Design_Calculation_Main_Column_11M_LC_I_06052011.xls

Page 1

Design Doc. No. Project Title

Rev. No.

Check for Design of 11.0M long Existing Column, supports being fixed at both ends (Load Case !

0

Design check of 11.0M long Existing Column fixed at both ends (Load Case !

Client Name of Unit Drawing Ref. Designed by: "eference

11.0M long Exisitng Column

G.C.

Cec!ed by:

"##roved by: C#LC$L#%&'

G.C.

Date: Date: 0$.0%. 0$.0%.&&&

DE)' *#

Te str'ct're as been designed as #er latest (ndian Codes of Practices for te following loadings Dead )oad : "s #er (* +,% - Part &  / &+, )ive )oad : "s #er (* +,% - Part 1  / &++ 2ind )oad : "s #er (* +,% - Part 3  / &+ *eismic )oad : "s #er (*: &+3 : 1001 and 4ter *#ecial )iterat'res for 2ind and *eismic )oadings Te design is done as #er (* +00 / 100, 5nd condition of Col'mn 6 7ot end fi8ed

34  0.00 !N (ince acting at support!  1%00.00 !N x M5  3%.00 !N/m (#s confirmed all of the abo+e load data are factored!

Design of Laced Columns

5ffective lengt factor9  6 ?actored "8ial )oad9 N 6 6 acto actore re 9 @9 at ottom 6 ?actored 7<9 < y9 at bottom 6

0.;% 1%$.+$ T $0.1, T/m &.00 T/m

)engt of Col'mn 6 5ffective )engt of Col 6 actore 9 @9 at to# 6 ?actored 7<9 < y9 at to# 6

&&.00 < ,.%& < $0.1, T/m &.00 T/m 1%0

ectional -roperties of *uilt up section

Tic!ness of ?lange9 t f 6

1%.0 1%.000 mm

1% (*<7 $00



.2 0 00 50

Z .2 5 0

(*<7 $00 Tic!ness of 2eb9 t w 6

0 % $

+.0 +.0 mm



6

$0;.1 cm1



&%33,.;3 cm$



*ection
;+$&.;, cm3



4verall De#t9 D

6

$%0 mm

Radi's of Gyration9 r y 6

&.$ &.$%% cm



2idt of ?lange9 b

6

1%0 mm

&%%.,0 cm3



+3+1,+.03 cm$



*ection
+&,+.31 cm3

Radi's of Gyration9 r z 6

$%.3 cm

.4 0 5

Y

Y

Z 90 90..0

*ectional "rea9 " a

Plastic *ection
1%0 N=mm1

Partial *afety ?actor for
&.&0

6

Plastic *ection
3&. 3&.$3 $3 !g=m !g=m

&

Welded Section

For Outstanding element of Compression Flange:

For Web Element of I, H or box section:

Coefficient for Plastic section 6

+.$

Coefficient for Plastic section 6

+$

Coefficient for Com#act section 6

.$

Coefficient for Com#act section 6

&0%

Coefficient for *emi/com#act section 6

&1;

Coefficient for *emi/com#act section 6 i)

,%.3& cm3 6

100000 N=mm1

5lastic
00

&3.;

Classification of ections

b = tf 6

&1% = 1% 6

%

>

/.e 

+.$ 8 & 6

/.

%he ection is -lastic

d = t w 6

$00 = +. 6

$$.$

>

/e 

+$ 8 & 6

/

%he ection is -lastic

2ence, %he ection is -lastic for direct load and %he ection is -lastic for *ending

Page 2

Design Doc. No.


Project Title Client Name of Unit Drawing Ref. Designed by:


"eference

C#LC$L#%&' Check for resistance of the section against material failure due to the combined effects of the loading (Clause6 7.8.1!

ii)

0


G.C.

Cec!ed by:

"8ial *trengt of te section9 N d 6

8



. also9 a 6 "# 4 5bt )-# f

8 y γ m0 6

b

d5



90/0./ x (1 6 0.9/!;(1 6 0.: x 0.87! 

nd5



ere9

0.87

6

&.0

>

90/0./ k'6m

-& 8 ,%.3&0,;,+,;, 8 1%0 = -&.& 8 &000 6

1/1=.19 k'6m

90/0./ k'6m

#@



b

1/<1.19 k'6m

1/<1.19 k'6m

nd5

ctua en ng oment, o,

79/.1/ k'

m3

0.9/

nd5

8



b

d4



5

09.=

k'6m

8 y γ m0 6

#y

- b = . or cac'at on o

an

dz

as #er c ause   

dy



Md4 x >1 6 ?(n 6 a!;(1 6 a!@AB  Md4



1/1=.19x >1 6 ?(0.9/ 6 0.87!;(1 6 0.87!@AB 

nd4

nd4

ctua en ng oment,

∴

6

Date: 0$.0%.&&

9:/. k'

ence9 n 6 N=Nd 6 o,

"##roved by:

G.C.

#f * -

"ct'al direct load9 N 6

( )( ) α 1

M y

+

M ndy

M z

M ndz

4



10

1=:/.08 k'6m

k'6m

α 2

=

0.0%

α&6 n 't ≥ F ∴ 6 % 8 0.1+ 6

&.$

≤

6

&

Hence O!

1.4

an

&

Hence O!

α1 6

1

#lternatiel*,

M z M y N + + = N d M dz M dy iii)

Rev. No.

0.$,

≤

Check for resistance of the section due to the combined effects of bending and axial compression (Clause6 7.8.9.9! "a) 6etermination of 7d , 7d* and 7d "Clause &%5) .

*



.

,%0.,% cm

*

r * .

3+.;



r  .

&;.%$

Terefore9 Non/dimensional slenderness ratios9

and9

y

@

=

=

√

f y f cc

=

√ √ f y

f cc

=

√ f y

f y

(

r y

.

f

1.8

>

From $able '"a) for !+ - r . %/01, fcd . ence, d . 9210.47 kN

(

r z

)

1.2 99<.8: ';mmA

25 ≤ 40 From $able '"b) for !+* - r* . (2/, fcd* . 90=.0 ';mmA ence, d* . 8439.52 kN

=

0.$3

2

KL z

?or minor a8is bending b'c!ling c'rve 8b9 is a##licable - "efer  %able 10 of  /00  900= nce, f .

)

π 2 E

?or major a8is bending b'c!ling c'rve 8a9 is a##licable - "efer  %able 10 of  /00  900= nce,

2

KL y

π 2 E

=

0.&

"#s per $able %&, Clause '(%%)

Page 3

Design Doc. No. Project Title Client Name of Unit Drawing Ref. Designed by:

Rev. No.


0

Design check of 11.0M long Existing Column fixed at both ends (Load Case ! 11.0M long Exisitng Column

G.C.

Cec!ed by:

"eference

M cr =

π 2 EI y h f 2

( KL )

2

[

1

+

1 20

"##roved by:

G.C.

[ ] ] KL / r y

2

0 .5

ere,

cr

.

$

h f / t f

.

. 3.&$

ere ore9

Date: 0$.0%.&&

C#LC$L#%&'

0.1&

+$

"=efer Clause 255)

6 -3.&$H 8 100000 8 &%33,;333.33 8 $1% = 1 8 -,%0,.%H 8 I-& J &=10-3+.; = -$1%=1%H 6

12835253226 '6mm

√ β b . Z p . f y / M cr = I-& 8 &%%,00 8 1%0 = &1+3%1%311%.1 6 = [ + α ( λ − ) + λ ]= 0.%K& J 0.1&-0.$1 / 0.1 J 0.$1HL 6

Now, λ = LT and, φ LT

ence9 Now,

e nce9

0.5 1

χ LT =

LT

0 .2

LT

=

0.<1

2

LT

1

[

{

φ LT + φ

2

LT

λ

−

} ] 0 .5

2

L T

f bd = χ LT . f y / γ m = dz

0.9

b.

pz. bd

=

=

& = K0.;& J E0.;&H / 0.$1HML 6

0.7:

0.% 8 1%0 = &.& 6

91:.71 ';mmA

& 8 & %%, 00 8 1 &% . & 6

& ,; +0 ,&+ ,. 00 N /mm

F

1

= 17=<./1 k'6m "c) 6etermination of ; d* "Clause 25%5) dy

=

.

b.

py

y

m

=

&+&,&&;0+3.;& N/mm

1 x 7995310.77 x 250 / 1.1 = =

1/1=.19 k'6m

"d) 6etermination of C m and C m+$ "Clause '(55) .

&

.

m

0.; J 0.$ 8 & 6

&

0.; J 0.$ 8 & 6

&

6

m+$

"e) 6etermination of C m* "Clause '(55) .

&

C m* . "f) 6etermination of ! * , !  , and ! +$ "Clause '(55) . & J -y / 0.1ny 6

*

Hence, ! * .

ence,

1.07



&.1$

1



&.11$

&.0,



. & J -@ / 0.1n@ 6



.

&

! +$ . & / -0.& 8 0.$1ny =-Cm)T / 0.1% 6

0.+

O

0.;

Now9

C M M P + K y my y + K LT z = Pdy M dy M dz

C M C M P + 0 . 6 K y my y + K z mz z = Pdz M dy M dz

9:/.;/87.:9 G 1.0= x ((1x10!;1/1=.19! G 0.7/x (09.=;17=<./1! 

0.:1



1.00

9:/.;7910.= G 0.
0.:1



1.00

Design of Lacing members B

D

ectional -roperties of Lacing #ngle Using L70x70x/

L70x70x/

Cxx

tw Cyy

tf

Page 4

Design Doc. No. Project Title Client Name of Unit Drawing Ref. Designed by:

Rev. No.


0

Design check of 11.0M long Existing Column fixed at both ends (Load Case ! 11.0M long Exisitng Column

G.C.

Cec!ed by:

"##roved by:

G.C.

"eference

Date: 0$.0%.&&

C#LC$L#%&'

oment o nert a9

y

oment o nert a9

uu

n. a 's o

6

&0$.10 cm⁴

oment o nert a9

6

&;;.$0 cm⁴

ast c ect on o ' 's9

yraton9 r vv 6

tress9

y

=

&.,% cm

;.00 mm

Centre of gravity9 C 88 or C 6

1.%& cm

$1.00 cm⁴ x

6

+1.00 mm

u

,10.00 mmH

6

$00 N=mmH

<.8= %

%otal force in each lacing 

8.17 %

7olt ga'ge distance9 c 6

t

o, a1 r1 

2ence &ka4

18.
F

:0

0.= times of most unfa+ourable slenderness ratio of the section as a hole  #lso, 18.
F

9=.09

/10 mm

9=.09

2ence &ka4 0 0 

ection Capacit4 of Lacing member in compression :.8= H

9

nsupporte engt o eac co umn mem ers eteen ac ngs, a1  :.79 cm

.09 0

2ence &ka4

$nsupported length of Lacing 

=77.== mm

Effecti+e length of Lacing 

::7./ mm

2ence, Il;r 

3or #ngles, *uckling class 

81.77

Now, imperfe !ion fa!or,

=

c

0.$

.09 0

0 0 

2

π E

=

(

=

)

2

KL r

λ =√ f y / f cc =

179/./< 0.8<

φ = 0 . 5 [ 1 + α ( λ − 0 . 2 ) + λ ]= 2

χ =

%0.00 mm

'o. of parallel planes here lacings are pro+ided 

east ra us o g4rat on o n + u a co umn sect on , r1 

Now9 f cc

&.1%

$;$.&, mm



)acing angle 6

&;.00 cm

- t f =

t mate tress9

1%0 N=mmH

6

"rea of ?lange9 " f 6

&0.+0 !g=m

6

vv

1

0.9

[ φ + { φ − λ 2

0.<0

2 0 .5

}

]

=

0.79 700

f cd = χ . f y / γ m 0 = o, e ect +e sect ona area,

907.07 ';mmA



18=7.00 mmA

e

es gn compress +e strengt o

ac ng mem er,

d



x

e

cd



9//88:.11 ' 

97.87 %

J 2ence &ka4

ection Capacit4 of Lacing member in %ension 

Tdn =

gm% ?

nc u

g3 *

"#ere, =

gm3 .

1.01 %

1.4 $ 0.07% &w/!' &f y /f u ' &()/*' = +

w 6

0.00 mm

J

 m0

- m1

8.17 % 1.3

=

1.41

O

0.,

2ence &ka4

8.17 %


Rev. No.


0


Client Name of Unit Drawing Ref. Designed by: "eference


G.C.

Cec!ed

"##roved by:

G.C.

Date: 0$.0%.&&

C#LC$L#%&'

SECTIONA !"O!E"TIES O# "OED STEE $OISTS %"&f' IS' (0( ) *9(9 + IS' *2,,( ) 2004e)igna!ion

6 100 6 125 6 150 6 175 6 200 6 225 6 250 6 300 6 350 6 400 6 450 6 500 6 550 6 %00

rea

a))

ep!#

a

w

#

&m2' 14.%0 1%.%0 19.00 24.%2 32.33 39.72 47.55 5%.2% %%.71 78.4% 92.27 110.74 132.11 15%.21

&g/m' 11.50 13.00 14.90 19.30 25.40 31.20 37.30 44.20 52.40 %1.%0 7 2.40 8%.90 103.70 122.%0

&mm' 100.00 125.00 150.00 175.00 200.00 225.00 250.00 300.00 350.00 400.00 450.00 500.00 550.00 %00.00

Design Doc. No.

"id!# of

#.of "e( #.of fange !w !f ange&(' &mm' 75.00 75.00 80.00 90.00 100.00 110.00 125.00 1 40.00 140.00 140.00 150.00 180.00 190.00 210.00

&mm' 4.00 4.40 4.80 5.50 5.70 %.50 %.90 7.50 8.10 8.90 9.40 10.20 11.20 12.00

omen! of ner!ia :: -&m4' 257.50 449.00 72%.40 1272.00 2235.40 3441.80 5131.%0 8%03.%0 13%30.30 20458.40 30390.80 45218.30 %4.893.% 91813.00

&mm' 7.20 7.%0 7.%0 8.%0 10.80 11.80 12.50 12.40 14.20 1%.00 17.40 17.20 19.30 20.80

adii of -ra!ion odi of 6e!ion Pa)!i odi of 6e!ion r :: r -;:: ;-;p: ;p-

&m4' 40.80 43.70 52.%0 85.00 150.00 218.30 334.50 453.90 537.70 %22.10 834.00 13%9.80 1833.80 2%51.00

&m' 4.20 5.20 %.18 7.19 8.32 9.31 10.39 12.37 14.29 1%.15 18.15 20.21 22.1% 24.24

&m' 1.%7 1.%2 1.%% 1.8% 2.15 2.34 2.%5 2.84 2.84 2.82 3.01 3.52 3.73 4.12

&m3' &m3' 51.50 10.90 71.80 11.70 9%.90 13.10 145.40 18.90 223.50 30.00 305.90 39.70 410.50 53.50 573.%0 %4.80 778.90 7%.80 1022.90 88.90 1350.70 111.20 1808.70 152.20 2359.80 193.00 30%0.40 252.50

&m3' 59.00 82.00 110.00 1%%.00 254.00 348.00 4%%.00 %52.00 889.00 117%.00 1533.00 2075.00 2712.00 3511.00

Rev. No.


Project Title


Client Name of Unit Drawing Ref. Designed by:


G.C.

Cec!ed by:

"##roved by:

G.C.

"eference

&m3' 18.00 19.00 22.00 31.00 47.00 %2.00 84.00 10%.00 120.00 134.00 1%%.00 239.00 298.00 393.00

0

Date: 0$.0%.&&

C#LC$L#%&'

SECTIONA !"O!E"TIES O# "OED STEE ANE SECTIONS

e)igna!ion

rea

a))

ep!#

a

w

#

*75x75x% *75x75x8 *75x75x10 *90x90x% *90x90x8 *90x90x10 *100x100x8 *100x100x10 *110x110x8 *110x110x10 *130x130x8 *130x130x10 *150x150x10 *150x150x12

&m2' 8.%% 11.38 14.02 10.47 13.79 17.03 15.39 19.03 17.02 21.0% 20.22 25.0% 29.03 34.59

&g/m' %.80 8.90 11.00 8.20 10.80 13.40 12.10 14.90 13.40 1%.90 15.90 19.70 22.80 27.20

&mm' 75.00 75.00 75.00 90.00 90.00 90.00 100.00 100.00 110.00 110.00 130.00 130.00 150.00 150.00

"id!# of #.of "e( #.of fange !w !f ange&(' &mm' 75.00 75.00 75.00 90.00 90.00 90.00 100.00 100.00 110.00 110.00 130.00 130.00 150.00 150.00

&mm' %.00 8.00 10.00 %.00 8.00 10.00 8.00 10.00 8.00 10.00 8.00 10.00 10.00 12.00

&mm' %.00 8.00 10.00 %.00 8.00 10.00 8.00 10.00 8.00 10.00 8.00 10.00 10.00 12.00

:: = --





r :: = r --

r 

r 

6e!ion od) ;:: = ;--

&m4' 45.70 59.00 71.40 80.10 104.20 12%.70 145.10 177.00 195.00 238.40 328.30 402.70 %22.40 735.40

&m4' 73.10 94.10 113.30 128.10 1%%.40 201.90 231.80 292.20 311.70 380.50 525.10 %43.40 995.40 1174.80

&m4' 18.40 24.00 29.40 32.00 42.00 51.%0 58.40 71.80 78.20 9%.30 131.40 1%2.10 249.40 29%.00

&m' 2.30 2.28 2.2% 2.77 2.75 2.73 3.07 3.05 3.38 3.3% 4.03 4.01 4.%3 4.%1

&m' 2.91 2.88 2.84 3.50 3.47 3.44 3.88 3.85 4.28 4.25 5.10 5.07 5.8% 5.83

&m' 1.4% 1.45 1.45 1.75 1.75 1.74 1.95 1.94 2.14 2.14 2.55 2.54 2.93 2.93

&m3' 8.40 11.00 13.50 12.20 1%.00 19.80 20.00 24.70 24.40 30.10 34.50 42.70 5%.90 %7.70

omen! of ner!ia

adii of -ra!ion

&m3' 27.00 34.80 41.70 47.20 %1.50 74.50 85.80 104.40 115.10 140.%0 194.20 238.30 3%8.20 435.00

Design Doc. No.

Rev. No.


Project Title


Client Name of Unit Drawing Ref. Designed by:


G.C.

Cec!ed by:

"##roved by:

G.C.

"eference

0

Date: 0$.0%.&&

C#LC$L#%&'

SECTIONA !"O!E"TIES O# "OED STEE ANE SECTIONS

e)igna!ion

rea a

w

#

*75x75x% *75x75x8 *75x75x10 *90x90x% *90x90x8 *90x90x10 *100x100x8 *100x100x10 *110x110x8 *110x110x10 *130x130x8 *130x130x10 *150x150x10 *150x150x12

&m2' 8.%% 11.38 14.02 10.47 13.79 17.03 15.39 19.03 17.02 21.0% 20.22 25.0% 29.03 34.59

&g/m' %.80 8.90 11.00 8.20 10.80 13.40 12.10 14.90 13.40 1%.90 15.90 19.70 22.80 27.20

&mm' 75.00 75.00 75.00 90.00 90.00 90.00 100.00 100.00 110.00 110.00 130.00 130.00 150.00 150.00


a))

ep!#

"id!# of #.of "e( #.of fange !w !f ange&(' &mm' 75.00 75.00 75.00 90.00 90.00 90.00 100.00 100.00 110.00 110.00 130.00 130.00 150.00 150.00

&mm' %.00 8.00 10.00 %.00 8.00 10.00 8.00 10.00 8.00 10.00 8.00 10.00 10.00 12.00

&mm' %.00 8.00 10.00 %.00 8.00 10.00 8.00 10.00 8.00 10.00 8.00 10.00 10.00 12.00

:: = --

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&m4' 73.10 94.10 113.30 128.10 1%%.40 201.90 231.80 292.20 311.70 380.50 525.10 %43.40 995.40 1174.80

&m4' 18.40 24.00 29.40 32.00 42.00 51.%0 58.40 71.80 78.20 9%.30 131.40 1%2.10 249.40 29%.00

&m' 2.30 2.28 2.2% 2.77 2.75 2.73 3.07 3.05 3.38 3.3% 4.03 4.01 4.%3 4.%1

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