Steel Column_Beams Calc

7/22/2019 Steel Column_Beams Calc

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Steel Structural Components

Members: Proposed Sections Properties

Wt/m A Ix Sx rx Iy

index #in series Member kg/m cm2 cm4 cm3 cm cm4

1 Deck Standard 200mmt x 1.00m x 3.00m 550.00

2 Main Beams H 700 x 350 x 12 x 25mm 205.35 261.59 226,890 6,482.6 29.45 17,8742.1 Side Beams H 696x355x15.4x24.8 217.30 276.80 233,066 6,697.3 29.02 18,512

2.2 H 701x356x16.8x27.4 239.60 305.80 259,196 7,395.0 29.11 20,6292.3 H 900 x 300 x 15 x 20 200.18 255.00 311,867 6,930.4 34.97 9,022.4 H 916 x 305 x 16.5 x 26 243.15 309.74 402,841 8,795.6 36.06 12,3273 Flanges 25mmt x 1m width 250.00 130 104.2 0.72 208,33

4 Cross Beams H 350x350x12x19 137.00 173.90 39,506 2,257.5 15.07 13,582

4.1 H 616x325x14x21 174.10 226.39 145,895 4,736.8 25.39 12,3654.2 H 300x305x15x15 106.00 134.80 21,058 1,403.9 12.50 7,105 Post H 368x373x15x24 179.20 228.30 57,149 3,105.9 15.82 20,767

5.1 Columns H 310x308x13.1x20.6 129.53 165.00 30,419 1,913.1 13.58 10,0376 H 372x374x16x26 196.50 250.30 62,685 3,370.1 15.83 22,680

6.1 H 406x403x16x24 200.00 254.90 76,779 3,782.2 17.36 26,1936.2 H 414x405x18x28 232.00 295.40 91,511 4,420.8 17.60 31,0186.3 H 400x408x21x21 197.00 250.70 69,628 3,481.4 16.67 23,7996.4 H 428x407x20x35 283.00 360.70 117,944 5,511.4 18.08 39,352

7 H 400x400x13x21 172.70 220.00 65,362 3,268.1 17.24 22,4077.1 H 300x300x10x15 94.20 120.00 19,933 1,328.9 12.89 6,757.2 HP 14 x 117 174.27 222.00 50,363 2,790.2 15.06 18,386

7.3 HP 14 x 102 152.29 194.00 43,401 2,438.3 14.96 15,8747.6 HP 14 x 89 132.67 169.00 37,059 2,111.6 14.81 13,5037.7 HP 14 x 73 108.33 138.00 29,811 1,723.2 14.70 10,8127.8 HP 12 x 63 92.63 118.00 19,281 1,272.7 12.78 6,387.9 HP 12 x 53 78.26 99.70 15,915 1,064.5 12.63 5,258 H 588x300x12x20 149.59 190.56 113,284 3,853.2 24.38 9,009 NKSP III - 400 x 125 x 13 150.00 191.05 16,400 1,310.0 9.27

9.1 NKSP IV 400x155x15.5 190.00 242.48 31,900 2,020.0 11.47

10 Laterals C 200x80x7.5x11 24.60 31.3310.1 H 152x152x5.84x6.6 22.32 28.58 1,191 156.8 6.46 3810.2 H 200x100x4.32x5.46 14.88 19.10 1,277 127.7 8.18 910.3 H 203x203x7.24x11.05 46.13 58.90 4,494 442.8 8.74 1,54

10.4 Frame H 200x200x8x12 49.90 63.53 4,610 461.0 8.52 1,6010.5 H 150x150x7x10 31.50 40.14 1,601 213.4 6.31 5610.6 H 175x175x7.5x11 40.20 51.21 2,816 321.9 7.42 98

11 Beams I 80x40x5x7mm 7.54 9.60 87 21.7 3.0111.1 Sq.Tube 100x50x3.17 7.15 9.11 118 23.5 3.60 3

11.2 Sq.Tube 100x50x2.38 5.43 6.91 91 18.2 3.63 311.3 Sq.Tube 100x50x1.9 4.36 5.56 74 14.8 3.65 211.4 Sq.Tube 50x50x2.38 3.56 4.53 17 6.9 1.95 1

11.5 Sq.Tube 50x50x1.9 2.87 3.66 14 5.6 1.97 1

12 Main Beams H 910 x 305 x 16 x 18mm 202.49 257.95 307,456 6,757.3 34.52 8,54

12.1 Main Beams H 760 x 265 x 13 x 15mm 141.37 180.08152,470 4,012.4 29.10 4,66

12.2 Main Beams H 610 x 220 x 10 x 16mm 104.18 132.71 78,206 2,564.1 24.28 2,84

12.3 Columns H 470 x 283 x 13 x 19mm 133.71 170.33 63,451 2,700.0 19.30 7,18

12.4 Columns H 345 x 375 x 13 x 13mm 112.86 143.77 30,398 1,762.2 14.54 11,432

12.5 Cross Beams H 305 x 202 x 9 x 15mm 69.81 88.93 14,312 938.5 12.69 2,06

12.6 Cross Beams H 306 x 170 x 8 x 10mm 46.37 59.06 9,010 588.9 12.35 82

12.7 Brace H 205 x 205 x 9 x 15mm 63.39 80.75 5,964 581.8 8.59 2,15

13 S4 X 7.7 11.48 14.58 250 49.3 4.14 3

14 Cross Brace L 100x100x10 14.90 19.00

Steel Section

154168221.xlsx.ms_office/Prop_Table

6/26/2013/romel


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Steel Materials: (brand new) Fy = 3500 kg/cm2

Es = 2040000 kg/cm2

7 H 400x400x13x21

Section : H 400x400x13x21

A =

Wt/m =

(A36) Fy =

Es =

Unbraced Length

L (mtrs) [a] kl/r

Increment in meters 1 6

3 4 26

[

0.

Theoretical k value

Input your recommended k value

0.

L

P


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7 45

10 64

13 84

16 103

19 12222 142

25 161

28 180

31 200

34 #N/A

Criteria for recommendi

EULER noted

SAFETY FA

(2) Whe

(1) Whe

Cc=

blet per issued Col


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A36 2520

input

re-formula

Column : recommending allowable compre

220 cm2 d = 40.0 cm

172.70 kgs/m b = 40.0 cm Ix =

3,500 kg/cm2 tw = 1.3 cm Sx =

2,040,000 kg/cm2 tf = 2.1 cm rx =

[a] P (ton) [b] kl/r [b] P (ton) [c] kl/r [c] P (ton) [d] kl/r

455 8 453 12 448 10

425 32 414 48 380 42

RECOMMEND ALLOWABLE COMPRESSIV

Column End Fixation C] [b] [c] [

5 0.80

0 0.70 1.00 1.

1.20 1.


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385 55 360 83 282 73

336 79 293 119 162 104

279 103 213 155 94 135

213 127 141 190 61 166

151 151 99 #N/A #N/A 198111 174 72 #N/A #N/A #N/A

85 198 55 #N/A #N/A #N/A

66 #N/A #N/A #N/A #N/A #N/A

53 #N/A #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A

107 use rmin 10.1

g allowable axial compressive strength (concentric load)

:

CTOR (FS) = ( 5/3 + 3 kL/r / 8Cc - (kL/r)3 / 8 Cc3)

: kL/r < Cc , try Fa =[(1 - (kL/r)2

/ (2 * Cc2

)) Fy] / (

: 200 > kL/r > Cc , try Fa = 12 * pi2

Es / 23 (kL/r)2

2*pi2

*Es / Fy)1/2

=

mn Section at SITE (Estimated load inclusive


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kg/cm2 A50 3500 kg/cm2

sive [concentric] force P

65,362 cm4 Iy = 22,407 cm4

3,268 cm3 Sy = 1120 cm3

17.2 cm ry = 10.1 cm

[d] P (ton) [e] kl/r [e] P (ton) [f] kl/r [f] P (ton)

450 21 434 #VALUE! #VALUE!

394 83 282 #VALUE! #VALUE!

FORCE (P) IN TONS

onditions] [e] [f]

2.00 2.000

5 2.10 --

5

10

15

20

25

30

35

40

45

50

RECOMMENDALLO

WABLECOMPRESSIVEFORCE(P)INTONS

450

500


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313 146 108 #VALUE! #VALUE!

210 #N/A #N/A #VALUE! #VALUE!



56 #N/A #N/A #VALUE! #VALUE!#N/A #N/A #N/A #VALUE! #VALUE!

#N/A #N/A #N/A #VALUE! #VALUE!




5/3 + 3 kL/r / 8Cc - (kL/r)3

/ 8 Cc3)

of Impact e.g for Temporary Works' us

0

50

100

150

200

250

300

350

400

[a]P(ton)


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1 4 7 10 13 16 19 22 25L (mtrs)

H 400x400x13x21

H 400x400x13x21


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6 26 45 64 84 103 122 142 161

kl/r

a


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[a] F.S. [b] F.S. [c] F.S. [d] F.S.

1.7 1.7 1.7 1.7

1.8 1.8 1.8 1.8

28 31 34

[a] P (ton)

[b] P (ton)

[c] P (ton)

[d] P (ton)

[e] P (ton)

[f] P (ton)


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1.8 1.8 1.9 1.9

1.9 1.9 1.9 1.9

1.9 1.9 1.8 1.9

1.9 1.9 1.6 1.8

1.9 1.8 #N/A 1.61.9 1.7 #N/A #N/A

1.8 1.6 #N/A #N/A

1.7 #N/A #N/A #N/A

1.6 #N/A #N/A #N/A

#N/A #N/A #N/A #N/A

180 200 #N/A

on


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[e] F.S. [f] F.S.

1.7 #VALUE!

1.9 #VALUE!


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1.9 #VALUE!

#N/A #VALUE!

#N/A #VALUE!

#N/A #VALUE!

#N/A #VALUE!#N/A #VALUE!

#N/A #VALUE!

#N/A #VALUE!

#N/A #VALUE!

#N/A #VALUE!


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Materials: (brand new or use Fy = 2520 kg/cm2

E = 2040000 kg/cm2

Fy = 2520 kg/cm2 allowable be

Using allowable

2 Section : H 700 x 350 x 12 x 25mm

d = 70.0 cm

b = 35.0 cm

tf = 2.5 cm Wt/m =tw = 1.2 cm

dw = 65 cm Sx =

All beams assumed

(a) Simple supports

Mmax = PL / 4 + wL2 / 8

V max = P / 2 + wL / 2

(b) 1-Fix & 1-Simple sup

Mmax =3PL / 16 + wL2

/

V max = 11P / 16 + 5w

(c ) Fixed supports

Mmax = PL / 8 + wL2

/ 1

V max = P / 2 + wL / 2

BEAM ALLOWABLE

L / 2L / 2

L

Mmax

Mmax

MmaxVmax


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Allowable Critical Allowable

Span V. Load at V. Load

at "Bending at

Midspan or shear" Midspan

(m) Tons Tons

increment 1 157.1 Shear 114.2

1 2 157.0 Shear 114.0

3 152.2 Bending 113.8

4 113.9 Bending 113.6

5 91.0 Bending 113.4

6 75.6 Bending 100.8

7 64.6 Bending 86.28 56.4 Bending 75.1

9 49.9 Bending 66.5

10 44.7 Bending 59.6

11 40.5 Bending 53.9

12 36.9 Bending 49.2

13 33.9 Bending 45.1

14 31.2 Bending 41.6

15 29.0 Bending 38.6

16 26.9 Bending 35.9

17 25.2 Bending 33.5

18 23.6 Bending 31.4

(b) 1-fix &

Tablet per issued Beam Section at SI

(a) Simple supports


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A36 2520 kg/cm2

safe job reqt (input)

ding stress at %Fy = Fbx = 1764 kg/cm2 70%

shear stress at %Fy = Fv = 1008 kg/cm2 40%

Input depends on material condition (e.g. temporary works)

Section :

205.35 kgs/m

6482.6 cm3

upported laterally along weak axis, adequately.

port

8

/ 8

2

MIDSPAN LOADING

Pmax = 2 *[ Fv * dw * tw - wL / 2 ]

Pmax = [Fbx * Sx - wL2 / 12 ] * 8 / L

Pmax = 16/11 * [ Fv * dw * tw - 5wL / 8 ]

Pmax = [ Fbx * Sx - wL2

/ 8 ] * 16 / 3L

Pmax = 2 *[ Fv * dw * tw - wL / 2 ]

Pmax = [ Fbx * Sx - wL2 / 8 ] * 4 / L

MV


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End Restraint

Critical Allowable Critical

at V. Load at

"Bending at "Bending

or shear" Midspan or shear"

Tons

Shear 157.0 Shear

Shear 156.8 Shear

Shear 156.6 Shear

Bending 156.4 Shear

Bending 156.2 Shear

Bending 151.6 Bending

Bending 129.7 BendingBending 113.3 Bending











1-Simple

E (Estimated load inclusive of Impact)

(c ) Fix supports


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A50 3500 kg/cm2

Fy = 2520 kg/cm2 lowable bending stress at 60%Fy = Fbx =

Using allowable shear stress at 40%Fy = Fv =

Input depends o

H 700 x 350 x 12 x 25mm

d = 70.0 cm

b = 35.0 cm

tf = 2.5 cm Wt/m = 205.35 kgs/mtw = 1.2 cm

dw = 65 cm Sx = 6482.6 cm3

All beams assumed supported laterally alo

(a) Simple supports

Mmax = wuL2 / 8 + wL2 / 8

V max = wuL / 2 + wL / 2

(b) 1-Fix & 1-Simple support

Mmax = wuL2

/ 8 + wL2

/ 8

V max = 5wuL / 8 + 5wL / 8

(c ) Fixed supports

Mmax = wuL2

/ 12 + wL2

/ 12

V max = wuL / 2 + wL / 2

wu = [ Fbx *

wu = [ Fv *

wu = [ Fbx *

wu = [ Fv *

wu = [ Fbx *

wu = [ Fv *

BEAM ALLOWABLE UNIFORM L

wu

maxmax

wu

L

Mmax

u


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Allowable Critical Allowable Critical Allowable

Span Uniform at Uniform at Uniform

Loading "Bending Loading "Bending Loading

or shear" or shear"

(m) tons / lin.m. tons / lin.m. tons / lin.m.

1 157.0 Shear 125.6 Shear 157.0

2 78.4 Shear 62.7 Shear 78.4

3 52.2 Shear 41.7 Shear 52.2

4 39.1 Shear 31.2 Shear 39.1

5 31.2 Shear 25.0 Shear 31.2

6 25.2 Bending 20.8 Shear 26.0

7 18.5 Bending 17.8 Shear 22.38 14.1 Bending 14.1 Bending 19.5

9 11.1 Bending 11.1 Bending 16.7










(a) Simple supports (b) 1-fix & 1-Simple (c ) Fix

Tablet per issued Beam Section at SITE (Estimated load inclusive


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safe job reqt (input)

1764 kg/cm2 70%

1008 kg/cm2 40%

material condition (e.g. temporary works)

ng weak axis, adequately.

Sx * 8 / L2 ] - w

w * tw * 2 / L ] - w

Sx * 8 / L2

] - w

w * tw * 8 / 5L ] - w

Sx * 12 / L2

] - w

w * tw * 2 / L ] - w

ADING


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End Restraint

Critical

at

"Bending

or shear"

Shear

Shear

Shear

Shear

Shear

Shear

ShearShear

Bending

Bending

Bending

Bending

Bending

Bending

Bending

Bending

Bending

Bending

upports

f Impact)

Steel Column_Beams Calc

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