elastic X- Quasi 0.000 0 0.000 0 0.000 0 0 0 0

All 0.000 0 0.000 0 0.000 0

Odd 0.000 0 0.000 0 0.000

Even 0.000 0 0.000 0 0.000

Redist X- All 0.000 0 0.000 0 0.000

Odd 0.000 0 0.000 0 0.000 (2.5.3.4.2)

Even 0.000 0 0.000 0 0.000 Max


All 0 0 0 0 0 0 0 0

Odd 0 0 0 0 0 0 0 0

Even 0 0 0 0 0 0 0 0 d

Redist M All 0 0 0 0 0 0 0 0 0

Odd 0 0 0 0 0 0 0 0 0

Even 0 0 0 0 0 0 0 0 0


Elastic V Quasi 0 100 0 100 0 100 0 0 0 0 0

All 0 100 0 100 0 100 0 0 0 0 0

Odd 0 100 0 100 0 100 0 0 0 0 0

Even 0 100 0 100 0 100 0 0 0 0 0

Redist V All 0 100 0 100 0 100 0 0 0 0 0

Odd 0 100 0 100 0 100 0 0 0 0 0

Even 0 100 0 100 0 100 0 0 0 0 0

Elastic X- Quasi 0.000 0 0.000 0 0.000 0 0 0 0

All 0.000 0 0.000 0 0.000 0

Odd 0.000 0 0.000 0 0.000

Even 0.000 0 0.000 0 0.000

Redist X- All 0.000 0 0.000 0 0.000

Odd 0.000 0 0.000 0 0.000 (2.5.3.4.2)

Even 0.000 0 0.000 0 0.000 Max


All 0 0 0 0 0 0 0 0

Odd 0 0 0 0 0 0 0 0

Even 0 0 0 0 0 0 0 0 d

Redist M All 0 0 0 0 0 0 0 0 0

Odd 0 0 0 0 0 0 0 0 0

Even 0 0 0 0 0 0 0 0 0

30-Apr-14

Project & location Spreadsheets to EC2 : Worked Examples: Main beam Grids C to H: to EC2 SPAN 1CONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Originated from RCCe41.xls on CD © 1999 BCA for RCC

Span 8.00 m h 500 mm Top cover 32 mm to main steel Job No R68

R beam bw 300 mm Btm cover 32 mm to main steel by rmw

to EC2 hf 175 mm Side cover 32 mm to main steel Date 30-Apr-14

Ac 150000

MAIN STEEL LEFT .25L SPAN RIGHT EC2 Ref

M CL kNm 128.3 Top steel check 267.6

M face kNm 113.1 58.6 323.0 241.8

d 0.700 0.700 1.230 0.700

d mm 460.0 462.0 452.0 455.5

bf mm 300 300 300 300

x lim mm 95.7 94.7 202.5 94.7 2.5.3.4.2

x mm 59.6 29.9 199.4 138.9 4.2.1.3.3

Conc MOR kNm 175.6 174.9 326.9 172.2 4.2.1.3.3

z mm 436.2 438.9 372.3 417.6 - = -

d' mm 40.0 48.0 38.0 48.0

net fsc N/mm² 212.0 0.0 416.6 327.2 Fig 4.4

Excess M kNm 0.0 0.0 0.0 69.6

As' req mm² 0 0 0 522

fst N/mm² 434.8 434.8 434.8 434.8 Fig 4.4

As req mm² 596 307 1996 1341

bt mm 300 300 300 300 5.4.2.1.1

As min mm² 207 208 203 205 Equn 5.14

As crack mm² 245 216 230 245 Equn 4.78

As deflection mm² 856 0 4.4.3.2

DEFLECTION CHECK

fs N/mm² 280.6 135.2 277.5 4.4.3.2 (4)

r % 1.779 1.078 Table 7

Base ratio 23.00 0.00 (NAD)

Mod factor 1.619 0.788 4.4.3.2

Perm L/d 37.2 0.0 - = -

Actual L/d ok 17.7 ok 0.0

TENSION STEEL

Required mm² 596 1996 1341

Ø 1 mm ok 16 ok 32 ok 25

Ø 2 mm 0 0 0

Max No/layer 5 3 4 5.4.2.1.1

No 1 3 3 3

= mm² 603 2413 1473

No 2 ok 0 ok 0 ok 0

As prov mm² 603 2413 1473

= % % ok 0.402 ok 1.608 ok 0.982

Clear dist mm 94.0 70.0 80.5 between bars

Min S mm ok 25.0 ok 32.0 ok 25.0 5.2.1.1 (3)

Max S mm ok 133.2 ok 299.1 ok 128.1 Table 4.12

COMPRESSION STEEL

Required mm² 603 307 603 5.4.2.1

Ø 1 mm ok 16 ok 12 ok 32

Ø 2 mm 0 0 0

Max No/layer 6 6 3

No 1 3 3 2

= mm² 603 339 1608

No 2 ok 0 ok 0 ok 0

As' prov mm² 603 339 1608

= % % ok 0.402 ok 0.226 ok 1.072


Min S mm ok 20.0 ok 25.0 ok 32.0 5.2.1.1 (3)

SHEAR tRd = 0.35

Vsd at face kN 232.2 k = 1 267.0

rL 0.437% n = 0.54 1.078% 4.3.2.3

VRd1 kN 66.8 Asw/s min = 0.67 78.5 (4.18)

VRd2 kN 715.4 Nominal 708.4 (4.19)

Vsd/VRd2 0.325 0.232 0.377

Vwd kN 165.4 97.5 188.6

Asw/s req mm 1.3896 ~~~ 1.5998 (4.23)

s req mm 163 340 141

s max mm 276 273 273 (5.17-19)

s crack mm 200 ~~~ 200 Table 4.13

Link Ø mm ok 12 ok 12 ok 12

Legs ok 2 ok 2 ok 2

@ mm 163 273 141

Adjust to mm 150 250 125

for (UDL only) mm 2077 ~~~ 2614 from cl

for (with PL) mm 2077 ~~~ #N/A - = -

Adjust to mm 1950 ~~~ 2500 from face

s trans lim mm 460.0 452.0 455.5 5.4.2.2 (9)

s trans mm ok 248.0 ok 248.0 ok 248.0

Project & location Spreadsheets to EC2 : Worked Examples: Main beam Grids C to H: to EC2 SPAN 2CONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Originated from RCCe41.xls on CD © 1999 BCA for RCC

Span 6.00 m h 500 mm Top cover 30 mm to main steel Job No R68

R beam bw 300 mm Btm cover 30 mm to main steel by rmw

to EC2 hf 175 mm Side cover 30 mm to main steel Date 30-Apr-14

Ac 150000

MAIN STEEL LEFT .25L SPAN RIGHT EC2 Ref

M CL kNm 267.6 Top steel check 81.3

M face kNm 249.6 113.2 139.1 57.5

d 0.808 0.807941198 0.964 1.000

d mm 457.5 457.5 457.5 464.0

bf mm 300.0 300.0 300.0 300.0

x lim mm 134.7 134.7 191.7 207.9 2.5.3.4.2

x mm 143.3 60.0 74.7 29.2 4.2.1.3.3

Conc MOR kNm 236.6 236.6 317.8 344.5 4.2.1.3.3

z mm 403.6 433.5 427.6 440.8 - = -

d' mm 36.0 42.5 42.5 36.0

net fsc N/mm² 416.6 185.9 283.8 0.0 Fig 4.4

Excess M kNm 13.0 0.0 0.0 0.0

As' req mm² 74 0 0 0

fst N/mm² 434.8 434.8 434.8 434.8 Fig 4.4

As req mm² 1419 600 748 300

bt mm 300 300 300 300 5.4.2.1.1

As min mm² 206 206 206 209 Equn 5.14

As crack mm² 245 179 215 245 Equn 4.78

As deflection mm² 0 195 4.4.3.2

DEFLECTION

fs N/mm² 254.3 133.1 131.7 4.4.3.2 (4)

r % 1.073 0.715 Table 7

Base ratio 0.00 30.06 (NAD)

Mod factor 0.983 1.879 4.4.3.2

Perm L/d 0.0 56.5 - = -

Actual L/d ok 0.0 ok 13.1

TENSION STEEL

Required mm² 1419 748 300

Ø 1 mm ok 25 ok 25 ok 12

Ø 2 mm 0 0 0

Max No/layer 4 4 6 5.4.2.1.1

No 1 3 2 3

= mm² 1473 982 339

No 2 ok 0 ok 0 ok 0

As prov mm² 1473 982 339

= % % ok 0.982 ok 0.654 ok 0.226


Min S mm ok 25.0 ok 25.0 ok 25.0 5.2.1.1 (3)

Max S mm ok 157.1 ok 308.7 ok 323.4 Table 4.12

COMPRESSION STEEL

Required mm² 245 600 245 5.4.2.1

Ø 1 mm ok 12 ok 25 ok 12

Ø 2 mm 0 0 0

Max No/layer 7 4 7

No 1 3 2 3

= mm² 339 982 339

No 2 ok 0 ok 0 ok 0

As' prov mm² 339 982 339

= % % ok 0.226 ok 0.654 ok 0.226


Min S mm ok 20.0 ok 25.0 ok 20.0 5.2.1.1 (3)

SHEAR tRd = 0.35

Vsd at face kN 219.9 k = 1 153.7

rL 1.073% n = 0.54 0.244% 4.3.2.3

VRd1 kN 78.7 Asw/s min = 0.67 63.6 (4.18)

VRd2 kN 711.5 Nominal 721.6 (4.19)

Vsd/VRd2 0.309 0.200 0.213

Vwd kN 141.2 78.7 90.1

Asw/s req mm 1.1928 ~~~ 0.7507 (4.23)

s req mm 132 236 209

s max mm 275 275 278 (5.17-19)

s crack mm 300 ~~~ 300 Table 4.13

Link Ø mm ok 10 ok 10 ok 10

Legs ok 2 ok 2 ok 2

@ mm 132 236 209

Adjust to mm 125 225 200

for (UDL only) mm 2178 ~~~ 1157 from cl

for (with PL) mm 2178 ~~~ #N/A - = -

Adjust to mm 2000 ~~~ 1000 from face

s trans lim mm 457.5 457.5 464.0 5.4.2.2 (9)

s trans mm ok 250.0 ok 250.0 ok 250.0


Location Worked Examples: Main beam Grids C to H GRAPH DATA ICONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Made by rmw Job No R68


LOADING DIAGRAM -22.9 14.394 SPAN 1 SPAN 2 SPAN 3

SUPT 1 UDL partial UDL PL1 PL2 SUPT 2 UDL partial UDL PL1 PL2 SUPT 3 UDL partial UDL PL1 PL2

X 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8000 8000 8000 8000 8000 8000 8000 8000 8000 8000 8000 8000 8000 8000 8000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000

BEAM 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

Dead UDL 0 0 0 25.80 25.8 25.8 25.8 25.8 25.8 25.8 25.8 25.8 25.8 25.8 25.8 0 0 0 25.80 25.8 25.8 25.8 25.8 25.8 25.8 25.8 25.8 25.8 25.8 25.8 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0

Imposed UDL 0 0 0 45.80 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 0 0 0 45.80 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0

part UDL 0 0 0 45.80 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 0 0 0 45.80 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0

PL 1 0 0 0 45.80 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 0 0 0 45.80 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0

PL 2 0 0 0 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 0 0 0 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 45.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0

SUPPORTS -57.577 50.38 0 0 0 0 0 0 0 0 0 0 0 0 0 -71.971 50.38 0 0 0 0 0 0 0 0 0 0 0 0 0 -57.6 50.38 0 0 0 0 0 0 0 0 0 0 0 0

GRIDS 8 8 14 14 14 14 14 14 14 14 14 14

-262.7 401.4 -262.7 401.4 -262.7 401.4 -262.7 401.4 -262.7 401.4 -262.7 401.4

-323.0 281.0 -323.0 281.0 -323.0 281.0 -323.0 281.0 -323.0 281.0 -323.0 281.0

MOMENT DIAGRAMS

SPAN 1 at col face

X 0 0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4 4.8 5.2 5.6 6 6.4 6.8 7.2 7.6 8 0.15 7.85

M(e) all 0 170.79 82.823 5.2312 -61.988 -118.83 -165.31 -201.41 -227.14 -242.49 -247.47 -242.08 -226.32 -200.18 -163.67 -116.79 -59.537 8.0907 86.091 174.46 273.21 382.33 136.59 340.19

M(e) odd 0 183.35 92.346 11.714 -58.546 -118.43 -167.95 -207.09 -235.86 -254.25 -262.27 -259.92 -247.2 -224.11 -190.64 -146.8 -92.582 -27.995 46.965 132.3 228 334.08 148.01 293.09

M(e) even 0 55.403 23.437 -4.401 -28.111 -47.693 -63.147 -74.473 -81.672 -84.742 -83.684 -78.498 -69.184 -55.742 -38.172 -16.474 9.3514 39.305 73.387 111.6 153.93 200.4 42.932 182.49

1,2,5,6 0 170.79 82.823 5.2312 -61.988 -118.83 -165.31 -201.41 -227.14 -242.49 -247.47 -242.08 -226.32 -200.18 -163.67 -116.79 -59.537 8.0907 86.091 174.46 273.21 382.33 136.59 340.19

2 & 3 0 55.403 23.437 -4.401 -28.111 -47.693 -63.147 -74.473 -81.672 -84.742 -83.684 -78.498 -69.184 -55.742 -38.172 -16.474 9.3514 39.305 73.387 111.6 153.93 200.4 42.932 182.49

3 & 4 0 139.13 97.817 60.627 27.565 -1.3694 -26.175 -46.853 -63.404 -75.826 -84.12 -88.286 -88.324 -84.234 -76.016 -63.67 -47.196 -26.594 -1.8641 26.994 59.98 97.094 123.16 82.692

4 & 5 0 67.967 32.961 2.0818 -24.669 -47.292 -65.786 -80.153 -90.392 -96.502 -98.485 -96.34 -90.067 -79.665 -65.136 -46.479 -23.693 3.2198 34.261 69.43 108.73 152.15 54.356 135.38

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

M(r) all 0 128.35 36.769 -44.436 -115.27 -175.73 -225.81 -265.53 -294.87 -313.83 -322.43 -320.65 -308.5 -285.98 -253.08 -209.81 -156.17 -92.156 -17.769 66.991 162.12 267.63 92.789 226.85

M(r) odd 0 128.35 36.769 -44.436 -115.27 -175.73 -225.81 -265.53 -294.87 -313.83 -322.43 -320.65 -308.5 -285.98 -253.08 -209.81 -156.17 -92.156 -17.769 66.991 162.12 267.63 92.789 226.85

M(r) even 0 72.024 42.233 16.57 -4.9653 -22.372 -35.652 -44.803 -49.826 -50.721 -47.488 -40.127 -28.639 -13.022 6.7231 30.596 58.597 90.726 126.98 167.37 211.88 260.52 60.369 241.8

1,2,5,6 0 128.35 36.769 -44.436 -115.27 -175.73 -225.81 -265.53 -294.87 -313.83 -322.43 -320.65 -308.5 -285.98 -253.08 -209.81 -156.17 -92.156 -17.769 66.991 162.12 267.63 92.789 226.85

2 & 3 0 72.024 42.233 16.57 -4.9653 -22.372 -35.652 -44.803 -49.826 -50.721 -47.488 -40.127 -28.639 -13.022 6.7231 30.596 58.597 90.726 126.98 167.37 211.88 260.52 60.369 241.8

3 & 4 0 128.35 89.024 53.83 22.763 -4.1748 -26.985 -45.667 -60.221 -70.648 -76.946 -79.116 -77.158 -71.072 -60.859 -46.517 -28.047 -5.4493 21.277 52.13 87.112 126.22 113.12 111.07

4 & 5 0 88.357 54.613 24.998 -0.4904 -21.85 -39.082 -52.186 -61.162 -66.01 -66.73 -63.322 -55.786 -44.122 -28.33 -8.4096 15.638 43.815 76.119 112.55 153.11 197.8 75.22 180.56

70% max 0 128.35 68.472 42.439 19.295 -0.9586 -18.323 -32.797 -44.382 -53.078 -58.579 -54.949 -48.429 -39.02 -26.721 -11.532 6.546 27.514 60.264 122.12 191.25 267.63 103.61 238.14

70% min 0 38.782 16.406 -3.0807 -43.391 -83.184 -117.56 -144.96 -165.1 -177.98 -183.59 -181.95 -173.04 -156.87 -133.45 -102.76 -64.807 -19.596 -1.3049 18.896 41.986 67.966 30.053 57.885

Lower bound 0 0 0 -44.436 -115.27 -175.73 -225.81 -265.53 -294.87 -313.83 -322.43 -320.65 -308.5 -285.98 -253.08 -209.81 -156.17 -92.156 -17.769 0 0 0 30.053 57.885

Upper bound 0 128.35 89.024 53.83 22.763 0 0 0 0 0 0 0 0 0 6.7231 30.596 58.597 90.726 126.98 167.37 211.88 267.63 113.12 241.8

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

L0 100 100 0.8 100 100 100 100 100 100 6 100 100 100 100 100 6.8 100 100 100

SPAN 2

Local X 0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3 3.3 3.6 3.9 4.2 4.5 4.8 5.1 5.4 5.7 6 0.15 5.85

X 8 8.3 8.6 8.9 9.2 9.5 9.8 10.1 10.4 10.7 11 11.3 11.6 11.9 12.2 12.5 12.8 13.1 13.4 13.7 14

M(e) all 331.25 262.1 198.78 141.29 89.641 43.825 3.8447 -30.301 -58.613 -81.089 -97.731 -108.54 -113.51 -112.65 -105.95 -93.42 -75.054 -50.853 -20.817 15.054 56.759 295.94 35.177

M(e) odd 240.91 206.71 174.83 145.27 118.04 93.127 70.538 50.27 32.324 16.7 3.3986 -7.5812 -16.239 -22.575 -26.588 -28.28 -27.65 -24.698 -19.423 -11.827 -1.9087 223.52 -7.1581

M(e) even 222.17 159.69 103.05 52.247 7.2756 -31.861 -65.163 -92.63 -114.26 -130.06 -140.02 -144.15 -142.44 -134.9 -121.53 -102.32 -77.272 -46.392 -9.6779 32.871 81.255 190.2 56.334

1,2,5,6 331.25 262.1 198.78 141.29 89.641 43.825 3.8447 -30.301 -58.613 -81.089 -97.731 -108.54 -113.51 -112.65 -105.95 -93.42 -75.054 -50.853 -20.817 15.054 56.759 295.94 35.177

2 & 3 222.17 159.69 103.05 52.247 7.2756 -31.861 -65.163 -92.63 -114.26 -130.06 -140.02 -144.15 -142.44 -134.9 -121.53 -102.32 -77.272 -46.392 -9.6779 32.871 81.255 190.2 56.334

3 & 4 173.2 142.15 113.43 87.032 62.954 41.198 21.764 4.6516 -10.138 -22.607 -32.753 -40.577 -46.079 -49.259 -50.117 -48.653 -44.867 -38.759 -30.329 -19.577 -6.5035 157.39 -13.331

4 & 5 131.83 104.3 79.106 56.229 35.674 17.441 1.5301 -12.059 -23.326 -32.271 -38.893 -43.194 -45.173 -44.83 -42.165 -37.178 -29.869 -20.237 -8.2843 5.9908 22.588 117.77 13.999

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

M(r) all 267.63 201.66 141.52 87.214 38.745 -3.8891 -40.689 -71.654 -96.784 -116.08 -129.54 -137.17 -138.96 -134.92 -125.04 -109.32 -87.777 -60.395 -27.179 11.873 56.759 233.91 33.586

M(r) odd 267.63 232.09 198.88 167.99 139.42 113.17 89.244 67.64 48.358 31.399 16.761 4.4447 -5.5493 -13.221 -18.571 -21.599 -22.305 -20.689 -16.751 -10.491 -1.9087 249.57 -6.49

M(r) even 267.63 202.88 143.97 90.889 43.645 2.2351 -33.34 -63.08 -86.985 -105.06 -117.29 -123.69 -124.26 -118.99 -107.89 -90.952 -68.18 -39.573 -5.1318 35.144 81.255 234.53 57.471

1,2,5,6 267.63 201.66 141.52 87.214 38.745 -3.8891 -40.689 -71.654 -96.784 -116.08 -129.54 -137.17 -138.96 -134.92 -125.04 -109.32 -87.777 -60.395 -27.179 11.873 56.759 233.91 33.586

2 & 3 267.63 202.88 143.97 90.889 43.645 2.2351 -33.34 -63.08 -86.985 -105.06 -117.29 -123.69 -124.26 -118.99 -107.89 -90.952 -68.18 -39.573 -5.1318 35.144 81.255 234.53 57.471

3 & 4 225.16 191.52 160.2 131.2 104.52 80.167 58.135 38.425 21.037 5.9712 -6.7729 -17.195 -25.295 -31.073 -34.529 -35.663 -34.475 -30.965 -25.133 -16.979 -6.5035 208.05 -12.032

4 & 5 171.37 141.87 114.7 89.844 67.312 47.102 29.213 13.647 0.4029 -10.519 -19.12 -25.398 -29.354 -30.988 -30.301 -27.291 -21.959 -14.305 -4.3296 7.9682 22.588 156.33 14.988

70% max 231.87 183.47 139.14 101.69 82.627 65.189 49.376 35.189 22.627 11.69 2.379 -5.3068 -11.367 -15.802 -18.612 -19.796 -19.355 -14.166 -5.799 23.01 56.879 207.16 39.434

70% min 92.278 73.013 55.374 36.573 5.0929 -22.303 -45.614 -64.841 -79.984 -91.042 -98.016 -100.91 -99.711 -94.433 -85.07 -71.622 -54.091 -35.597 -21.231 -13.704 -4.5525 82.442 -9.3315

Lower bound 0 0 0 0 0 -22.303 -45.614 -71.654 -96.784 -116.08 -129.54 -137.17 -138.96 -134.92 -125.04 -109.32 -87.777 -60.395 -27.179 -16.979 -6.5035 82.442 -12.032

Upper bound 267.63 232.09 198.88 167.99 139.42 113.17 89.244 67.64 48.358 31.399 16.761 4.4447 0 0 0 0 0 0 0 35.144 81.255 249.57 57.471

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

L0 100 100 100 100 100 100 9.8 100 100 3.6 100 100 100 100 100 100 13.4 100 100

SPAN 3

Local X 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.15 0

X 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14

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

1,2,5,6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2 & 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

3 & 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

4 & 5 0 0 0 0 0 0 0 0 0 0 0 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 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 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 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 0 0 0 0 0 0 0 0 0 0 0

1,2,5,6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2 & 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

3 & 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

4 & 5 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0

70% min 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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

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

L0 14 100 100 100 100 100 100 100 100 0 100 100 100 100 100 100 100 100 14

30-Apr-14


Location Worked Examples: Main beam Grids C to H GRAPH DATA IICONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Made by rmw Job No R68


SPAN 4

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

X 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14

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

1,2,5,6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2 & 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

3 & 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

4 & 5 0 0 0 0 0 0 0 0 0 0 0 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 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 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 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 0 0 0 0 0 0 0 0 0 0 0

1,2,5,6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2 & 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

3 & 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

4 & 5 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0

70% min 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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

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

L0 14 100 100 100 100 100 100 100 100 0 100 100 100 100 100 100 100 100 14

SPAN 5

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

X 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14

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

1,2,5,6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2 & 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

3 & 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

4 & 5 0 0 0 0 0 0 0 0 0 0 0 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 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 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 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 0 0 0 0 0 0 0 0 0 0 0

1,2,5,6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2 & 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

3 & 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

4 & 5 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0

70% min 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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

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

L0 14 100 100 100 100 100 100 100 100 0 100 100 100 100 100 100 100 100 14

SPAN 6

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

X 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14

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

1,2,5,6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2 & 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

3 & 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

4 & 5 0 0 0 0 0 0 0 0 0 0 0 0 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 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 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 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 0 0 0 0 0 0 0 0 0 0 0 0

1,2,5,6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2 & 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

3 & 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

4 & 5 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 0 0 0 0 0 0 0 0 0 0

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

L0 14 100 100 100 100 100 100 100 100 0 100 100 100 100 100 100 100 100 14

SHEAR FORCE DIAGRAMS

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

Local X 0 0 0 0 0 0 8 0 0 0 0 0 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 0

X 0 0 0 0 0 0 8 8 8 8 8 8 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14

V(e) all 0 232.9 232.9 232.9 232.9 232.9 -285.8 240.2 240.2 240.2 240.2 240.2 -148.7 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 0.0 0.0 0

V(e) odd 0 240.5 240.5 240.5 240.5 240.5 -278.2 117.9 117.9 117.9 117.9 117.9 -36.9 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 0.0 0.0 0

V(e) even 0 85.1 85.1 85.1 85.1 85.1 -121.3 218.0 218.0 218.0 218.0 218.0 -171.0 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 0.0 0.0 0.0 0

1,2,5,6 0 232.9 232.9 232.9 232.9 232.9 -285.8 240.2 240.2 240.2 240.2 240.2 -148.7 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 0.0 0.0 0

2 & 3 0 85.1 85.1 85.1 85.1 85.1 -121.3 218.0 218.0 218.0 218.0 218.0 -171.0 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 0.0 0.0 0.0 0

3 & 4 0 108.5 108.5 108.5 108.5 108.5 -97.9 107.4 107.4 107.4 107.4 107.4 -47.4 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 0.0 0.0 0

4 & 5 0 92.7 92.7 92.7 92.7 92.7 -113.7 95.6 95.6 95.6 95.6 95.6 -59.2 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 0.0 0.0 0

V(r) all 0 241.9 241.9 241.9 241.9 241.9 -276.7 229.6 229.6 229.6 229.6 229.6 -159.3 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 0.0 0.0 0

V(r) odd 0 241.9 241.9 241.9 241.9 241.9 -276.7 122.3 122.3 122.3 122.3 122.3 -32.5 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 0.0 0.0 0

V(r) even 0 79.6 79.6 79.6 79.6 79.6 -126.8 225.6 225.6 225.6 225.6 225.6 -163.4 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 0.0 0.0 0

1,2,5,6 0 241.9 241.9 241.9 241.9 241.9 -276.7 229.6 229.6 229.6 229.6 229.6 -159.3 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 0.0 0.0 0

2 & 3 0 79.6 79.6 79.6 79.6 79.6 -126.8 225.6 225.6 225.6 225.6 225.6 -163.4 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 0.0 0.0 0

3 & 4 0 103.5 103.5 103.5 103.5 103.5 -102.9 116.0 116.0 116.0 116.0 116.0 -38.8 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 0.0 0.0 0

4 & 5 0 89.5 89.5 89.5 89.5 89.5 -116.9 102.2 102.2 102.2 102.2 102.2 -52.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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

Beam 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

30-Apr-14


LocationWorked Examples: Main beam Grids C to H GRAPH DATA IIICONTINUOUS BEAM ANALYSIS & DESIGN to EC2 (DD ENV 1992-1-1 : 1992) Made by rmw Job No R68


LOADING DIAGRAM cont SPAN 4 SPAN 5 SPAN 6

SUPT 4 UDL partial UDL PL1 PL2 SUPT 5 UDL partial UDL PL1 PL2 SUPT 6 UDL partial UDL PL1 PL2 SUPT 7

14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000 14000

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 0 0 0 0 0

0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 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 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

30-Apr-14


Location Worked Examples: Main beam Grids C to HEC2/NAD BOXED VALUES used inCONTINUOUS BEAM ANALYSIS & DESIGN to EC2 : 1992 Made by rmw Job No R68

Originated from RCCe41.xls on CD © 1999 BCA for RCC Date 30-Apr-14

EC2 Ref Function Value

Table 2.2 g G 1.35 TABLE 1 (NAD)

Table 2.2 g Q 1.5 y0 y1 y2

Table 2.3 g c 1.5 1 0.5 0.4 0.2

Table 2.3 g s 1.15 2 0.7 0.6 0.3

Table 4.8 fck max 40 3 0.7 0.7 0.6

4.2.1.3 (12) a 0.85

4.4.2.2 (3) fct eff 3 TABLE 7 (NAD) = Table 4.14

4.3.2.3 (1) k 1 0 0.15 0.5 1.5

4.3.2.3 (1) rL 0.02 1 34 25 18

4.3.4.5.2 (1) vRd2/vRd1 2.0 2 44 32 23

4.3.4.5.2 (1) vRd2/fck 0.9 3 38 35 25

Equn 4.58 change at 1.6 4 41 30 21

5.4.2.1.1 Equn 5.14 0.6 5 14 10 7

5.4.2.1.1 Equn 5.14 0.0015

5.4.2.1.1 (2) As/Ac max 0.04 TABLE 4.8

5.4.2.2 (9) s max 800 20 25 30 35 40

5.4.3.2.1 (4) S max 500 0.26 0.3 0.34 0.37 0.41

5.4.3.2.1 (4) S/h max 3

5.4.3.3 (2) % of Tab 5.5 100%

Disclaimer

Status of spreadsheet

Public release version.

Revision history RCC11E Element Design

Date Version Action Size (kB)

09-Aug-99 RCCe11 v1.0First public release.

Includes b version comments1670

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 and EC2' available from British Cement Association, Telford Avenue,

Crowthorne, Berkshire RG45 6YS.

continuous beam analysis & design

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