TCC53 Column Design - 2002-2008

8/10/2019 TCC53 Column Design - 2002-2008

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Project Spreadsheets to EC2 Client Advisory Group Made by Date Page

Location Column D2 RMW 30-Nov-14 279

Checked Revision Job No

Originated from TCC53.xls v 3.4 on CD 2002-2008 TCC - FB625

MATERIALS

fck 32 N/mm s 1.15 Cover to link, C nom 70 mm

fyk 500 N/mm c 1.5 dg 20 mm 2.2 ef 1.21 c,dev 10 mm

SECTION Steel class Bh 550 mm .b 550 mm .

with 3 bars per 550 face Y Yand 3 bars per 550 face

ie. 550 x 550 columns with 8 barsRemote

RESTRAINTS Storey Top Btm CONNECTING BEAMS/SLABS endheight (mm) Condition Condition Braced ? b (mm) h (mm) L (m) (F) or (P)

Y-AXIS 7500 F F Y Top West 300 500 8 FZ-AXIS 7500 F F Y Top East 300 500 6 F

Top North 3500 175 5 FTop South 3500 175 5 F

L (mm) L0 (mm) h0 (mm) Bottom West 300 500 8 FY-AXIS 7000 5792 275 Bottom East 300 500 6 FZ-AXIS 7325 6027 Bottom North 300 500 5 F

Bottom South 300 500 5 FBeam stiffnesses are 70% of uncracked stiffness

Column above? Y Col below? Y BAR ARRANGEMENTS BAR CENTRES (mm)

Bar Asc % Link 550 Face 550 Face Nuz (kN) ChecksB 40 3.32 10 175 175 8822 okB 32 2.13 8 181 181 7621 okB 25 1.30 8 185 185 6789 okB 20 0.83 8 187 187 6319 okB 16 0.53 8 189 189 6019 okB 12 0.30 8 191 191 5786 ok

LOADCASES AXIAL TOP MOMENTS (kNm) BTM MOMENTS (kNm)N (kN) m 0y m 0z m 0y m 0z

1 1800 19.5 2.5 14.0 2.32 1700 29.9 2.53 1500 50.0 2.5 8.04 1000 80.0 2.5

5 600 120.0 2.56 900 130.0 2.5

DESIGN Y AXIS Z AXIS Critical Biaxial Check MOMENTS MEd y MRd y MEd z MRd z axis REBAR

1 40.0 391.2 21.8 391.2 Z 8 B122 49.3 382.4 20.7 382.4 Z 8 B123 66.4 362.3 24.1 362.3 Z 8 B124 90.9 296.3 13.2 296.3 Z 8 B125 126.6 224.8 8.9 224.8 Z 8 B126 139.9 279.6 12.1 279.6 Z 8 B12

SEE CHARTS ON NEXT SHEET

SYMMETRICALLY REINFORCED RECTANGULAR COLUMN DESIGN, BENT ABOUT TWO AXESTO EN 1992-1 : 2004

0.104

Moments m 0 at top and bottom of column(from analysis) are combined to find m 0e . Themoment due to imperfections (e 1 N) and the

second order moment (M 2 ) are then added toobtain M Ed In the table below.

0.5230.602

Equation (5.39)

0.324

The Concrete Centre

0.1280.195


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N:M nteract on c art or M Ed Y 550 x 550 column (h x b), fck = 32, 70 mm cover

MOMENT MEd Y (kNm)

N:M interaction chart for M Ed Z 550 x 550 column (h x b), fck = 32, 70 mm cover

MOMENT MEd Z (kNm)

SYMMETRICALLY REINFORCED RECTANGULAR COLUMN DESIGN, BENT ABOUT TWO AXES TO EN1992-1 : 2004

The Concrete Centre

A X I A L

L O A D N

E d

( k N )

A X I A L L

O A D N

E d

( k N )

1800170015001000

600900

8B40

N bal

8B32

8B258B20

8B12

8B16

0

1000

2000

3000

4000

5000

6000

7000

8000

9000

10000

0 100 200 300 400 500 600 700 800 900 1000

180017001500

1000600900

8B40

8B32

8B258B20

8B12

8B16

N bal

0

1000

2000

3000

4000

5000

6000

7000

8000

9000

10000

0 100 200 300 400 500 600 700 800 900 1000


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TYPICAL CALCULATION for loadcase 1 550 x 550 column with 8 B12 bars

About Y axis About Z axisSLENDERNESS Column is braced Column is braced

Clear height, L 7325 mm 7000Rotational stiffness, k 1 Max[0.1, EI/l cols /(EI/l beams )] 1.189 0.854 5.8.3.2(3)Rotational stiffness, k 2 (=2 braced, or 4 unbraced) 0.595 0.854

Effective length, l 0 Exp (5.15) braced or (5.16) unbraced 6027 mm 5792 5.8.3.2(3)Radius of gyration, i including reinforcement 159.0 mm 159.0 5.8.3.2(1)Slenderness ratio, l 0 /i 37.9 36.4

Reinforcement ratio, A s f yd /(A c f cd ) 0.072 0.072 5.8.3.1Relative normal force, n N Ed /(A c f cd ) 0.328 0.328 5.8.3.1

Limiting slenderness, lim Exp (5.13N) 72.7 78.8

Slenderness condition > lim ? Short ShortBUCKLING N Ed = 1800 kN

At maximum MOR, n bal from charts 0.418 0.418 5.8.8.3(3)

Axial correction factor, K r (n u - n)/(n u - n bal ) 1.138 1.138 Eqn (5.36)Creep adjust factor, 0.35 + f ck /200 - / 150 0.257 0.267 5.8.8.3(4)

Creep effect factor, K 1 + ef 1 1.311 1.323 Eqn (5.37)Basic curvature, 1/r 0 f yd /(0.45d.E s ) 0.0104 /mm 0.0104 5.8.8.3(1)

Curvature, 1/r K r K 1/r 0 0.01547 /mm 0.01561 Eqn (5.34)Curvature distribution, c 8 if M 0 costant, otherwise 9.870 9.870 5.8.8.2(4)

Deflection, e 2 (1/r)l 0 /c 0.0569 mm 0.0531 5.8.8.2(3)econd order moment, M 2 N Ed e 2 if short, otherwise 0 0.00 kNm 0.00 Eqn (5.33)IMPERFECTIONS

Inclination, i Min[1,Max(, 2/l)] 0 0.0038 0.0037 Eqn (5.1)Imperfection M, M imp i N Ed l 0 /2 20.50 kNm 19.26 Eqn (5.2)

MOMENTSFirst order end M, M 01 lesser of end moments 14.00 kNm 2.30

First order end M, M 02 greater of end moments 19.50 kNm 2.50

Equivalent end M, M 0e 0.6M 02 + 0.4M 01 7.80 kNm 1.00 Eqn (5.32)Minimum moment, M min Max(20, h/30)N Ed 36.00 kNm 0.00 6.1(4)

Final design M, M Ed 40.00 kNm 21.76 Eqn (5.33)

BIAXIAL CHECK Section MOR, M Rd from charts, with NEd = 1800 391.16 kNm 391.16

Relative force, n N Ed /(A c f cd + A s f yd ) = 0.303

Exponent, a 1.169 5.8.9(4)

Check condition (M Edy /M Rdy )a

+ (M Edz /M Rdz )a

= 0.104 Eqn (5.39) 1 - section ok

The Concrete Centre

SYMMETRICALLY REINFORCED RECTANGULAR COLUMN DESIGN, BENT ABOUT TWO AXES TO EN 1992-1: 2004

Max[M min ,max(M 02 +M 2 /2,M 0e +M 2 )+M imp ]

If{n


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Project Spreadsheets to EC2 Location Column D2

SYMMETRICALLY REINFORCED RECTANGULAR COLUMN DESIGN, BENT ABOUT TWO A XES TO EN 1992-1 : 2004

Originated from TCC53.xls v 3.4 on CD 2002-2008 TCC

CALCULATIONS - Y axis a cc = 0.85l = 0.80

ecu3 = 0.00350

h .fcd = 18.13 N/mm ec3 = 0.00175 ALL CALCULATIONS DERIVEDfyd = 434.78 N/mm (1- ec3 /ec3u )h 275 FIGURE 3.5 AND 6.1

net fyd = 416.65 N/mm

40 Bar diameter d' = 100 mm d = 450 mm Asc =

Interval = 4.287 40 intervals

x Neutral axis 106.10 110.39 114.68 118.97 123.25 127.5Fc Conc comp force 846569 880774.39 914979.3 949184.31 983389.26 10175942 inter d' 275.003 inter d' 0.004 inter d' 0.00

5 inter d' 0.006 inter d' 0.007 inter d' 0.008 inter d' 0.009 inter d' 0.00

ec max Limiting s train 0.0035 0.0035 0.0035 0.0035 0.0035 0.003esc Steel comp strain 0.0002 0.0003295 0.000448 0.000558 0.0006603 0.00076

2 inter strain -0.0056 -0.005219 -0.00489 -0.0045906 -0.0043092 -0.004 3 inter strain 0 0 0 0 0 4 inter strain 0 0 0 0 0 5 inter strain 0 0 0 0 0 6 inter strain 0 0 0 0 0 7 inter strain 0 0 0 0 0 8 inter strain 0 0 0 0 0 9 inter strain 0 0 0 0 0

est Steel tens strain -0.0113 -0.010767 -0.01023 -0.0097392 -0.0092787 -0.0088 fsc Steel comp stress 40.3 65.9 89.6 111.6 132.1 1332 inter stress -434.8 -434.8 -434.8 -434.8 -434.8 -4343 inter stress 0.0 0.0 0.0 0.0 0.0 4 inter stress 0.0 0.0 0.0 0.0 0.0 5 inter stress 0.0 0.0 0.0 0.0 0.0 6 inter stress 0.0 0.0 0.0 0.0 0.0 7 inter stress 0.0 0.0 0.0 0.0 0.0 8 inter stress 0.0 0.0 0.0 0.0 0.0 9 inter stress 0.0 0.0 0.0 0.0 0.0

fst Steel tens stress -434.8 -434.8 -434.8 -434.8 -434.8 -434Fsc Steel comp force 151817 248404.49 337770.6 420695.79 497852.3 501461

2 inter Fs -1E+06 -1092728 -1092728 -1092727.9 -1092727.9 -1E+06 3 inter Fs 0 0 0 0 0 4 inter Fs 0 0 0 0 0 5 inter Fs 0 0 0 0 0 6 inter Fs 0 0 0 0 0 7 inter Fs 0 0 0 0 0 8 inter Fs 0 0 0 0 0 9 inter Fs 0 0 0 0 0

Fst Steel tens force -2E+06 -1639092 -1639092 -1639091.8 -1639091.8 -2E+06 z Conc lever arm 407.56 405.84353 404.1287 402.41389 400.69907 398.984 N Fc + Fsc - Fst -1733.4 -1602.641 -1479.07 -1361.9396 -1250.5781 -1212.8 M M O R 510.29 533.63292 555.599 576.32053 595.91526 602.522

Labels for chartN diff 130.79 123.57 117.13 111.36 37.81 101.4M diff 23.35 21.97 20.72 19.59 6.61 17.6

32 Bar diameter d' = 94 mm d = 456 mm Asc =


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N diff 136.44 124.05 113.97 105.64 98.69 92.83M diff 26.54 24.08 22.03 20.32 18.85 17.5

20 Bar diameter d' = 88 d = 462 mm Asc


x Neutral axis 57.56 63.24 68.93 74.62 80.30 85.9Fc Conc comp force 459241 504605.49 549970.2 595334.86 640699.55 686064 2 inter d' 275.003 inter d' 0.004 inter d' 0.005 inter d' 0.006 inter d' 0.007 inter d' 0.008 inter d' 0.009 inter d' 0.00

ec max Limiting s train 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035esc Steel comp strain -0.0019 -0.00137 -0.00097 -0.0006278 -0.0003355 -8E-05

2 inter strain -0.0132 -0.011719 -0.01046 -0.0093994 -0.0084861 -0.0077 3 inter strain 0 0 0 0 0

4 inter strain 0 0 0 0 0 5 inter strain 0 0 0 0 0 6 inter strain 0 0 0 0 0 7 inter strain 0 0 0 0 0 8 inter strain 0 0 0 0 0 9 inter strain 0 0 0 0 0

est Steel tens s train -0.0246 -0.022068 -0.01996 -0.018171 -0.0166366 -0.0153 fsc Steel comp stress -370.2 -274.0 -193.7 -125.6 -67.1 -16.42 inter stress -434.8 -434.8 -434.8 -434.8 -434.8 -434.3 inter stress 0.0 0.0 0.0 0.0 0.0 04 inter stress 0.0 0.0 0.0 0.0 0.0 05 inter stress 0.0 0.0 0.0 0.0 0.0 06 inter stress 0.0 0.0 0.0 0.0 0.0 07 inter stress 0.0 0.0 0.0 0.0 0.0 0

8 inter stress 0.0 0.0 0.0 0.0 0.0 09 inter stress 0.0 0.0 0.0 0.0 0.0 0

fst Steel tens s tress -434.8 -434.8 -434.8 -434.8 -434.8 -434.Fsc Steel comp force -348918 -258239.1 -182519 -118339.44 -63247.973 -15442

2 inter Fs -273182 -273182 -273182 -273181.97 -273181.97 -273182 3 inter Fs 0 0 0 0 0 4 inter Fs 0 0 0 0 0 5 inter Fs 0 0 0 0 0 6 inter Fs 0 0 0 0 0 7 inter Fs 0 0 0 0 0 8 inter Fs 0 0 0 0 0 9 inter Fs 0 0 0 0 0

Fst Steel tens force -409773 -409773 -409773 -409772.95 -409772.95 -409773 z Conc lever arm 438.98 436.70227 434.428 432.15367 429.87937 427.605

N Fc + Fsc - Fst -572.63 -436.5886 -315.504 -205.95951 -105.50335 -12.333 M M O R 127.1 154.33796 178.5744 200.44659 220.41287 238.81

Labels for chartN diff 136.04 121.08 109.54 100.46 93.17 87.24M diff 27.24 24.24 21.87 19.97 18.40 17.0

16 Bar diameter d' = 86 d = 464 mm Asc


x Neutral axis 47.01 52.99 58.97 64.95 70.93 76.9Fc Conc comp force 375097 422811.32 470525.7 518240.06 565954.43 613669 2 inter d' 275.003 inter d' 0.00

4 inter d' 0.005 inter d' 0.006 inter d' 0.00


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SYMMETRICALLY REINFORCED RECTANGULAR COLUMN DESIGN, BENT ABOU

Origina ted from TCC53.xls v 3.4 on CD 2002-2008

CALCULATIONS - Z axis a cc = 0.85l = 0.80 ecu3 = 0.00350

h .fcd = 18.13 N/mm ec3 = 0.00175 ALLfyd = 434.78 N/mm (1- ec3 /ec3u )h 275 FIG

net fyd = 416.65 N/mm

40 Bar diameterd' = 100 mm d = 450 mm

Interval = 4.287 40

x Neutral axis 106.10 110.39 114.68 118.9

Fc Conc comp force 846569 880774.39 914979 9491842 inter d' 275.003 inter d' 0.004 inter d' 0.005 inter d' 0.006 inter d' 0.007 inter d' 0.008 inter d' 0.009 inter d' 0.00

ec max Limiting strain 0.0035 0.0035 0.0035 0.003esc Steel comp strain 0.0002 0.0003295 0.00045 0.000562 inter strain -0.0056 -0.005219 -0.00489 -0.00463 inter strain 0 0 0 4 inter strain 0 0 0 5 inter strain 0 0 0 6 inter strain 0 0 0 7 inter strain 0 0 0 8 inter strain 0 0 0 9 inter strain 0 0 0

est Steel tens strain -0.0113 -0.010767 -0.01023 -0.0097fsc Steel comp stress 40.3 65.9 89.6 1112 inter stress -434.8 -434.8 -434.8 -434.3 inter stress 0.0 0.0 0.0 0.4 inter stress 0.0 0.0 0.0 0.5 inter stress 0.0 0.0 0.0 0.6 inter stress 0.0 0.0 0.0 0.7 inter stress 0.0 0.0 0.0 0.8 inter stress 0.0 0.0 0.0 0.9 inter stress 0.0 0.0 0.0 0.

fst Steel tens stress -434.8 -434.8 -434.8 -434.Fsc Steel comp force 151817 248404.49 337771 420696

2 inter Fs -1E+06 -1092728 -1092728 -1E+063 inter Fs 0 0 0 4 inter Fs 0 0 0 5 inter Fs 0 0 0 6 inter Fs 0 0 0 7 inter Fs 0 0 0 8 inter Fs 0 0 0 9 inter Fs 0 0 0

Fst Steel tens force -2E+06 -1639092 -1639092 -2E+06z Conc lever arm 407.558 405.84353 404.129 402.414

1 N

Fc + Fsc - Fst -1733.4 -1602.641 -1479.07 -1361.9M M O R 510.286 533.63292 555.599 576.321

Labels for chartd ff


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N diff 136.44 124.05 113.97 105.64M diff 26.54 24.08 22.03 20.32

20 Bar diameter

d' = 88 d = 462 mmInterval = 5.686 40 i

x Neutral axis 57.56 63.24 68.93 74.62Fc Conc comp force 459241 504605.49 549970 5953352 inter d' 275.003 inter d' 0.004 inter d' 0.005 inter d' 0.006 inter d' 0.007 inter d' 0.008 inter d' 0.009 inter d' 0.00

ec max Limiting strain 0.0035 0.0035 0.0035 0.0035

esc Steel comp strain -0.0019 -0.00137 -0.00097 -0.00062 inter strain -0.0132 -0.011719 -0.01046 -0.00943 inter strain 0 0 0 4 inter strain 0 0 0 5 inter strain 0 0 0 6 inter strain 0 0 0 7 inter strain 0 0 0 8 inter strain 0 0 0 9 inter strain 0 0 0

est Steel tens strain -0.0246 -0.022068 -0.01996 -0.0182fsc Steel comp stress -370.2 -274.0 -193.7 -125.62 inter stress -434.8 -434.8 -434.8 -434.83 inter stress 0.0 0.0 0.0 0.04 inter stress 0.0 0.0 0.0 0.0

5 inter stress 0.0 0.0 0.0 0.06 inter stress 0.0 0.0 0.0 0.07 inter stress 0.0 0.0 0.0 0.08 inter stress 0.0 0.0 0.0 0.09 inter stress 0.0 0.0 0.0 0.0

fst Steel tens stress -434.8 -434.8 -434.8 -434.8Fsc Steel comp force -348918 -258239.1 -182519 -118339

2 inter Fs -273182 -273182 -273182 -2731823 inter Fs 0 0 0 4 inter Fs 0 0 0 5 inter Fs 0 0 0 6 inter Fs 0 0 0 7 inter Fs 0 0 0 8 inter Fs 0 0 0 9 inter Fs 0 0 0

Fst Steel tens force -409773 -409773 -409773 -409773z Conc lever arm 438.977 436.70227 434.428 432.154

1 N Fc + Fsc - Fst -572.63 -436.5886 -315.504 -205.96M M O R 127.098 154.33796 178.574 200.447

Labels for chartN diff 136.04 121.08 109.54 100.46M diff 27.24 24.24 21.87 19.97

16 Bar diameterd' = 86 d = 464 mm

Interval = 5.980 40 i

x Neutral axis 47.01 52.99 58.97 64.95Fc Conc comp force 375097 422811.32 470526 5182402 inter d' 275.003 inter d' 0.00


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SYMMETRICALLY REINFORCED RECTANGULAR COLU

Originated from TCC53.xls v 3.4 on CD 2002-200

239.00 243.29 247.58 251.86 256.15 260.4

1906923 1941128 1975333 2009538 2043743 2077948

0.0035 0.0035 0.0035 0.0035 0.0035 0.0030.00204 0.00206 0.00209 0.00211 0.00213 0.00216-0.0005 -0.0005 -0.0004 -0.0003 -0.0003 -0.000

0 0 0 0 0 0 0 0 0 0

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

-0.0031 -0.003 -0.0029 -0.0028 -0.0026 -0.002389.0 394.1 399.1 403.9 408.6 413-105.4 -91.2 -77.5 -64.3 -51.5 -39

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 -434.8 -434.8 -434.8 -434.8 -434.8 -4341466431 1485888 1504670 1522813 1540349 1557308-264975 -229305 -194870 -161608 -129459 -98368

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

-2E+06 -2E+06 -2E+06 -2E+06 -2E+06 -2E+354.399 352.684 350.969 349.254 347.54 345.8251469.29 1558.62 1646.04 1731.65 1815.54 1897.8

885.566 891.779 897.756 903.504 909.029 914.335

89.33 87.42 85.61 83.89 82.25 77.76 21 5 98 5 75 5 52 5 31 4


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65.96 59.55 58.82 58.15 57.51 56.924.64 3.41 3.23 3.05 2.87 2.6

tinued

233.82 239.50 245.19 250.87 256.56 262.251865546 1910911 1956275 2001640 2047005 2092370

0.0035 0.0035 0.0035 0.0035 0.0035 0.00350.00218 0.00221 0.00224 0.00227 0.0023 0.00233-0.0006 -0.0005 -0.0004 -0.0003 -0.0003 -0.0002

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

-0.0034 -0.0033 -0.0031 -0.0029 -0.0028 -0.0027416.6 416.6 416.6 416.6 416.6 416.-123.3 -103.7 -85.1 -67.3 -50.3 -34.

0.0 0.0 0.0 0.0 0.0 00.0 0.0 0.0 0.0 0.0 00.0 0.0 0.0 0.0 0.0 00.0 0.0 0.0 0.0 0.0 00.0 0.0 0.0 0.0 0.0 00.0 0.0 0.0 0.0 0.0 00.0 0.0 0.0 0.0 0.0 0

-434.8 -434.8 -434.8 -434.8 -434.8 -434.392683 392683 392683 392683 392683 392683-77468 -65188 -53477 -42297 -31612 -2139

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

-409773 -409773 -409773 -409773 -409773 -409773368.473 366.199 363.925 361.65 359.376 357.1021770.99 1828.63 1885.71 1942.25 1998.3 2053.89488.606 492.492 496.173 499.646 502.914 505.975

8B2057.65 57.08 56.54 56.05 55.59 55.153.89 3.68 3.47 3.27 3.06 2.8

232.40 238.38 244.36 250.34 256.32 262.301854242 1901957 1949671 1997385 2045100 2092814


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SLENDERNESS - Z axis Bending a e assumed = 15 Stiffnesses L = 7000

Top West 6562500 Top 0.8537 Braced 5791.9 (5.1Top East 8750000 Bottom 0.8537 Unbraced 16067 (5.1

Bottom West 6562500 L0 5791.9Bottom East 8750000 1.1714

Column I/L 13072321

Slenderness Ratios A I icomp n u nbal fac8B 40 443243 1.1E+10 156.5 37.005 0.797 1.797 0.3943 25.938B 32 392576 9.8E+09 158.3 36.586 0.510 1.510 0.4058 22.898B 25 357478 9E+09 158.9 36.444 0.311 1.311 0.4112 20.518B 20 337686 8.5E+09 159.1 36.403 0.199 1.199 0.4142 19.048B 16 325019 8.2E+09 159.1 36.4 0.127 1.127 0.4163 18.048B 12 315167 8E+09 159.0 36.417 0.072 1.072 0.4182 17.22

SLENDERNESS - Y axis BendingStiffnesses L = 7325

Top North 5252188 Top 1.18925 Braced 6026.8 (5.1

Top South 5252188 Bottom 0.59487 Unbraced 16322 (5.1Bottom North 10500000 L0 6026.8Bottom South 10500000

Column I/L 12492321

Slenderness Ratios A I icomp n u nbal fac8B 40 443243 1.1E+10 156.5 38.506 0.797 1.797 0.3943 25.938B 32 392576 9.8E+09 158.3 38.07 0.510 1.510 0.4058 22.898B 25 357478 9E+09 158.9 37.922 0.311 1.311 0.4112 20.518B 20 337686 8.5E+09 159.1 37.88 0.199 1.199 0.4142 19.048B 16 325019 8.2E+09 159.1 37.877 0.127 1.127 0.4163 18.048B 12 315167 8E+09 159.0 37.894 0.072 1.072 0.4182 17.22

SYMMETRICALLY REINFORCED RECTANGULAR COLUMN DESIGN, BENT ABOUT TWO AXES TO EN 1992-1: 2004

M/ k L0

M/ k L0


15/23


SYMMETRICALLY REINFORCED RECTANGULAR COLUMN DESIGN, BENT ABOUT TWO AXES TO EN 1992-1 : 2004


GENERAL DATA As Nuz x z 1/r 0 y 1/r 0 z K y K z NRd Ac.fcd = 5.E+0640 10053 8821.6 0.253 0.263 0.0107 0 .011 1.306 1 .319 1.E+07 a 1 y = 0.0038 32 6434 7620.6 0.256 0.266 0.0106 0 .011 1.310 1.322 9.E+06 a 1 z = 0.0037

25 3927 6788.6 0.257 0.267 0.0105 0 .011 1.311 1.323 7.E+06 e 0 y = 0.02

20 2513 6319.4 0.257 0.267 0.0105 0.01 1.312 1.323 7.E+06 e 0 z = 0.02

16 1608 6019.1 0.257 0.267 0.0104 0.01 1.312 1.323 6.E+06 12 905 5785.6 0.257 0.267 0.0104 0.01 1.311 1.323 6.E+06

LOADCASE As,min Me 0 y = 36 Me 0 z =1 N = 1800 414 n = 0.328 OE y = 7.8 MOE z = 1 Mimp y = 20.501 Mimp z

Nuz (5.39) Status Kry Krz lim y lim z 1/r y 1/r z M2 y M2 z MEd y40 8821.6 0.0558 ok 0 1.047 1.047 109.5 118.6 0.0147 0.0148 0 0 40 21.76 32 7620.6 0.0652 ok 0 1.070 1.070 96.6 104.7 0.0149 0.015 0 0 40 21.76 25 6788.6 0.0765 ok 0 1.092 1.092 86.58 93.81 0.0151 0.0152 0 0 40 21.76 20 6319.4 0.0863 ok 0 1.110 1.110 80.38 87.1 0.0152 0.0154 0 0 40 21.76 16 6019.1 0.0949 ok 0 1.124 1.124 76.14 82.51 0.0153 0.0155 0 0 40 21.76 12 5785.6 0.1036 ok 12 1.138 1.138 72.68 78.76 0.0155 0.0156 0 0 40 21.76 0

12 1.1379 1.1379 72.68 78.76 40 LOADCASE As,min Me 0 y = 34 Me 0 z =

2 N = 1700 391 n = 0.310 OE y = 17.94 MOE z = 1.5 Mimp y = 19.362 Mimp z Nuz (5.39) Status Kry Krz lim y lim z 1/r y 1/r z M2 y M2 z MEd y

40 8821.6 0.066 ok 0 1.060 1.060 79.2 79.2 0.0149 0.015 0 0 49.26 20.69 32 7620.6 0.0779 ok 0 1.087 1.087 69.9 69.9 0.0151 0.0152 0 0 49.26 20.69 25 6788.6 0.0924 ok 0 1.112 1.112 62.6 62.6 0.0153 0.0155 0 0 49.26 20.69 20 6319.4 0.1051 ok 0 1.133 1.133 58.2 58.2 0.0155 0.0157 0 0 49.26 20.69 16 6019.1 0.1164 ok 0 1.150 1.150 55.1 55.1 0.0157 0.0158 0 0 49.26 20.69 12 5785.6 0.1281 ok 12 1.166 1.166 52.6 52.6 0.0158 0.016 0 0 49.26 20.69

12 49.26

LOADCASE As,min Me 0 y = 30 Me 0 z =3 N = 1500 345 n = 0.273 OE y = 30 MOE z = 3.8 Mimp y = 16.419 Mimp z

Nuz (5.39) Status Kry Krz lim y lim z 1/r y 1/r z M2 y M2 z MEd y

40 8821.6 0.0921 ok 0 1.086 1.086 84.3 99.8 0.0152 0.0154 0 0 66.42 24.05 32 7620.6 0.1109 ok 0 1.120 1.120 74.4 88.1 0.0155 0.0157 0 0 66.42 24.05 25 6788.6 0.1342 ok 0 1.153 1.153 66.7 78.9 0.0159 0.016 0 0 66.42 24.05 20 6319.4 0.1551 ok 0 1.179 1.179 61.9 73.3 0.0162 0.0163 0 0 66.42 24.05 16 6019.1 0.1744 ok 0 1.201 1.201 58.6 69.4 0.0164 0.0165 0 0 66.42 24.05 12 5785.6 0.1948 ok 12 1.222 1.222 56.0 66.3 0.0166 0.0168 0 0 66.42 24.05 0

12 66.42



40 8821.6 0.1223 ok 0 1.151 1.151 103.3 103.3 0.0161 0.0163 0 0 90.95 13.2 0

32 7620.6 0.1542 ok 0 1.202 1.202 91.1 91.1 0.0167 0.0168 0 0 90.95 13.2 25 6788.6 0.1943 ok 0 1.254 1.254 81.7 81.7 0.0173 0.0174 0 0 90.95 13.2 20 6319.4 0.2331 ok 0 1.295 1.295 75.8 75.8 0.0178 0.0179 0 0 90.95 13.2 16 6019.1 0.2752 ok 0 1.329 1.329 71.8 71.8 0.0181 0.0183 0 0 90.95 13.2 12 5785.6 0.3242 ok 12 1.361 1.361 68.6 68.6 0.0185 0.0187 0 0 90.95 13.2

12 90.95



40 8821.6 0.165 ok 0 1.203 1.203 133.3 133.3 0.0169 0.017 0 0 126.6 8.92 32 7620.6 0.2174 ok 0 1.268 1.268 117.6 117.6 0.0176 0.0178 0 0 126.6 8.92 025 6788.6 0.2944 ok 0 1.335 1.335 105.4 105.4 0.0184 0.0186 0 0 126.6 8.92 0

20 6319.4 0.3836 ok 0 1.388 1.388 97.9 97.9 0.019 0.0192 0 0 126.6 8.92 16 6019.1 0.4802 ok 0 1.432 1.432 92.7 92.7 0.0195 0.0197 0 0 126.6 8.92 12 5785.6 0.6022 ok 12 1.473 1.473 88.5 88.5 0.02 0.0202 0 0 126.6 8.92


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National Annex valuesOriginated from TCC53.xls v 3.4 on CD 2002-2008 TCC

EC2 Ref Function Value

Table 2.2 c 1.5 concrete

Table 2.2 s 1.15 steel

3.1.6 (1)P cc 0.85 strength factor

5.2(5) 0 0.005 basic imperfection slope

8.2(2) k1 1 min bar spacing

- = - k2 5 - = -

9.5.2 (1) min 12 min column bar dia

9.5.2 (2) As,min 0.2% min column steel 0.1 x N Ed /f yd

9.5.2(3) As,max 4.0% max column steel

SYMMETRICALLY REINFORCED RECTANGULAR COLUMN DESIGN, BENT ABOUTTWO AXES TO EN 1992-1 : 2004


17/23


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1.5 1.5

1.15 1.15

1 0.85

0.005 0.005

1 ?

5 ?

8 12

0.20% 0.1 0.20% 0.1

4.00% 4.00%

CODE UK


19/23

Disclaimer

Status of spreadsheet

First public release

Revision history TCC53

Date Version

14-Nov-08 TCC53 v3.4

1-Oct-08 TCC53 v3.3

22-Sep-08 TCC53 v3.2

4-Mar-08 TCC53 v3.1

28-Jun-06 TCC53 v3.0

4-May-05 TCC53 v1.0

15-Dec-04 RCCen53 10

26-Oct-04 RCCen53 9

11-May-04 RCCen53 8

26-Jan-04 RCCen53 7

12-Aug-03 RCCen53 6

28-Mar-03 RCCen53 5

4-Jan-02 RCCen53 4

30-Jul-01 RCCen53 3

All advice or information f those who will evaluate theapplication. No liability (in

is accepted by the BCA, TCsoftware and publications ain possession of the latest v

This spreadsheet shouldSpreadsheets: v3 ' available607777 or +44 (0)1276 6071


20/23

12-Jul-01 RCCen53 2

8-Jul-01 RCCen53 1


21/23

Column Design

Action Size (kB)

Correction to inclination i in calculation of imperfection moments. 2425

Typical calculation sheet added. 2423

Cover defined as C nom . DIV!0 reference corrected at Slen!C12:13. 2353

X-X axis renamed Y-Y, Y-Y axis renamed Z-Z. Correction to axes towhich M 2 added. Clarification to formulae determing M Ed . Moments

diagram added on Refs! Page.2327

v3 release. Page nos, User Guide and registration details amended. 2160

Curve labelling enhanced on chart. RE-BADGED. 2221Change to relative stiffness for unbraced columns. Input added for

percentage of beam stiffness to allow for cracking. 1787

Relative rotational stiffnesses updated to UK background document. 1773

Correction to sign convention for M0E 1767

Correction to calculation of 1/rx and 1/ry. 1766

Correction to rotational stiffness calculation. 1762Updated to revised November 2002 draft of EN. DIV!0 error corrected

in CASES!I28:J23. Conditional formatting added on MAIN. National Annex sheet added and linked.

1761

Updated to final draft of EN. 1764

Correction to b and kf on CASES 1759

This spreadsheet is shareware. It may be distributed freely, but maynot be used for commercial purposes until the user has registered

with the TCC via The Concrete Bookshop.

om the British Cement Association and/or The Concrete Centre is intended forsignificance and limitations of its contents and take responsibility for its use andluding that for negligence) for any loss resulting from such advice or information

C or their subcontractors, suppliers or advisors. Users should note that all TCCe subject to revision from time to time and should therefore ensure that they arersion.

e used in compliance with the accompanying publication 'User Guide RCfrom The Concrete Bookshop, www.concretebookshop.com, Tel +44 (0)700 4

0


22/23

Correction to CASES cells D8:D13 1758

First issue for in-house comment 1757


23/23

TCC53 Column Design - 2002-2008

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