Crane Girder

H301 Compressor Shelter Calculation Sheets

14.2 DESIGN OF CRANE GIRDER CRG -2 (Span 7.65m, 7.5m, 7.1m)

For built up

CRANE LOAD DATA:

Total Depth Plate Girder:

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

1

Crane capacity (A) :

100 T

Depth in Centre (mm)

2

Crane duty :

Electric over head cran

Size of Top Flange Plate:

3

Crane span (L) :

18.5 m

Width of Flange (bf)top (mm) = 400 Flange Thickness (tf)top (mm) =32

4

No. of wheel per end carriage :

4 Nos

Size of Bottom Flange Plate:

C/C wheel distance (L1b) :

0.9 m

5

C/C wheel distance (L1a) :

4.0 m

Width of Flange (bf)bot. (mm) =400 Flange Thickness (tf)bot. (mm) =32

6

Overall buffer distance (L2) :

7.0 m

Size of Web Plate:

7

Weight of crane excluding crab (B) :

80.0 T

Web Thickness tw (mm) =

25

8

Weight of crab (C) :

30.0 T

Thickness of weld w (mm) =

6

9

Nearest approach of crab to crane rail (L3) :

1.2 m

10

Span of crane girder (Lg) :

7.65 m

11

Weight of girder including crane rail & walkway 500 Kg/m

Out stand width = 186 mm

12

Width of walkway :

1.50 m

Thickness =

13

Live load from walkway :

###

14

Steel yield stress (fy) :

Depth near support (mm800

15

Spacing of lateral support (bracing)

1.50 m

16

Axial force from structure (Fa)

3T

17

Bending moment in X direction (Mx)

0 T-m

From STAAD

18

Bending moment in Y direction (My)

0 T-m

for Surge Beam Thickness =

19

Hook Type

Rope Type Hook

Depth of Web

dw (mm) = 1036

For end bearing stiffener

250 MPa

20 Crane Speed, V

1100

32 mm

[Non confirmed against Table 3 of IS 2062 : 1999]

For intermediate stiffener Width =

Spacing =

80 m/min

186 mm 16 mm 750 mm Max Allowed Stiffener Spaci 1554.0 mm Min Allowed Stiffener Spacin 242.9 mm

SUMMARY OF DESIGN RESULTS

CRANE GIRDER OK

End Bearing stiffener

In Slenderness

Flange Plate Size OK

Stiffener Size is OK SAFE

In Bearing OK

Web Plate Thickness OK OK

Strength Ratio

OK

Shear ratio = 0.414

OK

In Vertical Deflection

OK

In Lateral Deflection

x

Intermediate Stiffener

In Slenderness OK

0.65

In Axial Compression OK

Stiffners is not rquired Stiffener Size is OK Stiffener Spacing is OK

Against Torsion OK

L3

Trolley Trolley Bridge

( 100 Ton Crane )

R1

L

R2

Hook

C

H301 Compressor Shelter Calculation Sheets

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

CL Girder

CRANE GIRDER DESIGN 1 Maximum static wheel load at one end carriage (Dw1) Corresponding static wheel load at other end carriage (Dw2)

=

B/8+(C+A)x(1-L3/L)x0.25

=

40.4 T

=

Dw1 =

=

12.1 T

=

25% of Wheel load

Transverse load due to impact

=

5% of Wheel load

Longitudinal load due to impact

=

5% of Wheel load

=

5% of (C+A)/8

=

1.6 T

L1 =

0.9 m

4.00 m

4 40.4 T

0.9 m

L1a/4 L1a/4 L1a/2 L 1b

L1b

0.725 T/M

(IS 875/2 :6.3) Lg =

R1 Crane surge load (transverse) per wheel, Csl

Dw1 =

40.4 T

L1/4 =

(A+B+C-4Dw1)x0.25

Vertical load due to impact

CL Crane 3

2

7.65 m

R2

WHEEL LOAD POSITION FOR MAX BENDING MOMENT FROM VERTICAL LOAD & SURGE LOAD

Calculation of maximum reaction at the end of girder Taking moment about R1 R1 x Lg = Dw1x(Lg/2+L1a/4+L1b)+Dw1(Lg/2+L1a/4)+Dw1(Lg/2-L1a/4-L1a/2)+Dw1(Lg/2-L1a/4-L1a/2-L1b) R1 R2 =

4*Dw1-R1

=

59.7 T

=

101.9 T

CALCULATION OF MAJOR AXIS BENDING MOMENT Impact of vertical load on crane girder (fi)

=

25%

Span of crane girder (Lg)

=

7.65 m

Weight of girder including crane rail & walkway

=

500 Kg/m

Width of walkway

=

1.50 m

Live load from walkway

=

###

Live load on crane girder

=

225 Kg/m

Bending Moment at Wheel -2

Mx1 =

R2x(Lg/2+L1a/4)-Dw3x(Lg/2-L1a/4-La1/2)-Dw4x(Lg/2-L1a/4-La1/2-L1b)

=

132.2T-m

Bending Moment at Wheel -3

Mx2 =

R2x(Lg/2-L1a/4-La1/2)-Dw4x(Lg/2-L1a/4-La1/2-L1b)

=

87.1T-m

Max Bending Moment

Mx3 =

max(Mx1, Mx2) x fi

=

C

165.2T-m

1 w1

Total UDL from dead load & live load

Bending moment from dead load & live load Mx4 w1 . Lg2/8

=

725 Kg/m

=

5.3T-m

Total bending moment due to vertical load (Mx= Mx3 + Mx4) =

C

2

40.4 T

L1/4 =

170.6T-m

3

4 40.4 T

L1b L1a/4 L1a/4 L1a/2 L 1b

0.725 T/M

CALCULATION OF AXIAL COMPRESSION Crane surge load (transverse) per wheel, Csl

=

1.6 T

Taking moment about R1 R1 x Lg = Dw1x(Lg/2+L1a/4+L1b)+Dw1(Lg/2+L1a/4)+Dw1(Lg/2-L1a/4-L1a/2)+Dw1(Lg/2-L1a/4-L1a/2-L1b) R1 4*Dw1-R1 Mx1 =

5.3T-m

Mx2 =

R2x(Lg/2-L1a/4-La1/2)-Dw4x(Lg/2-L1a/4-La1/2-L1b)

= Max Bending Moment

3.5T-m

Mx3 =

max(Mx1, Mx2) x fi

= Depth of girder Axial compression (Pc)

Mx3/ Z

4.1 T

6.6T-m =

1.50 m

MAX BENDING MOMENT FROM VERTICAL LOAD & SURGE LOAD ON CRANE GIRDER

=

4.43 T

Surge Boom

1.50 m Spacing of lateral support

Crane Girder

TOP VIEW OF SURGE GIRDER

CALCULATION OF AXIAL BENDING (local) Surge load per wheel

87.1T-m

R2x(Lg/2+L1a/4)-Dw3x(Lg/2-L1a/4-La1/2)-Dw4x(Lg/2-L1a/4-La1/2-L1b)

= Bending Moment at Wheel -3

=

132.2T-m

1.50 m

Bending Moment at Wheel -2

2.4 T

Depth of Girder Z

R2 =

=

=

1.6 T

H301 Compressor Shelter Calculation Sheets

Spacing of lateral support (bracing) Ly = C/C wheel distance (L1b) : if Ly <= L1b, My = Csl. Ly/4

= =

and if Ly > L1b

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

1.50 m 0.90 m

My = (Csl/Ly)(Ly-L1b/2)(Ly/2-L1b/4)

Maximum local bending moment due to surge (My)

=

0.6T-m

(bf)top

(tf)top

y 550

6

Mx

=

170.55T-m

Bending moment due to surge

My

=

0.60T-m

Axial compression

Pc

=

4.43T-m

Section chosen for Crane girder

518

Bending moment due to vertical load

tw To be taken by top flange plate only

Builtup S/C

(tf)bottom

Moment of inertia (Ixx)

=

961871 cm^4

Moment of inertia (Iyy)

=

34268 cm^4

Section Modulus (Zxx)

=

17489 cm^3

Section Modulus (Zyy)

=

1713 cm^3

Total area of member (A) Depth of Section (D)

= =

515.0 cm^2 1100 mm

Width of Section (B) Thickness of Web (tw) Thickness of Top Flange (tf top) Thickness of Bottom Flange (tf bottom) Radius of gyration (r yy)

= = = = =

400.0 mm 25.0 mm 32.0 mm 32.0 mm 8.16 cm

Radius of gyration (r xx)

=

43.22 cm

Clear depth of web d1 = D - 2 x tf

=

1036.0 mm

Top flange area (Af)

=

128.0 cm^2

Top flange section modulus (Zyyf)

=

853.3 cm^3

ac calculated = P/Af

=

3.40 MPa

bcx calculated = Mx / Zxx

=

95.67 MPa

bcy calculated = My / Zyyf

=

6.87 MPa

Slenderness Ratio in Major Direction lx = Lx/rxx [ (fcb)n + (fy)n ] 1/n Slenderness Ratio in Minor Direction ly = Ly/ryy [ (fcb)n + (fy)n ] 1/n Maximum Slenderness Ratio Lmax

=

17.70

=

18.39

=

18.39

Elastic Critical Stress in major Direction fccx = p2 E / lx2

=

6299.65 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Elastic Critical Stress in major Direction fccy = p2 E / ly2

=

5837.56 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Minimum Elastic Critical Stresses( fcc)

=

5837.56 MPa

Steel yield stress (fy) :

=

250 MPa

=

148.71 MPa

(IS:800-1984:5.1.1) & n=1.4

=

0.023

(IS:800-1984:5.1.1)

=

7836.96 MPa

(IS:800-1984:6.2.4)

=

7892.83 MPa

(IS:800-1984:6.2.4)

Distance Between NA & Top Extreme Fiber (C1)

=

550.0

mm

Distance Between NA & Bottom Extreme Fiber (C2)

=

550.0

mm

y

=

1

(IS800-1984Table 6.3) y taken as Taken as 1.0

K1

=

1.0

(IS800:1984Table 6.4) for y = 1, k1 = 1

Calculation of Actual Stresses

Calculation of Permissible Stresses

Permissible Axial Stress ac = 0.6 Ratio of Axial Compression =

fcc . fy [ (fccy) + (fy) ] n

n

1/n

OK In Slenderness

Bending Stress Y= 26.5 x 105 ( L / ry )2 1+

1 ` 20

LTz ry D

2

y (bf)bottom

550

dw

Design forces:

X=Y

1100

STRENGTH CHECKING

H301 Compressor Shelter Calculation Sheets

w

=

0.50

w taken as 0.5

K2

=

0.00

for w = 0.5 , K2 = 0.0

fcbx = K1 x ( X + K2 Y) x (C1/C2)

=

7892.83 MPa

(IS:800-1984:6.2.4)

tf/tw

=

1.28

d1/tw

=

41.44

=

0.03

=

7892.83 MPa

T = tf/D Elastic Critical Stress (fcbx)

IF tf/tw is not>2 and d1/tw is not> 1344/ √¯( fy )

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

(IS:800-1984:6.2.4.1)

THEN fcb shall be increased by 20%

1344/sqrt( fy)

=

85.00

fy is taken as 250 N.mm2

Final fcbx

=

9471.40 MPa

=

164.28 MPa

(IS:800-1984:6.2.3 & n=1.4)

=

165.00 MPa

(IS:800-1984:6.2.5)

Cmx

=

0.85

(IS:800-1984:7.1.3)

Cmy

=

0.85

(IS:800-1984:7.1.3)

Maximum Permissible Bending Compressive Stress bcx = 0.66 bcy

fcb . fy 0.66 fy

[ (fccy)n + (fy)n ]

Check For Combined Stresse(IS:800-1984:6.2.5)

Combined Axial Compression & Bending

Stress Ratio for Axial Compression =

=

0.02

<

0.15

Use Equation 2 for Stress Ratio

sbcx cal

sac Cal + sac

+ sac Cal sac

+

sbcx

Cmx . sbcx cal

1-

sac cal

0.6 fccx Combined Stress Ratio

----- Equation -1

sbcy cal

>

1

sbcy

+

----- Equation -2

Cmy . sbcy cal

sbcx 1 - sac cal sbcy 0.6 fccy

=

0.647 OK

Case -1 : Shear force V1 =(Dw1 (Lg - L1)/Lg) + Dw1 + (UDL x Lg/2)

=

78.80 T

Case -2 :

L Girder

Shear force V2 =(Dw1+Dw2+Dw3+Dw4)-1/Lg[Dw4x(L1bx2+L1a)+Dw3x(L1b+L1a)+Dw2x(L1b)]

Maximum Design Shear V = max(V1, V2)

=

103.09 T

=

103.09 T

Dw1=

40.4 T

0.90 Dm

C

Over all Depth near support, D2 =

=

800 mm

Clear depth of web near support d2 = D2 - 2 x Tf =

=

736.0 mm

Thickness of Web tw

=

25 mm

=

200.0 cm^2

=

Shear Force/Area

=

50.57 MPa

=

Area = Thickness of Web x Overall Depth

va,cal

C

=

w1

L1b

6.75 m

Lg - L1b =

Check For Shear Stress:

Calculated shear stress

40.4 T

L Crane

UDL =

0.725 T/M

7.65 m

Lg = CASE-1 :WHEEL LOAD POSITION FOR MAX SHEAR

H301 Compressor Shelter Calculation Sheets

Dw1

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

Dw2 L1b

Allowable Shear Stress :-

Project :

Dw3 L1a

Dw4 L1b

(IS:800-1984:6.2.3 & n=1.4)

For Unstiffened Web = 0.4 Fy

=

Lg

100 MPa

CASE-2 :WHEEL LOAD POSITION FOR MAX SHEAR

if Ss < d2,tva =

fy C tw

0.4 fy 1.3 -

fy

if Ss > d2,tva = Where,

122.2 MPa

=

122.1 MPa

C 2 d2

1 4000 1+ 2

For Stiffened Web

=

d2

0.4 fy 1.3 -

tw

1 4000 1+ 2

d2 C

2

Vertical stiffeners spacing Ss750 mm

This is the case o StiffenedWeb

Hence Permissible Shear Stress

With Ss > d2

tv =122.1 MPa

Actual Shear / Permissible Shear =

0.41

(IS 800: 6.4.2 (b))

OK in Shear

DEFLECTION CHECK Longitudinal deflection (longitudinal) =

= 2x

Allowable longitudinal deflection (Lxallowed)

Dw1 x Lg3

3a Lg

4a3 L g3

5 x udl x L4

+

=

48 EI 3.98 mm XX

=

L /1000 for capacity over 50 tons L /750 for capacity less than 50 tons

=

7.7 mm

OK

L

384 EI

C 40.4 T

Dw1 mm = 1375

40.4 T

Dw1mm = 4000

In Vertical Deflection a=

1375 mm

a=

UDL =

Member is sustain againest longitudinal deflection Lateral deflection (lateral) =

= 2x

Allowable lateral deflection (Lyallowed)

Csl x Lg3

3a Ly

4a3 Ly3

=

48 EI 0.0186 mmYY

=

L /1000 for capacity over 50 tons

1.38m 7650 mm

L /750 for capacity less than 50 tons =

1.5 mm

WELD DESIGN Horizontal shear per unit length = V x A xY/Ixx

=

710.6 N/m

Thickness of weld (w)

=

6 mm

Weld strength per unit length = 2x108X0.707X0.8Xtw

=

733.0 N/m

Weld size is OK

END BEARING STIFFENER DESIGN Maximum end reaction (R )

=

103.09 T

Allowable bearing stress (0.75 X fy)

=

187.50 MPa

OK

In Lateral Deflection

WHEEL LOAD POSITION FOR MAX DEFLECTION

0.725 T/M

H301 Compressor Shelter Calculation Sheets

=

25 mm

Thickness of end bearing stiffner(St)

=

32 mm

Outstand width of end bearing stiffener Swo

=

186 mm

=

384 mm

=

397 mm

Minimum of (256 St /√fy) and 12.St

Width of end bearing stiffener (Sw) Area of end bearing stiffener (Sa)

Stiffener Size is OK

= Sw X St

=

12704 mm^2

=

500 mm

Effective cross section of stiffener (Sef= Sa + tw X Weff

=

25204 mm^2

Bearing stress coming over the stiffeners (bcal) =R/Seff

=

41 MPa

Effective length of stiffeners (Leff)

=

515.2 mm

Moment of inertia of stiffeners (SI xx)

=

707305090 mm^4

Radius of gyration of stiffeners (Sryy)

=

168 mm

Slenderness Ratio = Max of Leff/Sryy& d2/tX√ 3

=

39.84

n n 1/n + (fy) ] Elastic[ (fcb) Critical Stress in major Direction fccy = p2 E / ly2

=

1243.81 MPa

Minimum Elastic Critical Stresses( Sfcc)

=

1243.81 MPa

Permissible Axial Stress Ssac = 0.6

=

139.60 MPa

=

0.29

Ratio of Axial Compression = Total load on supports (W)

Sfcc . fy

[ (Sfccy)n + (fy)n ] 1/n

=

(D3 T/250 ) X (R/W)

=

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

(IS:800-1984:6.7.4.4)

Cx = 147.9 mm

Effective length of web in load bearing (Weff) = 20 X tw

=0.7 X d2

OPaL DFCU & AU

Bearing Stiffener

L of support OK In Bearing

397 mm

Thickness of Web of Beam (tw)

Project :

500 mm

Cx = 147.9 mm

OK In Slenderness (IS:800-1984:5.1.1 E= 2x105 Mpa)

C

(IS:800-1984:5.1.1) & n = 1.4 OK In Axial Compression

80.8 T

(IS:800-1984:6.7.5.3.g)

217416454 mm^4

OK Against Torsion

D=

Overall Depth of Girder

T=

Maximum Thickn of compres. Flange

R=

Reaction of the Beam at support

W=

Total load on the girder b/w support

INTERMEDIATE STIFFENERS : Stiffners is not rquired,However if provided it shall fullfill following perameters Clear depth of web d1 =

=

1036.0 mm

Clear depth of web d2 =

=

736.0 mm

Unstiffened Web Min( 256 tf/√fy, 20tf)

=

518 mm

=

640 mm

Flange criteria : Stiffened Web,

This is the case o StiffenedWeb

Web criteria :

20 tf

=

Flange projection beyond web =

Min( 800 T1/√fy, 50T1) =1250 mm

Minimum thickness of web for >25T crane girde

>

1036.0 mm

640

OK

>

200 mm

OK

(IS 800: 3.5.2.2 (a))

8

<

25 mm

OK

12

<

25 mm

OK

(IS 800: 6.7.3.1 (a))

d1√va cal/816 =

9

<

25 mm

OK

(IS 800: 6.7.3.1 (a))

d1√fy/1344 =

12

<

25 mm

OK

(IS 800: 6.7.3.1 (a))

5.76 OK

(IS 800: 6.7.3.1 (b))

Allowable unstiffen web criteria :

d1 / 85 =

Allowable stiffen web criteria : Thickness tr = : Max( 1/180XWidth, d1√fy/3200 , d1/200 )

=

Stiffener Spacing : Provide intermediate stiffeners @ spacing C

=

750 mm

If Ss > d1, Ss < 270tw Since Ss < d1, so Ss < 4500 mm If Ss < d1, Ss < 180 tw

Beam Web

OK

(IS 800: 6.7.4.1)

(IS 800: 3.5.2.1 (a))

H301 Compressor Shelter Calculation Sheets

Maximum spacing allowable (C max)

Minimum spacing allowable (C min)

= 1.5 X d1

=

1554 mm

OK

(IS 800: 6.7.4.2)

= 0.33 X d2

=

243 mm

OK

(IS 800: 6.7.4.2)

Moment of inertia of stiffener about web > 1.5 d3 .tr3/Ctr = 2 296287 mm^4

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

(IS 800: 6.7.4.2)

Where Ctr = Maximum Permitted Clear Distance b/w vertical stiffener for web thickness t r taken as 180 (IS t800: 6.7.4.2,IS 800: 6.7.4.1) r Thickness of Stiffener

=

16 mm

Width of Stiffener

=

186 mm

Thickness of Web (tw)

=

25 mm

=

83406864 mm^4

Moment of inertia of stiffener about web

Stiffener Size is OK (IS 800: 6.7.4.2) Stiffener is Provided Both side of Web

SURGE BEAM DATA External loads: Axial force from structure (Fa)

3T

Bending moment in X direction (Mx)

0 T-m

Bending moment in Y direction (My)

0 T-m

From STAAD

CALCULATION OF MAJOR AXIS BENDING MOMENT

C

Impact of vertical load on boom (fi)

=

25%

Span of boom (Lb)

=

3.83 m

Weight of Surge Beam including walkway

=

500 Kg/m (0 - if already considered in STAAD)

Width of walkway

=

1.50 m

Live load from walkway

=

###

Live load on Surge Beam

=

(0 - if already considered in 225 Kg/m STAAD)

Total UDL from dead load & live load

=

725 Kg/m

Bending moment from dead load & live load

=

1.3T-m

Total bending moment due to vertical load (Mx1)

=

1.3T-m

Surge load per wheel

=

1.6 T

Maximum bending moment from surge load

=

6.6T-m

Depth of girder

=

1.50 m

Axial tension (Pc)

=

4.4 T

Surge load per wheel

=

1.6 T

Spacing of lateral support (bracing)

=

1.50 m

1.6 T

1

2

1.6 T

1.6 T

C

3

4

0.725 T/M

L1b L1a/4 L1a/4 L1a/2 L 1b

MAX BENDING MOMENT FROM SURGE LOAD ON SURGE BOOM

CALCULATION OF AXIAL FORCE IN SURGE BEAM

1.50 m

Depth of Girder

Surge Boom

1.50 m

Spacing of lateral support

STRENGTH CHECKING

Crane Girder

TOP VIEW OF SURGE GIRDER

Design forces: Bending moment due to vertical load

Mx+ Mx1

=

1.3T-m

Bending moment due to surge

My

=

0.0T-m

Axial compression

Fa + Pc

=

7.4 T

Section chosen for Crane girder

UC 203X203X46

Moment of inertia (Ixx)

=

4568.0 cm^4

Moment of inertia (Iyy)

=

1548.0 cm^4

Section Modulus (Zxx)

=

449.6 cm^3

Section Modulus (Zyy)

=

152.1 cm^3

1.6 T

4.0 m

H301 Compressor Shelter Calculation Sheets

Total area of member (A)

=

58.7 cm^2

Depth of Section (D)

=

203 mm

Width of Section (B)

=

203.6 mm

Thickness of Web (tw)

=

7.2 mm

=

11.0 mm

Thickness of Top Flange (tf

top)

Thickness of Bottom Flange (tf

bottom)

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

=

11.0 mm

Radius of gyration (r yy)

=

5.13 cm

Radius of gyration (r xx)

=

8.82 cm

Clear depth of web d1 = D - 2 x tf

=

181.2 mm

Top flange area (Af)

=

22.4 cm^2

Top flange section modulus (Zyyf)

=

76.0 cm^3

ac calculated = P/A

=

13 MPa

bcx calculated = Mx / Zxx

=

29 MPa

bcy calculated = My / Zyy

=

0 MPa

=

43.37

=

29.24

=

43.37

2

=

1050 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Elastic Critical Stress in major Direction fccy = p2 E / ly2

=

2309 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Minimum Elastic Critical Stresses( fcc)

=

1050 MPa

Permissible Axial Stress ac = 0.6

=

137 MPa

(IS:800-1984:5.1.1) & n=1.4

=

0.092

(IS:800-1984:5.1.1)

=

3100 MPa

(IS:800-1984:6.2.4)

=

3288 MPa

(IS:800-1984:6.2.4)

Distance Between NA & Top Extreme Fiber (C1)

=

1.00

Distance Between NA & Bottom Extreme Fiber (C2)

=

1.00

y

=

1

(IS800-1984Tabley taken as Taken as 1.0

K1

=

1.0

(IS800:1984Tablefor y = 1, k1 = 1

w

=

1

w taken as 0.5

K2

=

0.0

for w = 0.5 , K2 = 0.0

fcbx = K1 x ( X + K2 Y) x (C1/C2)

=

3287.96 MPa

(IS:800-1984:6.2.4)

tf/tw

=

1.53

d1/tw

=

25.17

=

0.05

=

3287.96 MPa

Calculation of Actual Stresses

Calculation of Permissible Stresses Slenderness Ratio in Major Direction lx = Lx/rxx [ (fcb)n + (fy)n ] 1/n Slenderness Ratio in Minor Direction ly = Ly/ryy [ (fcb)n + (fy)n ] 1/n Maximum Slenderness Ratio Lmax Elastic Critical Stress in major Direction fccx = p E / lx 2

Ratio of Axial Compression =

fcc . fy [ (fccy)n + (fy)n ] 1/n

SAFE IN SLENDER

Bending Stress Y=

26.5 x 105 ( L / ry )

X=Y

1+

1 ` 20

LT ry D

2

T = tf/D Elastic Critical Stress (fcbx) IF tf/tw is not>2 and d1/tw is not> 1344/ √¯( fy )

(IS:800-1984:6.2.4.1)

THEN fcb shall be increased by 20%

1344/sqrt( fy)

=

85.00

Final fcbx

=

3946 MPa

Maximum Permissible Bending Compressive Stress

fy is taken as 250 N.mm2

H301 Compressor Shelter Calculation Sheets

bcx = 0.66

=

163 MPa

(IS:800-1984:6.2.3 & n=1.4)

=

165 MPa

(IS:800-1984:6.2.5)

Cmx

=

0.85

(IS:800-1984:7.1.

Cmy

=

0.85

(IS:800-1984:7.1.

fcb . fy [ (fccy) + (fy) ] n

bcy

n

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

Check For Combined Stresse(IS:800-1984:6.2.5)

Combined Axial Compression & Bending

sac cal sac

+ Cmx . s cal bcx 1-

sac cal

0.6 fccx

+Cmy . sbcy cal

=

0.250

sbcx 1 - sac cal sbcy 0.6 fccy

4.0 m UDL OF 0.725 Tons

Check For Shear Stress:

Case -1 : Shear force V1 =(Dw1 (Lg - L1)/Lg) + Dw1

=

3.1 T

Case -2 :

3.8 m

Shear force V2 =(Dw1+Dw2+Dw3+Dw4)-1/Lg[Dw4x(L1bx2+L1a)+Dw3x(L1b+L1a)+Dw2x(L1b= Maximum Design Shear V = max(V1, V2) Area of girder

va,cal

Calculated shear stress

va

Allowable shear stress

=

4.0 T

=

58.7 cm^2

=

Shear Force/Area

=

7 MPa

=

100 MPa

4.0 T

0.725 T/M

Member is sustain for shear UDL

DEFLECTION CHECK

3.8 m

Longitudinal deflection (longitudinal) =

=

5/384XwXLg4/EXIxx

Allowable longitudinal deflection (Lxallowed)

=

L /325

Member is sustain againest longitudinal deflection

=

=

2.21 mm

12 mm

SAFE IN DEFLECTION

[ (fcb)n + (fy)n ] 1/n

SURGE TRUSS DESIGN =

ISA 75X75X6

Length of the member

=

1.50 m

Effective Length of the member in X -dir (Lx)

=

1.50 m

Effective Length of the member in X -dir (Ly)

=

1.50 m

Axial Load (P)

=

1.6 T

Moment of inertia (Ixx)

=

45.7 cm^4

Moment of inertia (Iyy)

=

73.1 cm^4

Section Modulus (Zxx)

=

8.4 cm^3

Section Modulus (Zyy)

=

0.0 cm^3

Total area of member (A)

=

8.66000 cm^2

Depth of Section (D)

=

75 mm

Width of Section (B)

=

75 mm

=

6.0 mm

=

7.0 mm

=

7.0 mm

Radius of gyration (r yy)

=

2.30 cm

Radius of gyration (r xx)

=

18400.00 cm

Thickness of Web (tw) Thickness of Top Flange (tf

top)

Thickness of Bottom Flange (tf

bottom)

Surge truss

1.50 m

Longitudinal member

Depth of Girder

Surge Boom

Inclined member Longitudinal member

1.50 m

Spacing of lateral support

Crane Girder

H301 Compressor Shelter Calculation Sheets

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

Calculation of Actual Stresses ac calculated = P/A

=

19 MPa

Slenderness Ratio in Major Direction lx = Lx/rxx [ (fcb)n + (fy)n ] 1/n Slenderness Ratio in Minor Direction ly = Ly/ryy [ (fcb)n + (fy)n ] 1/n Maximum Slenderness Ratio Lmax

=

0.01

=

65.22

=

65.22

Elastic Critical Stress in major Direction fccx = p2 E / lx2

=

29701806809.19 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Elastic Critical Stress in major Direction fccy = p E / ly

=

464 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Minimum Elastic Critical Stresses( fcc)

=

464 MPa

=

116.73 MPa

Inclined member

=

ISA 75X75X6

Length of the member

=

2.12 m

Effective Length of the Column in X -dir (Lx)

=

2.12 m

Effective Length of the Column in X -dir (Ly)

=

2.12 m

Axial Load (P)

=

1.6 T

Moment of inertia (Ixx)

=

45.7 cm^4

Moment of inertia (Iyy)

=

73.1 cm^4

Section Modulus (Zxx)

=

8.4 cm^3

Section Modulus (Zyy)

=

0.0 cm^3

Total area of member (A)

=

8.7 cm^2

Depth of Section (D)

=

75 mm

Width of Section (B)

=

75 mm

Thickness of Web (tw)

=

6.0 mm

=

7.0 mm

=

7.0 mm

Radius of gyration (r yy)

=

2.30 cm

Radius of gyration (r xx)

=

18400.00 cm

=

24.50 MPa

Slenderness Ratio in Major Direction lx = Lx/rxx [ (fcb)n + (fy)n ] 1/n Slenderness Ratio in Minor Direction ly = Ly/ryy [ (fcb)n + (fy)n ] 1/n Maximum Slenderness Ratio Lmax

=

0.01

=

92.23

=

92.23

Elastic Critical Stress in major Direction fccx = p2 E / lx2

=

14850903404.60 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Elastic Critical Stress in major Direction fccy = p E / ly

=

232.05 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Minimum Elastic Critical Stresses( fcc)

=

232.05 MPa

=

88.00 MPa

Calculation of Permissible Stresses

2

Permissible Axial Stress ac = 0.6

2

fcc . fy

SAFE IN SLENDER

OK

(IS:800-1984:5.1.1)

[ (fccy) + (fy) ] n

n

1/n

Thickness of Top Flange (tf

top)

Thickness of Bottom Flange (tf

bottom)

(Conservatively)

Calculation of Actual Stresses ac calculated = P/A Calculation of Permissible Stresses

2

Permissible Axial Stress ac = 0.6

fcc . fy [ (fccy) + (fy) ] n

1/n

n

2

SAFE IN SLENDER

OK

(IS:800-1984:5.1.1)

H301 Compressor Shelter Calculation Sheets

14.5 DESIGN OF CRANE GIRDER CRG -5 (Span 6.7m, 6.25m)

For built up

CRANE LOAD DATA:

Total Depth Plate Girder:

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

1

Crane capacity (A) :

60 T

Depth in Centre (mm)

2

Crane duty :

Electric over head cran

Size of Top Flange Plate:

1100

3

Crane span (L) :

19.5 m

Width of Flange (bf)top (mm) = 400 Flange Thickness (tf)top (mm) =25

4

No. of wheel per end carriage :

2 Nos

Size of Bottom Flange Plate:

5

C/C wheel distance (L1) :

4.5 m

Width of Flange (bf)bot. (mm) =400 Flange Thickness (tf)bot. (mm) =25

6

Overall buffer distance (L2) :

6.5 m

Size of Web Plate:

7

Weight of crane excluding crab (B) :

75.0 T

Web Thickness tw (mm) =

16

8

Weight of crab (C) :

24.0 T

Thickness of weld w (mm) =

6

9

Nearest approach of crab to crane rail (L3) :

1.2 m

10

Span of crane girder (Lg) :

6.70 m

Depth of Web

dw (mm) = 1050

For end bearing stiffener

11

Weight of girder including crane rail & walkway 500 Kg/m

Out stand width = 186 mm

12

Width of walkway :

1.50 m

Thickness =

13

Live load from walkway :

###

14

Steel yield stress (fy) :

250 MPa

15

Spacing of lateral support (bracing)

1.50 m

16

Axial force from structure (Fa)

3T

17

Bending moment in X direction (Mx)

0 T-m

18

Bending moment in Y direction (My)

0 T-m

Thickness =

19

Hook Type

Rope Type Hook

Spacing =

20 Crane Speed, V

Depth near support (mm800

25 mm

[Non confirmed against Table 3 of IS 2062 : 1999]

For intermediate stiffener From STAAD

Width =

80 m/min

186 mm 16 mm 750 mm Max Allowed Stiffener Spaci 1575.0 mm Min Allowed Stiffener Spacin 247.5 mm

SUMMARY OF DESIGN RESULTS

CRANE GIRDER OK

End Bearing stiffener

In Slenderness

Intermediate Stiffener

Stiffener Size is OK

Flange Plate Size OK

SAFE

In Bearing OK

Web Plate Thickness OK OK

Strength Ratio = 0.58

OK

Shear ratio = 0.52

OK

In Vertical Deflection

OK

In Lateral Deflection

x

In Slenderness OK In Axial Compression OK

Stiffner Required Stiffener Size is OK Stiffener Spacing is OK

Against Torsion OK

L3

R1

Trolley Trolley Bridge

L

R2

Hook

C

H301 Compressor Shelter Calculation Sheets

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

CRANE GIRDER DESIGN

CL Girder CL Crane

Maximum static wheel load at one end carriage (Dw1)

=

Corresponding static wheel load at other end carriage (Dw2)

B/4+(C+A)x(1-L3/L)x0.5

=

58.2 T

=

(A+B+C-2Dw1)x0.5

Dw1 =

L1 =

=

21.3 T

=

25% of Wheel load

Transverse load due to impact

=

5% of Wheel load

Longitudinal load due to impact

=

5% of Wheel load

5% of (C+A) X 0.5

=

2.1 T

Impact of vertical load on crane girder (fi)

=

25%

Span of crane girder (Lg)

=

6.70 m

Weight of girder including crane rail & walkway

=

500 Kg/m

Width of walkway

=

1.50 m

Live load from walkway

=

###

=

225 Kg/m

4.50 m

0.0 m 0.725 T/M

(IS 875/2 :6.3) Lg/2 - L1/4 =2.23m

4.5m

Lg = =

58.2 T

1.13m

L1/4 =

Vertical load due to impact

Crane surge load (transverse) per wheel, Csl

Dw1 =

58.2 T

6.70 m

WHEEL LOAD POSITION FOR MAX BENDING MOMENT FROM VERTICAL LOAD & SURGE LOAD

CALCULATION OF MAJOR AXIS BENDING MOMENT

Live load on crane girder Maximum bending moment from wheel load (Mmax) =

Bending moment from dead load & live load

58.2 T

58.2 T 4.5 m 0.725 T/M

(Dw1/Lg) (Lg - L1/2) . (Lg/2 - L1/4).(1+fi/100)

w1

Total UDL from dead load & live load

(IS 875/2 :6.3)

w1 . Lg /8 2

Total bending moment due to vertical load (Mx)

=

107.4T-m

=

725 Kg/m

=

4.1T-m

=

111.5T-m

107.4T-m

MAX BENDING MOMENT FROM VERTICAL LOAD & SURGE LOAD ON CRANE GIRDER

CALCULATION OF AXIAL COMPRESSION 2.1 T

Maximum bending moment from surge load

=

3.10T-m

Depth of girder

=

1.50 m

Axial compression (Pc)

=

2.07 T

Surge Boom

}=(Csl/Lg)(Lg-L1/2)(Lg/2-L1/4)

Spacing of lateral support (bracing) Ly = C/C wheel distance (L1) :

2.1 T

=

1.50 m

= and if Ly > L1

TOP VIEW OF SURGE GIRDER

4.50 m

My = (Csl/Ly)(Ly-L1/2)(Ly/2-L1/4)

Maximum local bending moment due to surge (My)

=

Crane Girder

(bf)top

(tf)top

y

0.79T-m

550

6

STRENGTH CHECKING

Mx

=

###

Bending moment due to surge

My

=

0.788T-m

Axial compression

Pc

=

2.069T-m

Section chosen for Crane girder

Builtup S/C

Moment of inertia (Ixx)

=

732267 cm^4

Moment of inertia (Iyy)

=

26703 cm^4

Section Modulus (Zxx)

=

13314 cm^3

tw To be taken by top flange plate only

(tf)bottom

y (bf)bottom

525

Bending moment due to vertical load

1100

dw

Design forces:

550

if Ly <= L1, My = Csl. Ly/4

=

1.50 m

Spacing of lateral support

CALCULATION OF AXIAL BENDING (local) Surge load per wheel

1.50 m

=

Depth of Girder

Crane surge load (transverse) per wheel, Csl

H301 Compressor Shelter Calculation Sheets

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

Section Modulus (Zyy)

=

1335 cm^3

Total area of member (A)

=

368.0 cm^2

Depth of Section (D)

=

1100 mm

Width of Section (B)

=

400.0 mm

Thickness of Web (tw)

=

16.0 mm

=

25.0 mm

=

25.0 mm

Radius of gyration (r yy)

=

8.52 cm

Radius of gyration (r xx)

=

44.61 cm

Clear depth of web d1 = D - 2 x tf

=

1050.0 mm

Top flange area (Af)

=

100.0 cm^2

Top flange section modulus (Zyyf)

=

666.7 cm^3

ac calculated = P/Af

=

2.03 MPa

bcx calculated = Mx / Zxx

=

82.17 MPa

bcy calculated = My / Zyyf

=

11.59 MPa

Calculation of Permissible Stresses [ (fcb)n + (fy)n ] 1/n Slenderness Ratio in Major Direction lx = Lx/rxx [ (fcb)n + (fy)n ] 1/n Slenderness Ratio in Minor Direction ly = Ly/ryy

=

15.02

=

17.61

Maximum Slenderness Ratio Lmax

=

17.61

2

Elastic Critical Stress in major Direction fccx = p E / lx

=

8749.87 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Elastic Critical Stress in major Direction fccy = p2 E / ly2

=

6365.78 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Minimum Elastic Critical Stresses( fcc)

=

6365.78 MPa

Steel yield stress (fy) :

=

250 MPa

=

148.86 MPa

(IS:800-1984:5.1.1) & n=1.4

=

0.014

(IS:800-1984:5.1.1)

=

8546.09 MPa

(IS:800-1984:6.2.4)

=

8580.24 MPa

(IS:800-1984:6.2.4)

Distance Between NA & Top Extreme Fiber (C1)

=

1.00

Distance Between NA & Bottom Extreme Fiber (C2)

=

1.00

y

=

1

(IS800-1984Table 6.3) y taken as Taken as 1.0

K1

=

1.0

(IS800:1984Table 6.4) for y = 1, k1 = 1

w

=

1

w taken as 0.5

K2

=

0.0

for w = 0.5 , K2 = 0.0

fcbx = K1 x ( X + K2 Y) x (C1/C2)

=

8580.24 MPa

(IS:800-1984:6.2.4)

tf/tw

=

1.56

d1/tw

=

65.63

=

0.02

=

8580.24 MPa

Thickness of Top Flange (tf

top)

Thickness of Bottom Flange (tf

bottom)

Calculation of Actual Stresses

2

Permissible Axial Stress ac = 0.6

fcc . fy [ (fccy)n + (fy)n ]

OK In Slenderness

1/n

Ratio of Axial Compression =

Bending Stress 26.5 x 105 Y=

( L / ry )

X=Y

1 ` 1+ 20

LT ry D

2

T = tf/D Elastic Critical Stress (fcbx)

IF tf/tw is not>2 and d1/tw is not> 1344/ √¯( fy )

(IS:800-1984:6.2.4.1)

THEN fcb shall be increased by 20%

1344/sqrt( fy)

=

85.00

Final fcbx Maximum Permissible Bending Compressive Stress bcx = 0.66 fcb . fy [ (fccy)n + (fy)n ]

=

10296.29 MPa

fy is taken as 250 N.mm2

=

164.36 MPa

(IS:800-1984:6.2.3 & n=1.4)

H301 Compressor Shelter Calculation Sheets

[ (fccy)n + (fy)n ]

=

165.00 MPa

Check For Combined Stresse(IS:800-1984:6.2.5) Cmx

=

0.85

(IS:800-1984:7.1.3)

Cmy

=

0.85

(IS:800-1984:7.1.3)

=

0.01 < 0.15 Use Equation 2 for Stress Ratio

bcy

0.66 fy

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

(IS:800-1984:6.2.5)

Combined Axial Compression & Bending Stress Ratio for Axial Compression =

sbcx cal

sac Cal + sac

sac Cal sac

+

+

sbcx

Cmx . sbcx cal

1-

sac cal 0.6 fccx

sbcy cal

>

1

----- Equation -1

sbcy

Cmy . sbcy cal

+

----- Equation -2

sbcx 1 - sac cal sbcy 0.6 fccy

Combined Stress Ratio

=

0.584 OK

CL Girder Dw1 = Lg - L1 =2.20 m UDL =

L1 =

CL Crane Dw1 =

58.2 T

58.2 T

4.50 m

0.725 T/M

Check For Shear Stress: Shear force =(Dw1 (Lg - L1)/Lg) + Dw1 + (UDL x Lg/2)

=

79.69 T

Over all Depth near support, D2 =

=

800 mm

Clear depth of web near support d2 = D2 - 2 x Tf =

=

750.0 mm

Thickness of Web tw

=

16 mm

=

128.0 cm^2

=

Shear Force/Area

=

61.08 MPa

=

Area = Thickness of Web x Overall Depth

va,cal

Calculated shear stress

Allowable Shear Stress :-

Lg =

WHEEL LOAD POSITION FOR MAX SHEAR

(IS:800-1984:6.2.3 & n=1.4)

For Unstiffened Web = 0.4 Fy

=

100 MPa

if Ss < d2,tva =

fy C tw

0.4 fy 1.3 -

1 4000 1+ 2

=

117.6 MPa

=

117.6 MPa

C 2 d2

For Stiffened Web fy

if Ss > d2,tva =

Where,

0.4 fy 1.3 -

Vertical stiffeners spacing Ss750 mm

This is the case o StiffenedWeb

With Ss > d2

6.70 m

d2 tw

1 d2 4000 1+ 2 C

2

H301 Compressor Shelter Calculation Sheets

Hence Permissible Shear Stress

tv =117.6 MPa

Actual Shear / Permissible Shear =

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

(IS 800: 6.4.2 (b))

0.52

OK in Shear

DEFLECTION CHECK Longitudinal deflection (longitudinal) =

=

Allowable longitudinal deflection (Lxallowed)

2x

Dw1 x Lg3

3a

4a3

48 EIXX

Lg

L g3

5 x udl x L4

+

=

2.33 mm

=

L /1000 for capacity over 50 tons

384 EI

Dw1 =

6.7 mm

=

2x

=

0.03 mm

=

L /1000 for capacity over 50 tons

Member is sustain againest longitudinal deflection Lateral deflection (lateral) =

Allowable lateral deflection (Lyallowed)

OK

Csl x Lg3 48 EIYY

Dw1 =

58.2 T

a = 1100 mm

L /750 for capacity less than 50 tons =

CL

4500 mm

58.2 T

a=

1100 mm

In Vertical Deflection 3a Ly

UDL =

0.725 T/M

4a3 Ly3 1100m 6700 mm

L /750 for capacity less than 50 tons =

1.5 mm

OK

Horizontal shear per unit length = V x A xY/Ixx

=

571.4 N/m

Thickness of weld (w)

=

6 mm

Weld strength per unit length = 2x108X0.707X0.8Xtw

=

733.0 N/m

In Lateral Deflection

WHEEL LOAD POSITION FOR MAX DEFLECTION

WELD DESIGN

Weld size is OK

END BEARING STIFFENER DESIGN =

79.69 T

Allowable bearing stress (0.75 X fy)

=

187.50 MPa

Thickness of Web of Beam (tw)

=

16 mm

Thickness of end bearing stiffner(St)

=

25 mm

Outstand width of end bearing stiffener Swo

=

186 mm

=

300 mm

=

388 mm

= Sw X St

=

9700 mm^2

Effective length of web in load bearing (Weff) = 20 X tw

=

320 mm

Effective cross section of stiffener (Sef= Sa + tw X Weff

=

14820 mm^2

Bearing stress coming over the stiffeners (bcal) =R/Seff

=

54 MPa

Effective length of stiffeners (Leff)

=

525.0 mm

Moment of inertia of stiffeners (SI xx)

=

143913446 mm^4

Radius of gyration of stiffeners (Sryy)

=

99 mm

=

51.96

Elastic Critical Stress in major Direction fccy = p E / ly

=

731.08 MPa

Minimum Elastic Critical Stresses( Sfcc)

=

731.08 MPa

Sfcc . fy Permissible Axial Stress Ssac = 0.6 [ (Sfccy)n + (fy)n ]

=

129.94 MPa

=

0.41

Minimum of (256 St /√fy) and 12.St

Width of end bearing stiffener (Sw) Area of end bearing stiffener (Sa)

=0.7 X d2

[ (fcb)n +Ratio (fy)n =] 1/n Slenderness Max of Leff/Sryy& d2/tX√ 3 2

Ratio of Axial Compression =

1/n

2

Total load on supports (W)

=

(D3 T/250 ) X (R/W)

=

Stiffener Size is OK

(IS:800-1984:6.7.4.4)

Cx = 72.1 mm Bearing Stiffener

L of support OK In Bearing

320 mm

Beam Web

Cx = 72.1 mm

OK In Slenderness

C

(IS:800-1984:5.1.1 E= 2x105 Mpa)

(IS:800-1984:5.1.1) & n = 1.4 OK In Axial Compression

116.3 T 91181096 mm^4

388 mm

Maximum end reaction (R )

(IS:800-1984:6.7.5.3.g) OK Against Torsion

D=

Overall Depth of Girder

H301 Compressor Shelter Calculation Sheets

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

T=

Maximum Thickn of compres. Flange

R=

Reaction of the Beam at support

W=

Total load on the girder b/w support

INTERMEDIATE STIFFENERS : Stiffner Required Clear depth of web d1 =

=

1050.0 mm

Clear depth of web d2 =

=

750.0 mm

Unstiffened Web Min( 256 tf/√fy, 20tf)

=

405 mm

=

500 mm

Flange criteria : 20 tf

Stiffened Web,

This is the case o StiffenedWeb

Web criteria :

=

Flange projection beyond web =

Min( 800 T1/√fy, 50T1) =800 mm

Minimum thickness of web for >25T crane girde Allowable unstiffen web criteria :

<

1050.0 mm

8

<

16 mm

OK

500

>

Not OK

200 mm

OK

(IS 800: 3.5.2.1 (a))

(IS 800: 3.5.2.2 (a))

d1 / 85 =

12

<

16 mm

OK

(IS 800: 6.7.3.1 (a))

d1√va cal/816 =

10

<

16 mm

OK

(IS 800: 6.7.3.1 (a))

d1√fy/1344 =

12

<

16 mm

OK

(IS 800: 6.7.3.1 (a))

5.83 OK

(IS 800: 6.7.3.1 (b))

Allowable stiffen web criteria : Thickness tr = : Max( 1/180XWidth, d1√fy/3200 , d1/200 )

=

Stiffener Spacing : Provide intermediate stiffeners @ spacing C

=

750 mm

If Ss > d1, Ss < 270tw Since Ss < d1, so Ss < 2880 mm

OK

(IS 800: 6.7.4.1)

If Ss < d1, Ss < 180 tw Maximum spacing allowable (C max) Minimum spacing allowable (C min)

= 1.5 X d1

=

1575 mm

OK

(IS 800: 6.7.4.2)

= 0.33 X d2

=

248 mm

OK

(IS 800: 6.7.4.2)

Moment of inertia of stiffener about web > 1.5 d3 .tr3/Ctr = 2 312630 mm^4

(IS 800: 6.7.4.2)

Where Ctr = Maximum Permitted Clear Distance b/w vertical stiffener for web thickness t r taken as 180 (IS t800: 6.7.4.2,IS 800: 6.7.4.1) r Thickness of Stiffener

=

16 mm

Width of Stiffener

=

186 mm

Thickness of Web (tw)

=

16 mm

=

77875968 mm^4

Moment of inertia of stiffener about web

Stiffener Size is OK (IS 800: 6.7.4.2) Stiffener is Provided Both side of Web

SURGE BEAM DATA External loads: Axial force from structure (Fa)

3T

Bending moment in X direction (Mx)

0 T-m

Bending moment in Y direction (My)

0 T-m

From STAAD

CALCULATION OF MAJOR AXIS BENDING MOMENT Impact of vertical load on boom (fi)

=

25%

Span of boom (Lb)

=

3.35 m

Weight of Surge Beam including walkway

=

500 Kg/m (0 if already considered in STAAD)

Width of walkway

=

1.50 m

2.1 T

2.1 T 4.5 m 0.725 T/M

H301 Compressor Shelter Calculation Sheets

Live load from walkway

=

Live load on Surge Beam

=

(0 if already considered in 225 Kg/m STAAD)

Total UDL from dead load & live load

=

725 Kg/m

Bending moment from dead load & live load

=

1.0T-m

Total bending moment due to vertical load (Mx1)

=

1.0T-m

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

###

MAX BENDING MOMENT FROM SURGE LOAD ON SURGE BOOM

CALCULATION OF AXIAL FORCE IN SURGE BEAM 2.1 T

=

6.2T-m

Depth of girder

=

1.50 m

Axial tension (Pc)

=

4.2 T

Surge load per wheel

=

2.1 T

Spacing of lateral support (bracing)

=

1.50 m

Surge Boom

1.50 m

=

Maximum bending moment from surge load

Depth of Girder

Surge load per wheel

1.50 m

Spacing of lateral support

TOP VIEW OF SURGE GIRDER

STRENGTH CHECKING

Design forces: Bending moment due to vertical load

Mx+ Mx1

=

1.0T-m

Bending moment due to surge

My

=

0.0T-m

Axial compression

Fa + Pc

=

6.9 T

Section chosen for Crane girder

UC 203X203X46

Moment of inertia (Ixx)

=

4568.0 cm^4

Moment of inertia (Iyy)

=

1548.0 cm^4

Section Modulus (Zxx)

=

449.6 cm^3

Section Modulus (Zyy)

=

152.1 cm^3

Total area of member (A)

=

58.7 cm^2

Depth of Section (D)

=

203 mm

Width of Section (B)

=

203.6 mm

Thickness of Web (tw)

=

7.2 mm

=

11.0 mm

=

11.0 mm

Radius of gyration (r yy)

=

5.13 cm

Radius of gyration (r xx)

=

8.82 cm

Clear depth of web d1 = D - 2 x tf

=

181.2 mm

Top flange area (Af)

=

22.4 cm^2

Top flange section modulus (Zyyf)

=

76.0 cm^3

ac calculated = P/A

=

12 MPa

bcx calculated = Mx / Zxx

=

23 MPa

bcy calculated = My / Zyy

=

0 MPa

Calculation of Permissible Stresses [ (fcb)n + (fy)n ] 1/n Slenderness Ratio in Major Direction lx = Lx/rxx [ (fcb)n + (fy)n ] 1/n Slenderness Ratio in Minor Direction ly = Ly/ryy

=

37.98

=

29.24

Maximum Slenderness Ratio Lmax

=

37.98

Elastic Critical Stress in major Direction fccx = p2 E / lx2

=

1368 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Elastic Critical Stress in major Direction fccy = p E / ly

=

2309 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Minimum Elastic Critical Stresses( fcc)

=

1368 MPa

Thickness of Top Flange (tf

Crane Girder

top)

Thickness of Bottom Flange (tf

bottom)

Calculation of Actual Stresses

2

2

SAFE IN SLENDER

H301 Compressor Shelter Calculation Sheets

Permissible Axial Stress ac = 0.6

fcc . fy

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

=

141 MPa

(IS:800-1984:5.1.1) & n=1.4

=

0.083

(IS:800-1984:5.1.1)

=

3100 MPa

(IS:800-1984:6.2.4)

=

3288 MPa

(IS:800-1984:6.2.4)

Distance Between NA & Top Extreme Fiber (C1)

=

1.00

Distance Between NA & Bottom Extreme Fiber (C2)

=

1.00

y

=

1

(IS800-1984Tabley taken as Taken as 1.0

K1

=

1.0

(IS800:1984Tablefor y = 1, k1 = 1

w

=

1

w taken as 0.5

K2

=

0.0

for w = 0.5 , K2 = 0.0

fcbx = K1 x ( X + K2 Y) x (C1/C2)

=

3287.96 MPa

(IS:800-1984:6.2.4)

tf/tw

=

1.53

d1/tw

=

25.17

=

0.05

=

3287.96 MPa

[ (fccy)n + (fy)n ] 1/n

Ratio of Axial Compression =

Bending Stress 26.5 x 105 Y=

( L / ry )

X=Y

1 ` 1+ 20

LT ry D

2

T = tf/D Elastic Critical Stress (fcbx)

IF tf/tw is not>2 and d1/tw is not> 1344/ √¯( fy )

(IS:800-1984:6.2.4.1)

THEN fcb shall be increased by 20%

1344/sqrt( fy)

=

85.00

fy is taken as 250 N.mm2

Final fcbx

=

3946 MPa

=

163 MPa

(IS:800-1984:6.2.3 & n=1.4)

=

165 MPa

(IS:800-1984:6.2.5)

Cmx

=

0.85

(IS:800-1984:7.1.

Cmy

=

0.85

(IS:800-1984:7.1.

Maximum Permissible Bending Compressive Stress bcx = 0.66

fcb . fy [ (fccy)n + (fy)n ]

bcy Check For Combined Stresse(IS:800-1984:6.2.5)

Combined Axial Compression & Bending Cmy . sbcy cal Cmx . sbcx cal sac cal sac + sac cal s + 1 - sac cal 1sbcy bcx 0.6 fccx

=

0.203

0.6 fccy

11.683/140.809 + 19.228/160.254 + 0/163.609

=

0.203

0.203

<

1

Membar is SAFE

2.1 T

Check For Shear Stress:

2.1 T 4.5 m

UDL OF 0.725 Tons

Shear force

=

1.4 T

Area of girder

=

58.7 cm^2

=

Shear Force/Area

=

2 MPa

=

100 MPa

Calculated shear stress

Allowable shear stress Member is sustain for shear

va,cal va

3.4 m

WHEEL LOAD POSITION FOR MAX SHEAR

H301 Compressor Shelter Calculation Sheets

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

WHEEL LOAD POSITION FOR MAX SHEAR DEFLECTION CHECK Longitudinal deflection (longitudinal) =

=

5/384XwXLg4/EXIxx

Allowable longitudinal deflection (Lxallowed)

=

L /325

=

=

1.30 mm

10 mm

2.1 T

2.1 T

Member is sustain againest longitudinal deflection

4.5 m

SAFE IN DEFLECTION

UDL

0.725 T/M

-0.6m 3.4 m

WHEEL LOAD POSITION FOR MAX DEFLECTION [ (fcb) + (fy) ] n

n

1/n

SURGE TRUSS DESIGN =

ISA 75X75X6

Length of the member

=

1.50 m

Effective Length of the member in X -dir (Lx)

=

1.50 m

Effective Length of the member in X -dir (Ly)

=

1.50 m

Axial Load (P)

=

2.1 T

Moment of inertia (Ixx)

=

45.7 cm^4

Moment of inertia (Iyy)

=

73.1 cm^4

Section Modulus (Zxx)

=

8.4 cm^3

Section Modulus (Zyy)

=

0.0 cm^3

Total area of member (A)

=

8.66000 cm^2

Depth of Section (D)

=

75 mm

Width of Section (B)

=

75 mm

=

6.0 mm

=

7.0 mm

Thickness of Web (tw) Thickness of Top Flange (tf

top)

Thickness of Bottom Flange (tf

bottom)

Inclined member

1.50 m

Spacing of lateral support

Longitudinal member

=

7.0 mm

Radius of gyration (r yy)

=

2.30 cm

Radius of gyration (r xx)

=

18400.00 cm

ac calculated = P/A

=

24 MPa

Calculation of Permissible Stresses [ (fcb)n + (fy)n ] 1/n Slenderness Ratio in Major Direction lx = Lx/rxx [ (fcb)n + (fy)n ] 1/n Slenderness Ratio in Minor Direction ly = Ly/ryy

=

0.01

=

65.22

Maximum Slenderness Ratio Lmax

=

65.22

Elastic Critical Stress in major Direction fccx = p2 E / lx2

=

29701806809.19 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Elastic Critical Stress in major Direction fccy = p2 E / ly2

=

464 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Minimum Elastic Critical Stresses( fcc)

=

464 MPa

=

116.73 MPa

Inclined member

=

ISA 75X75X6

Length of the member

=

2.12 m

Effective Length of the Column in X -dir (Lx)

=

2.12 m

Calculation of Actual Stresses

Permissible Axial Stress ac = 0.6

fcc . fy [ (fccy)n + (fy)n ]

SAFE IN SLENDER

1/n

OK

Surge truss

1.50 m

Longitudinal member

Depth of Girder

Surge Boom

(IS:800-1984:5.1.1)

Crane Girder

H301 Compressor Shelter Calculation Sheets

Project :

OPaL DFCU & AU

Doc No :

6987-LEPC1-SE-11-GC-CS 3701

Effective Length of the Column in X -dir (Ly)

=

Axial Load (P)

=

2.1 T

Moment of inertia (Ixx)

=

45.7 cm^4

Moment of inertia (Iyy)

=

73.1 cm^4

Section Modulus (Zxx)

=

8.4 cm^3

Section Modulus (Zyy)

=

0.0 cm^3

Total area of member (A)

=

8.7 cm^2

Depth of Section (D)

=

75 mm

Width of Section (B)

=

75 mm

Thickness of Web (tw)

=

6.0 mm

=

7.0 mm

=

7.0 mm

Radius of gyration (r yy)

=

2.30 cm

Radius of gyration (r xx)

=

18400.00 cm

ac calculated = P/A

=

24.50 MPa

Calculation of Permissible Stresses [ (fcb)n + (fy)n ] 1/n Slenderness Ratio in Major Direction lx = Lx/rxx [ (fcb)n + (fy)n ] 1/n Slenderness Ratio in Minor Direction ly = Ly/ryy

=

0.01

=

92.23

Maximum Slenderness Ratio Lmax

=

92.23

Elastic Critical Stress in major Direction fccx = p2 E / lx2

=

14850903404.60 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Elastic Critical Stress in major Direction fccy = p E / ly

=

232.05 MPa

(IS:800-1984:5.1.1 E= 2x105 Mpa)

Minimum Elastic Critical Stresses( fcc)

=

232.05 MPa

=

88.00 MPa

Thickness of Top Flange (tf

top)

Thickness of Bottom Flange (tf

bottom)

2.12 m (Conservatively)

Calculation of Actual Stresses

2

Permissible Axial Stress ac = 0.6

fcc . fy [ (fccy)n + (fy)n ] 1/n

2

SAFE IN SLENDER

OK

(IS:800-1984:5.1.1)

For built up

Bftop

Total Depth Plate Girder: Depth in Centre (mm) Size of Top Flange Plate: Width of Flange (bf)top (mm) =

1100 tftop

400

Flange Thickness (tf)top (mm) =

25

Size of Bottom Flange Plate: Width of Flange (bf)bot. (mm) =

400

Flange Thickness (tf)bot. (mm) =

25

Size of Web Plate: Web Thickness tw (mm) =

16

Depth of Web

1050

dw (mm) =

D tbot

Btbot

Area of Top Flange

Af2

10000 mm2

Area of Bot Flange

Af2

10000 mm2

Area of Web

Aw

16800 mm2

Gross Area

A

36800 mm2

ixxlf1

tw

520833 mm4

ixxlf2

520833 mm4

ixxlw

1543500000 mm4

Let the most bottom is datum for X-X yf1

1087.5 mm

yyf1

537.5 mm

yf2

12.5 mm

yyf2

537.5 mm

yw

550 mm

yyw

0 mm

V. dist. Of Common CG

550 mm

IXf1

2889583333.3333

extreme fibre from X-X

550 mm

IXf2

2889583333.3333

extreme fibre from Y-Y

200 mm

Ixw

1543500000

Zxx

13313939 mm3

7322666666.67 mm4

Zyy

1335125 mm3

iyylf1

133333333 mm4

rxx

446 mm

iyylf2

133333333 mm4

ryy

85 mm

Ixx

iyylw IYY

358400 mm4 267025067 mm4

DESIGNATION

MASS

AREA

d

tw

b

tf

1

kg/m 2

cm2 3

mm 4

mm 5

mm 6

mm 7

ISMC 100 ISMC 125 ISMC 150 ISMC 175 ISMC 200 ISMC 300

9.56 13.10 16.80 19.60 22.30 36.30

12.20 16.70 21.30 24.90 28.50 46.30

100 125 150 175 200 300

50 65 75 75 75 90

5.0 5.3 5.7 6.0 6.2 7.8

7.7 8.2 9.0 10.2 11.4 13.6

ISMC 400

50.10

63.80

400

100

8.8

15.3

ISMB 200 ISMB 250 ISMB 300 ISMB400 ISMB450 ISMB500 ISMB600 UB 356X171X51 NPB 400X180X66.3 NPB 450X190X77.6 NPB 500X200X90.7 NPB 600X220X122.4 UB 203X133X30 UB 254X146X43 UB 305X165X54 UB 356X171X67 UB 406X178X74 UB 457X191X98 UB 533X210X122 WPB 600X300X177.8 WPB 700X300X240.5 WPB 800X300X262 WPB 900X300X291

24.20 37.30 46.00 61.5 72.4 86.9 123 51.00 66.30 77.57 90.68 122.45 30.00 43.00 54.00 67.10 74.20 98.30 122.00 177.80 240.51 262.00 291.00

30.80 47.50 58.60 78.4 92.2 111 156 64.91 84.50 98.80 115.50 156.00 38.21 54.77 68.77 85.49 94.51 125.30 155.40 226.50 306.40 334.20 371.30

200 250 300 400 450 500 600 355 400 450 500 600 206.8 259.6 310.4 363.4 412.8 467.2 544.5 590 700 800 900

100 125 140 140 150 180 210 171.5 180.0 190.0 200.0 220 133.9 147.3 166.9 173.2 179.5 192.8 211.9 300 300 300 300

5.7 6.9 7.7 16 17.4 17.2 12 7.4 8.6 9.4 10.2 12.0 6.4 7.2 7.9 9.1 9.5 11.4 12.7 13.0 17.0 17.5 18.5

10.0 12.5 13.1 8.9 9.4 10.2 20.3 11.5 13.5 14.6 16.0 19.0 9.6 12.7 13.7 15.7 16.0 19.6 21.3 25.0 32.0 33.0 35.0

UC 152X152X23 UC 203X203X46 UC 254X254X73 UC 305X305X97 UC 305X305X283 Builtup S/C WPB700+FP25 #N/A

23.00 46.10 73.10 97.00 282.90

29.25 58.73 93.10 123.40 360.40 368 506.40

152.4 203.2 254.1 307.9 365.3 1100 700.00

152.2 203.6 254.6 305.3 322.2 400 300.00

5.8 7.2 8.6 9.9 26.8

6.8 11.0 14.2 15.4 44.1

16 17.00

25 32.00

2880 ok #N/A

Builtup S/C

d

AREA cm2

tw

b mm

mm

tf mm

mm

Input Data Considered in Design: Total Depth D (mm) =

1100

Size of Top Flange Plate: Width of Flange (bf)top (mm) =

400

Flange Thickness (

400

Flange Thickness (

Size of Bottom Flange Plate: Width of Flange (bf)bot. (mm) = Size of Web Plate: Web Thickness tw (mm) =

Effective Geometrical Properties For Axial Compression

Modified Web Depth dw'(mm)

[Ref Cl. 3.5.2.2(a) of IS:800-1984]

560

16

Area

A (mm2)

36800

Izz (mm4)

7322666667

Iyy (mm4)

267025067

rzz (mm)

446

ryy (mm)

85

Area A (mm2)

36800

[Izz (mm4)]top

Iyy (mm4)

7322666667

###

[Zzz

[Zzz

(mm )]top

(mm3)]bottom

13313939

13313939

3

Zyy (mm3)

rzz (mm)

1335125

446

Input Data for additional flange plate in Design: Total Depth D (mm) =

1000

Size of Top Flange Plate: Width of Flange (bf)top (mm) =

400

Flange Thickness (

400

Flange Thickness (

Size of Bottom Flange Plate: Width of Flange (bf)bot. (mm) = Size of Web Plate: Web Thickness tw (mm) =

Effective Geometrical Properties [Ref Cl. 3.5.2.2(a) of IS:800-1984]

Modified Web Depth dw'(mm)

0

Area

A (mm2)

Izz (mm4)

20000

4754166667

502922535.416667

For Axial Compression

0

Iyy (mm4)

266666667

rzz (mm)

488

ryy (mm)

115

Area A (mm2)

20000

DESIGNATION

[Izz (mm4)]top

Iyy (mm4)

4754166667

###

MASS

AREA

[Zzz

[Zzz

(mm )]top

(mm3)]bottom

9508333

9508333

3

d

Zyy (mm3)

rzz (mm)

1333333

488

tw

b

tf

1

kg/m 2

cm2 3

mm 4

mm 5

mm 6

mm 7

UB 356X171X51 NPB 400X180X66.3 NPB 450X190X77.6 NPB 500X200X90.7 NPB 600X220X122.4 UB 203X133X30 UB 254X146X43 UB 305X165X54 UB 356X171X67 UB 406X178X74 UB 457X191X98 UB 533X210X122 WPB 600X300X177.8 WPB 700X300X240.5 WPB 800X300X262 WPB 900X300X291 UC 152X152X23 UC 203X203X46 UC 254X254X73 UC 305X305X97 UC 305X305X283

51.00 66.30 77.57 90.68 122.45 30.00 43.00 54.00 67.10 74.20 98.30 122.00 177.80 240.51 262.00 291.00 23.00 46.10 73.10 97.00 282.90

264.91 284.50 298.80 315.50 356.00 238.21 254.77 268.77 285.49 294.51 325.30 355.40 426.50 506.40 534.20 571.30 229.25 258.73 293.10 323.40 560.40

355 400 450 500 600 206.8 259.6 310.4 363.4 412.8 467.2 544.5 590 700 800 900 152.4 203.2 254.1 307.9 365.3

171.5 180.0 190.0 200.0 220 133.9 147.3 166.9 173.2 179.5 192.8 211.9 300 300 300 300 152.2 203.6 254.6 305.3 322.2

7.4 8.6 9.4 10.2 12.0 6.4 7.2 7.9 9.1 9.5 11.4 12.7 13.0 17.0 17.5 18.5 5.8 7.2 8.6 9.9 26.8

11.5 13.5 14.6 16.0 19.0 9.6 12.7 13.7 15.7 16.0 19.6 21.3 25.0 32.0 33.0 35.0 6.8 11.0 14.2 15.4 44.1

D

R1

R2

Ixx

rx

Iyy

ry

Zx

Zy

mm 8

mm 9

cm 10

cm 11

cm 12

cm 13

cm 14

cm3 15

9.0 9.5 10.0 10.5 11.0 13.0

2.4 2.4 2.4 3.2 3.2 3.2

192 425 788 1240 1830 6420

26.7 61.1 103 122 141 313

3.97 5.05 6.08 7.04 8.02 11.8

1.48 1.91 2.20 2.21 2.22 2.60

33.50 68.10 105.00 141.00 181.00 428.00

7.71 13.40 19.50 23.00 26.40 47.10

15.0

4.8

15200

508

15.4

2.82

760.00

67.00

11.0 13.0 14.0 14 15 17 20 10.2 21.0 21.0 21.0 24.0 7.6 7.6 8.9 10.2 10.2 10.2 12.7 27.0 27.0 30.0 30.0

5.5 6.5 7.0 7 7.5 8.5 10

2120 5130 8990 20500 30400 45200 91800 14140 23128 33743 48199 92083 2896 6544 11700 19460 27310 45730 76040 141208 256888 359100 494100

137 335 486 622 834 1370 2650 968.3 1317.8 1675.9 2141.7 3387.3 384.7 677.4 1063 1362 1545 2347 3388 11271.3 14440.8 14900 15820

8.29 10.40 12.40 16.2 18.2 20.2 24.2 14.76 16.55 18.48 20.43 24.30 8.71 10.93 13.04 15.09 17.00 19.11 22.12 24.97 28.96 32.78 36.48

2.11 2.65 2.86 2.82 3.01 3.52 4.12 3.86 3.95 4.12 4.31 4.66 3.17 3.52 3.93 3.99 4.04 4.33 4.67 7.05 6.87 6.68 6.53

212.00 410.00 599.00 1020 1350 1810 3060 796.4 1156.4 1499.7 1927.9 3069.4 280 504.1 753.6 1071 1323 1957 2793 4786.7 7339.7 8977 10980

27.40 53.50 69.50 88.9 111 152 252 112.90 146.40 176.40 214.20 307.90 57.50 92.00 127.00 157.30 172.00 243.50 319.70 751.40 962.70 993.60 1054.00

4

4

3

7.6 10.2 12.7 15.2 15.2 446 27.00

R1

85 0.00

R2 mm

1250 4568 11420 22250 78870 732267 388346.50

Ixx mm

Fy[Mpa]=

399.9 1548 3908 7308 24630 26703 60580.38

rx

Iyy cm

4

6.54 3.70 164 52.55 8.82 5.13 449.6 152.10 11.07 6.48 897.9 307.00 13.42 7.69 1445 478.70 14.79 8.27 4318 1529.00 45 8.5182838 13313.939 1335.1253 27.69 10.94 10355.91 3029.02

cm

ry cm

4

250

Zx cm

Design Fy [Mpa] =

Flange Thickness (tf)top (mm) =

25

(O.K.)

Flange Thickness (tf)bot. (mm) =

25

(O.K.)

Depth of Web

dw (mm) =

1050

(O.K.)

Zy cm

3

250

cm3

ryy (mm)

85

Fy[Mpa]=

250

Design Fy [Mpa] =

Flange Thickness (tf)top (mm) =

25

(O.K.)

Flange Thickness (tf)bot. (mm) =

25

(O.K.)

Depth of Web

dw (mm) =

950

Not O.K.

250

ryy (mm)

115

R1

R2 mm 8 10.2 21.0 21.0 21.0 24.0 7.6 7.6 8.9 10.2 10.2 10.2 12.7 27.0 27.0 30.0 30.0 7.6 10.2 12.7 15.2 15.2

Ixx mm 9

rx

Iyy

ry

Zx

Zy

cm 10

cm 11

cm 12

cm 13

cm 14

cm3 15

50292.3 68336.5 90201.5 117157.5 189791.5 16381.1 26845.5 39875.5 57225.9 75279.5 106347.5 157174.8 235816.5 388346.5 529308.5 708058.5 9169.9 17639.1 30946.5 50007.9 117005.8

30354.7 31557.4 32965.5 34531.3 38126.9 26430.3 27832.6 30002.7 30916.1 31733.4 33939.5 37151.7 57410.9 60580.4 61039.6 61959.6 27983.2 34345.8 43185.4 54315.9 74500.3

13.78 15.50 17.37 19.27 23.09 8.29 10.27 12.18 14.16 15.99 18.08 21.03 23.51 27.69 31.48 35.20 6.32 8.26 10.28 12.44 14.45

10.70 10.53 10.50 10.46 10.35 10.53 10.45 10.57 10.41 10.38 10.21 10.22 11.60 10.94 10.69 10.41 11.05 11.52 12.14 12.96 11.53

2483.6 3037.2 3608.1 4260.3 5839.7 1275.8 1734.2 2212.8 2768.5 3253.2 4112.4 5287.6 7369.3 10355.9 12454.3 14906.5 906.1 1393.3 2035.3 2794.5 5634.8

1517.73 1577.87 1648.27 1726.56 1906.34 1321.52 1391.63 1500.14 1545.81 1586.67 1696.98 1857.59 2870.54 3029.02 3051.98 3097.98 1399.16 1717.29 2159.27 2715.79 3725.01

4

4

3

d1 Sqrt Tva cal / 816

d1 sqrt fy/ 1344

d1 / 85

Susstai d1

va 16

17

max 18

tw

19

20

21

22

0.4056481 0.6092383 0.8363015 1.0590302 1.2986296 2.548203

0.9952704 1.2776166 1.5529042 1.8187802 2.0846563 3.2093354

0.9952941 1.2776471 1.5529412 1.8188235 2.0847059 3.2094118

23

15.308706 20.95536 26.727495 31.244818 35.762141 58.097793

84.6 108.6 132 154.6 177.2 272.8

0.9952941 1.2776471 1.5529412 1.8188235 2.0847059 3.2094118

5.0 5.3 5.7 6.0 6.2 7.8

80.057002

369.4 4.0504791 4.3457789 4.3458824 4.3458824

8.8

38.648208 59.603568 73.53198 98.377257 115.69366 139.28413 195.75066 81.449844 106.03161 123.97542 144.93078 195.75066 47.946365 68.726051 86.293418 107.27387 118.59228 157.22794 194.99778 284.21491 384.47438 419.35815 465.91168

180 225 273.8 382.2 431.2 479.6 559.4 332 373 420.8 468 562 187.6 234.2 283 332 380.8 428 501.9 540 636 734 830

1.3713459 2.1287688 2.8772753 4.6456649 5.6838601 6.936491 9.5914425 3.6719187 4.7069149 5.7418702 6.90456 9.6360219 1.5919174 2.379345 3.2217001 4.2140036 5.0820038 6.5768581 8.5889855 11.156476 15.28272 18.420374 21.955318

2.1175966 2.6469958 3.2210998 4.4963635 5.0728204 5.6422186 6.5810198 3.9057894 4.3881308 4.9504704 5.5057513 6.6116073 2.2070063 2.7552285 3.3293325 3.9057894 4.4798934 5.0351743 5.9045653 6.3527899 7.4821748 8.6350886 9.7644734

2.1176471 2.6470588 3.2211765 4.4964706 5.0729412 5.6423529 6.5811765 3.9058824 4.3882353 4.9505882 5.5058824 6.6117647 2.2070588 2.7552941 3.3294118 3.9058824 4.48 5.0352941 5.9047059 6.3529412 7.4823529 8.6352941 9.7647059

2.1176471 2.6470588 3.2211765 4.6456649 5.6838601 6.936491 9.5914425 3.9058824 4.7069149 5.7418702 6.90456 9.6360219 2.2070588 2.7552941 3.3294118 4.2140036 5.0820038 6.5768581 8.5889855 11.156476 15.28272 18.420374 21.955318

5.7 6.9 7.7 16.0 17.4 17.2 12.0 7.4 8.6 9.4 10.2 12.0 6.4 7.2 7.9 9.1 9.5 11.4 12.7 13.0 17.0 17.5 18.5

36.70325 73.695106 116.82299 154.84379 452.23423 461.7708

138.8 181.2 225.7 277.1 277.1 1050

1.0305085 1.9062829 2.9895482 4.2256475 7.2215111 27.651097

1.6329023 2.131714 2.6552309 3.2599224 3.2599224 12.352647

1.6329412 2.1317647 2.6552941 3.26 3.26 12.352941

1.6329412 2.1317647 2.9895482 4.2256475 7.2215111 27.651097

5.8 7.2 8.6 9.9 26.8 16.0

Susstain Y/n 25

24

panel 26

0.0 0.0 0.0 0.0 0.0 0.0

no no no no no no

900 960 1030 1080 1120 1410

0.423 0.543 0.66 0.773 0.886 1.364

ok ok ok ok ok ok

fail fail fail fail fail fail

0.0

yes

1590

1.847 ok

fail

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

no no no yes yes yes yes no yes yes yes yes no no no yes yes yes yes yes yes no no

1030 1250 1390 2880 3140 3100 2160 1340 1550 1700 1840 2160 1160 1300 1430 1640 1710 2060 2290 2340 3060 3150 3330

0.9 1.125 1.369 1.911 2.156 2.398 2.797 1.66 1.865 2.104 2.34 2.81 0.938 1.171 1.415 1.66 1.904 2.14 2.5095 2.7 3.18 3.67 4.15

ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok

fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail

0.0 0.0 0.0 0.0 0.0 0.0

no no yes yes yes no

1050 1300 1550 1790 4830 2880

0.694 0.906 1.1285 1.3855 1.3855 5.25

ok ok ok ok ok ok

fail fail fail fail fail fail

For built up

Bftop

Total Depth Plate Girder: Depth in Centre (mm) Size of Top Flange Plate: Width of Flange (bf)top (mm) =

1100 tftop

400

Flange Thickness (tf)top (mm) =

32

Size of Bottom Flange Plate: Width of Flange (bf)bot. (mm) =

400

Flange Thickness (tf)bot. (mm) =

32

Size of Web Plate: Web Thickness tw (mm) =

25

Depth of Web

1036

dw (mm) =

D tbot

Btbot

Area of Top Flange

Af2

12800 mm2

Area of Bot Flange

Af2

12800 mm2

Area of Web

Aw

25900 mm2

Gross Area

A

51500 mm2

ixxlf1

tw

1092267 mm4

ixxlf2

1092267 mm4

ixxlw

2316530533 mm4

Let the most bottom is datum for X-X yf1

1084 mm

yyf1

534 mm

yf2

16 mm

yyf2

534 mm

yw

550 mm

yyw

0 mm

V. dist. Of Common CG

550 mm

IXf1

3651089066.6667

extreme fibre from X-X

550 mm

IXf2

3651089066.6667

extreme fibre from Y-Y

200 mm

Ixw

2316530533.3333

Zxx

17488561 mm3

9618708666.67 mm4

Zyy

1713411 mm3

iyylf1

170666667 mm4

rxx

432 mm

iyylf2

170666667 mm4

ryy

82 mm

Ixx

iyylw IYY

1348958 mm4 342682292 mm4

DESIGNATION

MASS

AREA

d

tw

b

tf

1

kg/m 2

cm2 3

mm 4

mm 5

mm 6

mm 7

ISMC 100 ISMC 125 ISMC 150 ISMC 175 ISMC 200 ISMC 300

9.56 13.10 16.80 19.60 22.30 36.30

12.20 16.70 21.30 24.90 28.50 46.30

100 125 150 175 200 300

50 65 75 75 75 90

5.0 5.3 5.7 6.0 6.2 7.8

7.7 8.2 9.0 10.2 11.4 13.6

ISMC 400

50.10

63.80

400

100

8.8

15.3

ISMB 200 ISMB 250 ISMB 300 ISMB400 ISMB450 ISMB500 ISMB600 UB 356X171X51 NPB 400X180X66.3 NPB 450X190X77.6 NPB 500X200X90.7 NPB 600X220X122.4 UB 203X133X30 UB 254X146X43 UB 305X165X54 UB 356X171X67 UB 406X178X74 UB 457X191X98 UB 533X210X122 WPB 600X300X177.8 WPB 700X300X240.5 WPB 800X300X262 WPB 900X300X291

24.20 37.30 46.00 61.5 72.4 86.9 123 51.00 66.30 77.57 90.68 122.45 30.00 43.00 54.00 67.10 74.20 98.30 122.00 177.80 240.51 262.00 291.00

30.80 47.50 58.60 78.4 92.2 111 156 64.91 84.50 98.80 115.50 156.00 38.21 54.77 68.77 85.49 94.51 125.30 155.40 226.50 306.40 334.20 371.30

200 250 300 400 450 500 600 355 400 450 500 600 206.8 259.6 310.4 363.4 412.8 467.2 544.5 590 700 800 900

100 125 140 140 150 180 210 171.5 180.0 190.0 200.0 220 133.9 147.3 166.9 173.2 179.5 192.8 211.9 300 300 300 300

5.7 6.9 7.7 16 17.4 17.2 12 7.4 8.6 9.4 10.2 12.0 6.4 7.2 7.9 9.1 9.5 11.4 12.7 13.0 17.0 17.5 18.5

10.0 12.5 13.1 8.9 9.4 10.2 20.3 11.5 13.5 14.6 16.0 19.0 9.6 12.7 13.7 15.7 16.0 19.6 21.3 25.0 32.0 33.0 35.0

UC 152X152X23 UC 203X203X46 UC 254X254X73 UC 305X305X97 UC 305X305X283 Builtup S/C #N/A

23.00 46.10 73.10 97.00 282.90

29.25 58.73 93.10 123.40 360.40 515

152.4 203.2 254.1 307.9 365.3 1100

152.2 203.6 254.6 305.3 322.2 400

5.8 7.2 8.6 9.9 26.8

6.8 11.0 14.2 15.4 44.1 25

32

4500 ok #N/A

Builtup S/C

d

AREA cm2

tw

b mm

mm

tf mm

mm

Input Data Considered in Design: Total Depth D (mm) =

1100

Size of Top Flange Plate: Width of Flange (bf)top (mm) =

400

Flange Thickness (

Width of Flange (bf)bot. (mm) =

400

Flange Thickness (

Web Thickness tw (mm) =

25

Size of Bottom Flange Plate: Size of Web Plate:

Effective Geometrical Properties For Axial Compression

Modified Web Depth dw'(mm)

[Ref Cl. 3.5.2.2(a) of IS:800-1984]

875

Area

A (mm2)

51500

Izz (mm4)

9618708667

Iyy (mm4)

342682292

rzz (mm)

432

ryy (mm)

82

Area A (mm2)

51500

[Izz (mm4)]top

Iyy (mm4)

9618708667

###

[Zzz

[Zzz

(mm )]top

(mm3)]bottom

17488561

17488561

3

Zyy (mm3)

rzz (mm)

1713411

432

D

R1

R2

Ixx

rx

Iyy

ry

Zx

Zy

mm 8

mm 9

cm 10

cm 11

cm 12

cm 13

cm 14

cm3 15

9.0 9.5 10.0 10.5 11.0 13.0

2.4 2.4 2.4 3.2 3.2 3.2

192 425 788 1240 1830 6420

26.7 61.1 103 122 141 313

3.97 5.05 6.08 7.04 8.02 11.8

1.48 1.91 2.20 2.21 2.22 2.60

33.50 68.10 105.00 141.00 181.00 428.00

7.71 13.40 19.50 23.00 26.40 47.10

15.0

4.8

15200

508

15.4

2.82

760.00

67.00

11.0 13.0 14.0 14 15 17 20 10.2 21.0 21.0 21.0 24.0 7.6 7.6 8.9 10.2 10.2 10.2 12.7 27.0 27.0 30.0 30.0

5.5 6.5 7.0 7 7.5 8.5 10

2120 5130 8990 20500 30400 45200 91800 14140 23128 33743 48199 92083 2896 6544 11700 19460 27310 45730 76040 141208 256888 359100 494100

137 335 486 622 834 1370 2650 968.3 1317.8 1675.9 2141.7 3387.3 384.7 677.4 1063 1362 1545 2347 3388 11271.3 14440.8 14900 15820

8.29 10.40 12.40 16.2 18.2 20.2 24.2 14.76 16.55 18.48 20.43 24.30 8.71 10.93 13.04 15.09 17.00 19.11 22.12 24.97 28.96 32.78 36.48

2.11 2.65 2.86 2.82 3.01 3.52 4.12 3.86 3.95 4.12 4.31 4.66 3.17 3.52 3.93 3.99 4.04 4.33 4.67 7.05 6.87 6.68 6.53

212.00 410.00 599.00 1020 1350 1810 3060 796.4 1156.4 1499.7 1927.9 3069.4 280 504.1 753.6 1071 1323 1957 2793 4786.7 7339.7 8977 10980

27.40 53.50 69.50 88.9 111 152 252 112.90 146.40 176.40 214.20 307.90 57.50 92.00 127.00 157.30 172.00 243.50 319.70 751.40 962.70 993.60 1054.00

4

4

3

7.6 10.2 12.7 15.2 15.2 432

R1

82

R2 mm

1250 4568 11420 22250 78870 961871

Ixx mm

cm

6.54 8.82 11.07 13.42 14.79 43

rx

Iyy 4

Fy[Mpa]=

399.9 1548 3908 7308 24630 34268

cm

ry cm

4

250

3.70 164 5.13 449.6 6.48 897.9 7.69 1445 8.27 4318 8.1572208 17488.561

Zx cm

Design Fy [Mpa] =

Flange Thickness (tf)top (mm) =

32

(O.K.)

Flange Thickness (tf)bot. (mm) =

32

(O.K.)

Depth of Web

dw (mm) =

1036

(O.K.)

52.55 152.10 307.00 478.70 1529.00 1713.4115

Zy cm

3

250

cm3

ryy (mm)

82

d1 Sqrt Tva cal / 816

d1 sqrt fy/ 1344

d1 / 85

Susstai d1

va 16

17

max 18

tw

19

20

21

22

0.4056481 0.6092383 0.8363015 1.0590302 1.2986296 2.548203

0.9952704 1.2776166 1.5529042 1.8187802 2.0846563 3.2093354

0.9952941 1.2776471 1.5529412 1.8188235 2.0847059 3.2094118

23

15.308706 20.95536 26.727495 31.244818 35.762141 58.097793

84.6 108.6 132 154.6 177.2 272.8

0.9952941 1.2776471 1.5529412 1.8188235 2.0847059 3.2094118

5.0 5.3 5.7 6.0 6.2 7.8

80.057002

369.4 4.0504791 4.3457789 4.3458824 4.3458824

8.8

38.648208 59.603568 73.53198 98.377257 115.69366 139.28413 195.75066 81.449844 106.03161 123.97542 144.93078 195.75066 47.946365 68.726051 86.293418 107.27387 118.59228 157.22794 194.99778 284.21491 384.47438 419.35815 465.91168

180 225 273.8 382.2 431.2 479.6 559.4 332 373 420.8 468 562 187.6 234.2 283 332 380.8 428 501.9 540 636 734 830

1.3713459 2.1287688 2.8772753 4.6456649 5.6838601 6.936491 9.5914425 3.6719187 4.7069149 5.7418702 6.90456 9.6360219 1.5919174 2.379345 3.2217001 4.2140036 5.0820038 6.5768581 8.5889855 11.156476 15.28272 18.420374 21.955318

2.1175966 2.6469958 3.2210998 4.4963635 5.0728204 5.6422186 6.5810198 3.9057894 4.3881308 4.9504704 5.5057513 6.6116073 2.2070063 2.7552285 3.3293325 3.9057894 4.4798934 5.0351743 5.9045653 6.3527899 7.4821748 8.6350886 9.7644734

2.1176471 2.6470588 3.2211765 4.4964706 5.0729412 5.6423529 6.5811765 3.9058824 4.3882353 4.9505882 5.5058824 6.6117647 2.2070588 2.7552941 3.3294118 3.9058824 4.48 5.0352941 5.9047059 6.3529412 7.4823529 8.6352941 9.7647059

2.1176471 2.6470588 3.2211765 4.6456649 5.6838601 6.936491 9.5914425 3.9058824 4.7069149 5.7418702 6.90456 9.6360219 2.2070588 2.7552941 3.3294118 4.2140036 5.0820038 6.5768581 8.5889855 11.156476 15.28272 18.420374 21.955318

5.7 6.9 7.7 16.0 17.4 17.2 12.0 7.4 8.6 9.4 10.2 12.0 6.4 7.2 7.9 9.1 9.5 11.4 12.7 13.0 17.0 17.5 18.5

36.70325 73.695106 116.82299 154.84379 452.23423 646.22815

138.8 181.2 225.7 277.1 277.1 1036

1.0305085 1.9062829 2.9895482 4.2256475 7.2215111 32.274724

1.6329023 2.131714 2.6552309 3.2599224 3.2599224 12.187945

1.6329412 2.1317647 2.6552941 3.26 3.26 12.188235

1.6329412 2.1317647 2.9895482 4.2256475 7.2215111 32.274724

5.8 7.2 8.6 9.9 26.8 25.0

Susstain Y/n 25

24

panel 26

0.0 0.0 0.0 0.0 0.0 0.0

no no no no no no

900 960 1030 1080 1120 1410

0.423 0.543 0.66 0.773 0.886 1.364

ok ok ok ok ok ok

fail fail fail fail fail fail

0.0

yes

1590

1.847 ok

fail

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

no no no yes yes yes yes no yes yes yes yes no no no yes yes yes yes yes yes no no

1030 1250 1390 2880 3140 3100 2160 1340 1550 1700 1840 2160 1160 1300 1430 1640 1710 2060 2290 2340 3060 3150 3330

0.9 1.125 1.369 1.911 2.156 2.398 2.797 1.66 1.865 2.104 2.34 2.81 0.938 1.171 1.415 1.66 1.904 2.14 2.5095 2.7 3.18 3.67 4.15

ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok

fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail fail

0.0 0.0 0.0 0.0 0.0 0.0

no no yes yes yes no

1050 1300 1550 1790 4830 4500

0.694 0.906 1.1285 1.3855 1.3855 5.18

ok ok ok ok ok ok

fail fail fail fail fail fail

p

tw

Gentry Girder

Gw

Q+q

p

Stiffener 't' Thk.

P

y

S/2 S b

CRANE GIRDER

W

W w w/4

Wcrbeam

R1

L/2 L Wheel Load Location for Bending

Wi

Wi w

V L Wheel Load Location for Maximum Shear

w w/2

L/2 L Wheel Load Location for Vertical Deflection

W

W

Surge Beam

Column

Lz

Ly/2

Gentry Girder

w Ly

Wheel Load Location for Lateral Bending Surge Beam

Column

Lz

Ly/2

Gentry Girder

w Ly

Wheel Load Location for Lateral Bending Column

Column Surge Beam

Lz

F Gentry Girder

Lat/2

Lat/2

w Ly L

Wheel Load for Maximum Force in Bracing Bending Surge Beam

P1 Ly/4

P1 Ly/2

Ly/4