Purlin Cleat 220908

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PROJECT :

NAKILAT -SHIPYARD-DEPOT STORES

STEEL TO STEEL CONNECTION

PC2(Review)

INPUT DATA :

Span of the girt = 15.0 m

Avarage spacing of girt = 1.2 m

Sheeting load from roof and insulation = 0.15 kN/m2

Self weight of girt = ( 12.68 * 9.81/1000 ) = 0.12 kN/m

Live Load (L.L) = 0.00 kN/m2

Wind Load (W.L) = -0.8 kN/m2

(away from the building)

Wind Load (W.L) = 1.11 kN/m2

(towards the building)

Size of girt = Z342x29

MATERIAL PROPERTIESBolt

Grade of bolt (F10T/HSFG/8.8) = 8.8

Yield strength of bolt Yf = 628 M Pa

Ult. tensile strength of bolt Uf = 785 M Pa

Shear strength of bolt ps = 375 M Pa

Bearing strength of bolt pbb = 1000 M Pa Table 31 of BS5950:Part I:2000

Bearing strength of Plate pbs = 550 M Pa Table 32 of BS5950:Part I:2000

Tensile strength of bolt pt = 560 M Pa Table 34 of BS5950:Part I:2000

Diameter of bolt db = 16 mm

Diameter of bolt hole dbh = 18 mm

Nr of bolt columns nc = 2

Nr of bolt rows nr = 2

Total No of bolts nb = 4

Spacing of bolt rows (Gauge) g = 70 mm

Spacing of bolt columns (Pitch) p = 235 mm

Gross Area of Bolt Abg = 200.96 mm2

Net Area Abnet = 156.7 mm2

Weld

Strength of weld (Table 37 of BS 5950:2000) f w = 250 M Pa

Plate

Grade of plate py = 355 M Pa

Ultimate strength Us = 490 M Pa

Yield strength py = 355 M Pa

Bearing strength pbs = 1065 M Pa

Length of plate L = 328 mm

Width of plate W = 130 mm

Edge distance e' = 30 mm

End distance in plate at top e1 = 25 mm

End distance in plate at bottom e2 = 68 mm

Set back Sb = 6 mm

Thickness of the cleat tp = 16 mm

Length of stiffener welded to member Lsb = 0 mm

Length of stiffener Ls = 0 mm (average length)Thickness of stiffener tgp = 0 mm

Nr of shear planes Ns = 1

Angle q = 0 degree

SUBJECT :

Date 18.09.08

Designed by Steefna

Checked by Soundar

EVERSENDAI ENGINEERING L.L.C. Sheet of

Column flange

Sheeting load

Self

weight

WL

SENDAI

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PROJECT :



PC2(Review)

SUBJECT :

Date 18.09.08

Designed by Steefna

Checked by Soundar

EVERSENDAI ENGINEERING L.L.C. Sheet of SENDAI

1.0 Analysis As per BS 6399 Part-3 Clause 4.3.

1.1 Calculation of force on girt

Dead Load on girt/m = ( 0.15 ) * ( 1.2) + ( 0.12) = 0.30 kN/m

Live Load on girt/m = ( 0.00 ) * ( 1.20) = 0.00 kN/m projected width =

Wind Load on girt/m = ( -0.80 ) * ( 1.20) = -0.96 kN/m (away from building)

Wind load on girt/m (up) = ( 1.11 ) * ( 1.20) = 1.33 kN/m (towards the building)

Dead Load = ( 0.30 ) * ( 15.0) = 4.57 kN

Live Load = ( 0.00 ) * ( 15.0) = 0.00 kN

Wind Load (away) = ( -0.96 ) * ( 15.0) = -14.40 kN

Wind Load (towards) = ( 1.33 ) * ( 15.0) = 19.98 kN

Load Comb.1 : 1.4 * D.L+1.6 * L.L

Resolved the load along the girt = (1.4 * 0.00 + 1.6 * 0.00) = 0.0 kN

Resolved the load perpendicular to girt = (1.4 * 4.57 + 1.6 * 0.00) = 6.39 kN

Load Comb.2 : 1.2 * D.L+1.2 * L.L+1.2 * W.L (away)

Resolved the load along the girt = (1.2 * 0.00+1.2 * 0.00+1.2 * -14.40) = -17.28 kN

Resolved the load perpendicular to girt = (1.2 * 4.57+1.2 * 0.00+1.2* 0.00) = 5.48 kN

Load Comb.3 : 1.2 * D.L+1.2 * L.L+1.2 * W.L(towards)

Resolved the load along the girt = (1.2 * 0.00+1.2 * 0.00+1.2 * 19.98) = 23.98 kN


Load Comb.4 : 1.0 * DL + 1.4 * WL (away)

Resolved the load along the girt = (1.0 x 0.00 + 1.4 x -14.40) = -20.16 kN

Resolved the load perpendicular to girt = (1.0 x 4.57 + 1.4 x 0.00) = 4.57 kN

Load Comb.5 : 1.0 * DL + 1.4 * WL (towards)

Resolved the load along the girt = (1.0 x 0.00 + 1.4 x 19.98) = 27.97 kN


1.2 Support reactions of the girt

Max. Shear Force S = 6 kN

Max. Compressive Force C = 28 kN

Max. Tension Force (uplift) T = 20 kN

Resolved along

girt Resolved perpendicular to girt

0.00

-14.40

19.98 0.00

0.00

0.00

1.2

4.57

q

1.20

0.00

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PROJECT :



PC2(Review)

SUBJECT :

Date 18.09.08

Designed by Steefna

Checked by Soundar


2.0 Check for bolt strength

2.1 Check for Shear Capacity of Bolts (Ref : 6.3.2.1 BS 5950-1-2000)

Shear capacity of one bolt Ps = nb*Ns*ps*Abnet

= (4 * 1 .0*375*157) / 1000

= 235 kN > 28 kN

Safe

2.2 Check for Bearing Capacity of Bolts (Ref : 6.3.3.2 BS 5950-1-2000)

Bearing Capacity of one bolt/plate Pbb = nb*db*t*Min(pbb,pbs)

= (4.0 * 16.0 * 16.0 * 550) / 1000

= 563 kN > 28 kN

Safe

2.3 Check for Tension Capacity of Bolts (Ref : 6.3.2.1 BS 5950-1-2000)

Tension capacity of one bolt Pt = nb*pt*Abnet

= (4 * 156.7*560) / 1000

= 351.1 kN > 6 kN

Safe

2.4 Check for Interaction of bolt

T + S 1.4

Pt Ps

0.018 + 0.12 1.4

0.14 < 1.4

Safe

3.0 Check for plate strength

3.1 Properties of the girt Cleat

Gross area of the cleat and stiffener A = 2080 mm2

Net area of the cleat and stiffener Anet = 1504 mm2

y = 8.00 mm

x = 65 mm

Moment of Inertia about the X axis Ixx = 44373.33 mm4

Moment of Inertia about the Y axis Iyy = 2929333 mm4

Section modulus about X axis Zxx = 5547 mm3

Section modulus about Y axis Zyy = 45067 mm3

S

e

TC

X

Y

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PROJECT :



PC2

(Review)

SUBJECT :

Date 18.09.08

Designed by Steefna

Checked by Soundar


3.2 Check for Tension capacity of plate (Ref 4.6.1 of BS 5950:Part I-2000)

Tensile capacity of the plate Pt = py* AeffAeff = Ke * Anet A

Effective net area co-efficient Ke = 1.1

Anet = 1504 mm2

Aeff = 1654.4 mm2

< 2080 mm2

Tensile capacity of the plate Pt = 587.3 kN > 20 kN

Safe

3.3 Check for Compression capacity of plate (Ref 4.7 of BS 5950:Part I-2000)

Compression capacity of plate Pc = pc * A

To find pc :

= Leffry

Buckling length L = 328 mm

Leff = 656 mm (assumed as cantilever)

ry = I

A

= 5.43 mm

= 121 T

From Table 24 of BS 5950:Part I:2000 pc = 352 N/mm2

Compression capacity of plate Pc = 732 kN > 28 kN

Safe

3.4 Check for Block shear capacity (Ref 6.2.4 of BS 5950:Part I-2000)

Block shear capacity of plate Pr = 0.6 * py* tp * [Lv+Ke(Lt-kDbh)]

Length of shear face Lv = 25 mm

Length of tension face Lt = 70 mm (conservatively)

Effective net area co-efficient K e = 1.1

Coefficient k = 2.5

Block shear capacity Pr = 179 kN > 20 kN

Safe

3.5 Check for Shear capacity of Plate (Ref 4.2.3 of BS 5950:Part I-2000)

Plain shear capacity of fin plate Pv = Min. (0.6pyAv , 0.7pyKe Av.net)

Shear Area Av = 0.9 * B * tp= 1872 mm

2

Net Shear Area after deducting holes Av.net = Av- nr*Dh*tp= 1296.00 mm

2

Effective net area coefficient K e = 1.1

Plain shear capacity of plate Pv = Min. 399 kN , 354 kN

Plain shear capacity of plate Pv = 354 kN > 6.39 kN

Safe

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PROJECT :



PC2(Review)

SUBJECT :

Date 18.09.08

Designed by Steefna

Checked by Soundar


3.6 Check for moment capacity of Plate

Moment due to Shear M = S * e

e = p/2+e2 = 1.19 kN-m

Moment capacity of the plate Mc = py * Zxx

Moment capacity of the plate Mc = 2.0 kN-m > 1.19 kN-m

Safe

3.7 Check for Interaction

C/T M2

+ S 2

Pc/Pt/Pr Mc Pv 1

0.11 + 0.602

+ 0.022

1

0.72 < 1

3.8 Check for Cantilever portion of the cleat

Eccentricity e1 = 35 mm

Reaction from girt = 6 kN

Bending Moment = 0.22 kN-m

Section Modulus Z = p * tp2

6

13995 mm3

Moment capacity of plate = py* Z

Moment capacity of plate Mcc = 5.0 kN-m > 0.22 kN-m

Safe

3.9 Check for Sheeting load transfer through the cleat of Girt (Ref Cl 9.3.2.2 of BS5950:Part 5:1998)

The rail cleats and other details should be adequately strong and rigid to transfer the self weight of the cladding from the rail face to the main member.

Even if this self weight is supported elsewhere, the cleats and other details should be designed for a minimum of 2kN at the rail face.

Self weight of the cladding = 0.15 kN/m2

Load due to cladding alone = 0.15 * 1.2 * 15

= 3 kN

Eccentricity from the face of the rail e2 = 358 mm

Moment due to sheeting load Ms = 0.97 kN-m

Moment capacity of cleat M = 1.97 kN-m > 0.97 kN-m

Safe

+

g

e1

Column flange

Sheeting load

Selfweight

WL

e2

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PROJECT :



PC1

(Review)

INPUT DATA :

Span of the Purlin = 15.0 m

Avarage spacing of Purlin = 1.2 m


Sef weight of Purlin = ( 12.68 * 9.81/1000 ) = 0.12 kN/m


Wind Load (W.L) = 0 kN/m2

(down)


(up)

Size of Purlin = Z342x29

MATERAIL PROPERTIESBolt






Bearing strength of Plate pbs = 550 M Pa Table 32 of BS5950:Part I:2000Tensile strength of bolt pt = 560 M Pa Table 34 of BS5950:Part I:2000






Spacing of bolt rows (Guage) g = 70 mm




Weld

Strength of weld f w = 250 M Pa Table 37 of BS5950:Part I:2000

PlateGrade of plate py = 355 M Pa









Set back Sb = 6 mm



Length of stiffener Ls = 0 mm (average length)

Thickness of stiffener tgp = 0 mm


Angle q = 7 degree


SUBJECT :

Date 18.09.08

Designed by Steefna

Checked by Soundar

Stiffener

Purlin cleat

Actual loading

SENDAI

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PROJECT :



PC1(Review)


SUBJECT :

Date 18.09.08

Designed by Steefna

Checked by Soundar

SENDAI


1.1 Calculation of force on purlin

Dead Load on Purlin/m = ( 0.15 ) * ( 1.2) + ( 0.12) = 0.30 kN/m

Live Load on Purlin/m = ( 0.75 ) * ( 1.19) = 0.90 kN/m projected width =

Wind Load on Purlin/m (down) = ( 0.00 ) * ( 1.20) = 0.00 kN/m

Wind load on purlin/m (up) = ( -1.11 ) * ( 1.20) = -1.33 kN/m

Dead Load = ( 0.30 ) * ( 15.0) = 4.57 kN

Live Load = ( 0.90 ) * ( 15.0) = 13.50 kN

Wind Load (down) = ( 0.00 ) * ( 15.0) = 0.00 kN

Wind Load (up) = ( -1.33 ) * ( 15.0) = -19.98 kN

Load Comb.1 : 1.4 * D.L+1.6 * L.L

Resolved the load along the roof = (1.4 * 0.56 + 1.6 * 1.65) = 3.4 kN

Resolved the load perpendicular to roof = (1.4 * 4.53 + 1.6 * 13.40) = 27.78 kN

Load Comb.2 : 1.2 * D.L+1.2 * L.L+1.2 * W.L (Down)

Resolved the load along the roof = (1.2 * 0.56+1.2 * 1.65+1.2 * 0.00) = 2.64 kN

Resolved the load perpendicular to roof = (1.2 * 4.53+1.2 * 13.40+1.2* 0.00) = 21.52 kN

Load Comb.3 : 1.2 * D.L+1.2 * L.L+1.2 * W.L(Up)

Resolved the load along the roof = (1.2 * 0.56+1.2 * 1.65+1.2 * -2.43) = -0.28 kN

Resolved the load perpendicular to roof = (1.2 * 4.53+1.2 * 13.40+1.2* -19.83) = -2.28 kN

Load Comb.4 : 1.0 * DL + 1.4 * WL (Down)

Resolved the load along the roof = (1.0 x 0.56 + 1.4 x 0.00) = 0.56 kN

Resolved the load perpendicular to roof = (1.0 x 4.53 + 1.4 x 0.00) = 4.53 kN

Load Comb.5 : 1.0 * DL + 1.4 * WL (Up)

Resolved the load along the roof = (1.0 x 0.56 + 1.4 x -2.43) = -2.85 kN

Resolved the load perpendicular to roof = (1.0 x 4.53 + 1.4 x -19.83) = -23.23 kN

1.2 Support reactions of the Purlin

Max. Shear Force S = 3.4 kN

Max. Compressive Force C = 27.8 kN

Max. Tension Force (uplift) T = 23.2 kN

13.40

q

1.19

1.2

4.53

Resolved perpendicular to Roof

0.00

-2.43 -19.83

0.00

0.56

1.65

Resolved alongthe roof

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PROJECT :



PC1

(Review)


SUBJECT :

Date 18.09.08

Designed by Steefna

Checked by Soundar

SENDAI



Shear capacity of one bolt Ps = nb * Ns * ps * Abnet

= (4 * 1 .0 * 375 * 157) / 1000

= 235 kN > 23 kN

Safe


Bearing Capacity of one bolt/plate Pbb = nb * db * t * Min(pbb,pbs)

= (4.0 * 16.0 * 12.0 * 550) / 1000

= 422 kN > 23 kN

Safe



= (4 * 156.7*560) / 1000

= 351.1 kN > 3 kN

Safe


T + S 1.4

Pt Ps

0.010 + 0.0987 1.4

0.1085 < 1.4

Safe


3.1 Properties of the Purlin Cleat



y = 6.00 mm

x = 65 mm

Moment of Inertia about the X axis Ixx = 18720 mm4




S

e

X

Y

y

x

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PROJECT :



PC1

(Review)


SUBJECT :

Date 18.09.08

Designed by Steefna

Checked by Soundar

SENDAI




Anet = 1128 mm2

Aeff = 1241 mm2

< 1560 mm2

Tensile capacity of the plate Pt = 440 kN > 23 kN

Safe



To find pc :

= Leffry



ry = I

A

= 4.07 mm

= 178 T



Safe






Coefficient k = 2.5


Safe




2


2



Plain shear capacity of plate Pv = 266 kN > 3 kN

Safe

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PROJECT :



PC1

(Review)


SUBJECT :

Date 18.09.08

Designed by Steefna

Checked by Soundar

SENDAI



e = P/2+e2 = 0.75 kN-m



Safe


C/T M2

+ S2

Pc/Pt/Pr Mc Pv 1

0.17 + 0.682

+ 0.012

1

0.85 < 1

Safe



Reaction from purlin = 3 kN



6

8712 mm3



Safe

4.0 Check for weld strength

4.1 Properties of weld

Y

x'

x

11.66

X X

y 11.66y'

Y

Rect. d (mm)A

(mm2) x (mm) y (mm) Ixx (mm

4)

Iyy

(mm4)

1 0.0 0.0 70.7 20.484 0 0.0000

2 0 0 138.5 23.3 0 0.0

3 141.31 799 70.7 20.5 64419.97 1330042

4 12.05 141.31 799 70.7 2.828 64419.97 1330042

1599 128839.9 2660083.6

+

2

1

5

4 43 3

2

ge1

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PROJECT :



PC1

(Review)


SUBJECT :

Date 18.09.08

Designed by Steefna

Checked by Soundar

SENDAI

Thickness of the weld tw = 8.0 mm

Throat thickness of weld sw = 5.66 mm

Total area of weld Aw = 1599 mm2

y' = 11.66 mm

x' = 70.66 mm

Moment of Inertia about x axis Ixx = 128840 mm4

Section modulus about x axis Zxx = 11054 mm3

Moment of Inertia y axis Iyy = 2660084 mm4

Section modulus about y axis Zyy = 37648 mm3

4.2 Tension/Shear capacity of weld

Fws,t = pw* Aw= 400 kN > 23 kN

Safe

4.3 Moment capacity of Weld

Ms = S * e

= 0.75 kN-m

Mxw = pw* Zwx= 2.763 kN-m > 0.75 kN-m

Safe

4.4 Check for Interation of Weld

T M2

+ S2

1

Pw Mc Pv

0.058 + 0.27

2

+ 0.009

2

1

0.33 < 1

Safe

+

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PROJECT :



PC1

INPUT DATA :

Span of the Purlin = 15.0 m

Avarage spacing of Purlin = 1.2 m


Sef weight of Purlin = ( 12.68 * 9.81/1000 ) = 0.12 kN/m


Wind Load (W.L) = 0 kN/m2

(down)


(up)

Size of Purlin = Z342x29

MATERAIL PROPERTIES

o t






Bearing strength of Plate pbs = 550 M Pa Table 32 of BS5950:Part I:2000Tensile strength of bolt pt = 560 M Pa Table 34 of BS5950:Part I:2000






Spacing of bolt rows (Guage) g = 70 mm




Weld

Strength of weld f w = 250 M Pa Table 37 of BS5950:Part I:2000

Plate










Set back Sb = 6 mm


Length of stiffener welded to member Lsb = 203 mmLength of stiffener Ls = 114 mm (average length)



Angle q = 7 degree


SUBJECT :

Date 14.08.08

Designed by Steefna

Checked by Soundar

Stiffener

Purlin cleat

Actual loading

SENDAI

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PROJECT :



PC1


SUBJECT :

Date 14.08.08

Designed by Steefna

Checked by Soundar

SENDAI


1.1 Calculation of force on purlin

Dead Load on Purlin/m = ( 0.15 ) * ( 1.2) + ( 0.12) = 0.30 kN/m

Live Load on Purlin/m = ( 0.75 ) * ( 1.19) = 0.90 kN/m projected width =

Wind Load on Purlin/m (down) = ( 0.00 ) * ( 1.20) = 0.00 kN/m

Wind load on purlin/m (up) = ( -1.11 ) * ( 1.20) = -1.33 kN/m

Dead Load = ( 0.30 ) * ( 15.0) = 4.57 kN

Live Load = ( 0.90 ) * ( 15.0) = 13.50 kN

Wind Load (down) = ( 0.00 ) * ( 15.0) = 0.00 kN

Wind Load (up) = ( -1.33 ) * ( 15.0) = -19.98 kN

Load Comb.1 : 1.4 * D.L+1.6 * L.L

Resolved the load along the roof = (1.4 * 0.56 + 1.6 * 1.65) = 3.4 kN

Resolved the load perpendicular to roof = (1.4 * 4.53 + 1.6 * 13.40) = 27.78 kN

Load Comb.2 : 1.2 * D.L+1.2 * L.L+1.2 * W.L (Down)

Resolved the load along the roof = (1.2 * 0.56+1.2 * 1.65+1.2 * 0.00) = 2.64 kN

Resolved the load perpendicular to roof = (1.2 * 4.53+1.2 * 13.40+1.2* 0.00) = 21.52 kN

Load Comb.3 : 1.2 * D.L+1.2 * L.L+1.2 * W.L(Up)

Resolved the load along the roof = (1.2 * 0.56+1.2 * 1.65+1.2 * -2.43) = -0.28 kN

Resolved the load perpendicular to roof = (1.2 * 4.53+1.2 * 13.40+1.2* -19.83) = -2.28 kN

Load Comb.4 : 1.0 * DL + 1.4 * WL (Down)

Resolved the load along the roof = (1.0 x 0.56 + 1.4 x 0.00) = 0.56 kN

Resolved the load perpendicular to roof = (1.0 x 4.53 + 1.4 x 0.00) = 4.53 kN

Load Comb.5 : 1.0 * DL + 1.4 * WL (Up)

Resolved the load along the roof = (1.0 x 0.56 + 1.4 x -2.43) = -2.85 kN

Resolved the load perpendicular to roof = (1.0 x 4.53 + 1.4 x -19.83) = -23.23 kN

1.2 Support reactions of the Purlin

Max. Shear Force S = 5.0 kN

Max. Compressive Force C = 30.0 kN

Max. Tension Force (uplift) T = 25.0 kN

13.40

q

1.19

1.2

4.53

Resolved perpendicular to Roof

0.00

-2.43 -19.83

0.00

0.56

1.65

Resolved along

the roof

7/27/2019 Purlin Cleat 220908

15/24

PROJECT :



PC1


SUBJECT :

Date 14.08.08

Designed by Steefna

Checked by Soundar

SENDAI



Shear capacity of one bolt Ps = nb * Ns * ps * Abnet

= (4 * 1 .0 * 375 * 157) / 1000

= 235 kN > 25 kN

Safe


Bearing Capacity of one bolt/plate Pbb = nb * db * t * Min(pbb,pbs)

= (4.0 * 16.0 * 10.0 * 550) / 1000

= 352 kN > 25 kN

Safe



= (4 * 156.7*560) / 1000

= 351.1 kN > 5 kN

Safe


T + S 1.4

Pt Ps

0.014 + 0.1063 1.4

0.1205 < 1.4

Safe


3.1 Properties of the Purlin Cleat



y = 30.56 mm

x = 65 mm





S

e

TC

X

Y

y

x

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PROJECT :



PC1


SUBJECT :

Date 14.08.08

Designed by Steefna

Checked by Soundar

SENDAI




Anet = 1852 mm2

Aeff = 2037 mm2

< 2212 mm2

Tensile capacity of the plate Pt = 723 kN > 25 kN

Safe



To find pc :

= Leffry



ry = I

A

= 40.64 mm

= 18 T



Safe






Coefficient k = 2.5


Safe


Plain shear capacity of fin plate Pv = Min. (0.6pyAv, 0.7pyKe Av.net)


2

Net Shear Area after deducting holes Av.net = Av- nr*Dh*tp

= 810.00 mm2



Plain shear capacity of plate Pv = 221 kN > 5 kN

Safe

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PROJECT :



PC1


SUBJECT :

Date 14.08.08

Designed by Steefna

Checked by Soundar

SENDAI



= 0.91 kN-m



Safe


C/T M2

+ S2

Pc/Pt/Pr Mc Pv 1

0.22 + 0.082

+ 0.022

1

0.30 < 1



Reaction from purlin = 5 kN



6

6050 mm3



Safe

4.0 Check for weld strength

4.1 Properties of weld

Y

x'

x

147

X X

y 77y'

Y

Rect. d (mm)

A

(mm2) x (mm) y (mm) Ixx (mm

4)

Iyy

(mm4)

1 8.0 0.0 0.0 0 0 0.0000

2 203 2296 63.8 122.8 12607604 113180.5

3 66.7 754 33.3 18.5 2625156 1329800

4 10.0 0.0 0 0 0 05 141 799 70.7 2.828 4454716 1330042

3850 19687476 2773022.8

+

2

1

5

4 43 3

2

g

e1

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PROJECT :



PC1


SUBJECT :

Date 14.08.08

Designed by Steefna

Checked by Soundar

SENDAI

Thickness of the weld tw = 8.0 mm

Throat thickness of weld sw = 5.66 mm

Total area of weld Aw = 3850 mm2

y' = 77.47 mm

x' = 70.656 mm

Moment of Inertia about x axis Ixx = 19687476 mm4

Section modulus about x axis Zxx = 134069 mm3

Moment of Inertia y axis Iyy = 2773023 mm4

Section modulus about y axis Zyy = 39247 mm3

4.2 Tension/Shear capacity of weld

Fws,t = pw* Aw= 962 kN > 25 kN

Safe

4.3 Moment capacity of Weld

Ms = S * e

= 0.91 kN-m

Mxw = pw* Zwx= 8 kN-m > 0.91 kN-m

Safe

4.4 Check for Interation of Weld

T M2

+ S2

1

Pw Mc Pv

0.026 + 0.112

+ 0.0052

1

0.14 < 1

Safe

+

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PROJECT :



PC2

INPUT DATA :

Span of the girt = 15.0 m

Avarage spacing of girt = 1.2 m


Self weight of girt = ( 12.68 * 9.81/1000 ) = 0.12 kN/m


Wind Load (W.L) = -0.8 kN/m2 (away from the building)

Wind Load (W.L) = 1.11 kN/m2

(towards the building)

Size of girt = Z342x29

MATERIAL PROPERTIESo t






Bearing strength of Plate pbs = 550 M Pa Table 32 of BS5950:Part I:2000

Tensile strength of bolt pt = 560 M Pa Table 34 of BS5950:Part I:2000Diameter of bolt db = 16 mm





Spacing of bolt rows (Gauge) g = 70 mm




Weld

Strength of weld (Table 37 of BS 5950:2000) f w = 250 M Pa

Plate










Set back Sb = 6 mm



Length of stiffener Ls

= 114 mm (average length)



Angle q = 0 degree

SUBJECT :

Date 14.08.08

Designed by Steefna

Checked by Soundar


Column flange

Sheeting load

Selfweight

WL

SENDAI

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PROJECT :



PC2

SUBJECT :

Date 14.08.08

Designed by Steefna

Checked by Soundar


1.0 Analysis As per BS 6399 Part-3 Clause 4.3L.L

1.1 Calculation of force on girt

Dead Load on girt/m = ( 0.15 ) * ( 1.2) + ( 0.12) = 0.30 kN/m

Live Load on girt/m = ( 0.00 ) * ( 1.20) = 0.00 kN/m projected width =

Wind Load on girt/m = ( -0.80 ) * ( 1.20) = -0.96 kN/m (away from building)

Wind load on girt/m (up) = ( 1.11 ) * ( 1.20) = 1.33 kN/m (towards the building)

Dead Load = ( 0.30 ) * ( 15.0) = 4.57 kN

Live Load = ( 0.00 ) * ( 15.0) = 0.00 kN

Wind Load (down) = ( -0.96 ) * ( 15.0) = -14.40 kN

Wind Load (up) = ( 1.33 ) * ( 15.0) = 19.98 kN

Load Comb.1 : 1.4 * D.L+1.6 * L.L

Resolved the load along the girt = (1.4 * 0.00 + 1.6 * 0.00) = 0.0 kN

Resolved the load perpendicular to girt = (1.4 * 4.57 + 1.6 * 0.00) = 6.39 kN

Load Comb.2 : 1.2 * D.L+1.2 * L.L+1.2 * W.L (away)

Resolved the load along the girt = (1.2 * 0.00+1.2 * 0.00+1.2 * -14.40) = -17.28 kN


Load Comb.3 : 1.2 * D.L+1.2 * L.L+1.2 * W.L(towards)

Resolved the load along the girt = (1.2 * 0.00+1.2 * 0.00+1.2 * 19.98) = 23.98 kN


Load Comb.4 : 1.0 * DL + 1.4 * WL (away)

Resolved the load along the girt = (1.0 x 0.00 + 1.4 x -14.40) = -20.16 kN


Load Comb.5 : 1.0 * DL + 1.4 * WL (towards)

Resolved the load along the girt = (1.0 x 0.00 + 1.4 x 19.98) = 27.97 kN


1.2 Support reactions of the girt

Max. Shear Force S = 6 kN

Max. Compressive Force C = 28 kN

Max. Tension Force (uplift) T = 20 kN

Resolved alonggirt Resolved perpendicular to girt

0.00

-14.40

19.98 0.00

0.00

0.00

1.2

4.57

q

1.20

0.00

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PROJECT :



PC2

SUBJECT :

Date 14.08.08

Designed by Steefna

Checked by Soundar




Shear capacity of one bolt Ps = nb*Ns*ps*Abnet

= (4 * 1.0*375*157) / 1000

= 235 kN > 20 kN

Safe


Bearing Capacity of one bolt/plate Pbb = nb*db*t*Min(pbb,pbs)

= (4.0 * 16.0 * 10.0 * 550) / 1000

= 352 kN > 20 kN

Safe



= (4 * 156.7*560) / 1000

= 351.1 kN > 6 kN

Safe


T + S 1.4

Pt Ps

0.018 + 0.09 1.4

0.10 < 1.4

Safe


3.1 Properties of the girt Cleat



y = 30.56 mm

x = 65 mm



Section modulus about X axis Zxx = 32737mm

3


S

e

TC

X

Y

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PROJECT :



PC2

SUBJECT :

Date 14.08.08

Designed by Steefna

Checked by Soundar





Anet = 1852 mm2

Aeff = 2037.2 mm < 2212 mm

Tensile capacity of the plate Pt = 723.2 kN > 20 kN

Safe



To find pc :

= Leffry



ry = I

A

= 40.64 mm

= 16 TFrom Table 24 of BS 5950:Part I:2000 pc = 352 N/mm

2


Safe


Block shear capacity of plate Pr = 0.6 * py * tp * [Lv+Ke(Lt-kDbh)]




Coefficient k = 2.5


Safe




2


2



Plain shear capacity of plate Pv = 221 kN > 6.39 kN

Safe

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PROJECT :



PC2

SUBJECT :

Date 14.08.08

Designed by Steefna

Checked by Soundar




e = L/2 = 1.05 kN-m



Safe


C/T M2

+ S2

Pc/Pt/Pr Mc Pv 1

0.18 + 0.092

+ 0.032

1

0.27 < 1



Reaction from girt = 6 kN



6

5467 mm3



Safe

3.9 Check for Sheeting load transfer through the cleat of Girt (Ref Cl 9.3.2.2 of BS5950:Part 5:1998)

The rail cleats and other details should be adequately strong and rigid to transfer the self weight of the cladding from the rail face to the main member.

Even if this self weight is supported elsewhere, the cleats and other details should be designed for a minimum of 2kN at the rail face.

Self weight of the cladding = 0.15 kN/m2

Load due to cladding alone = 0.15 * 1.2 * 15

= 3 kN

Eccentricity from the face of the rail e2 = 358 mm

Moment due to sheeting load Ms = 0.97 kN-m

Moment capacity of cleat M = 12 kN-m > 0.97 kN-m

Safe

+

g

e1

Column flange

Sheeting load

Self

WL

e2

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Purlin Cleat 220908

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