design calculation

PROJECT:

LOCATION:

SUBJECT : GRANITE PANEL INSTALLATION

DATE : SEP. 28, 2015

GIVEN DATA :

A

1 UNIT WEIGHT = 2600 Kg/M³

2 PANEL SCREEN DIMENSION

a) HEIGHT = 790 mm

WIDTH = 305 mm

THICKNESS = 30 mm

3 VOLUME = L x W x Thk

790x305X30

VOLUME = Vol= 7228500 mm³

or Vol = 0.0072285 M³

4 WEIGHT = WT.= UNIT WEIGHT x VOLUME

WT. = 2600 x 0.0072285

18.79 Kg x 9.81

184.37012 N

say WT. = 185 N

FOR GRANITE PANEL(790X305X30)

TYPICAL PANEL TYPICAL PANEL

PAGE 1

130x40x5 90x40x5

B FOR STEEL

1 YIELD STRESS Fy = 275 MPa or N/mm² Ga = 40

40000 psi


3 STRESS ALLOWABLES

SHEAR STRESS ( Fv ) 0.4Fy

BENDING ( Fb) 0.66Fy since Fy < 65000 psi

DEFLECTION ( def ) L for none structural member

240

4 E (MODULUS OF ELASTICITY) = 200000 MPa or N/mm²

C CALCULATION

DESIGN FOR STEEL ANGLE (130x40x5)

Dead Weight of Granite 185 N

Weight of angle 40 N

Total laod 225 N

The above laod is sharing by two angles

112.5 NTherefore load on angle=

PAGE 2

AT SECTION xx

x 5 x

130

D CAPACITY OF ANGLE

I = b h³ b = 130

12 h = 5

(130)(5³) c = 5/2 = 2.5

12

1354.167 mm4

CHECK FOR BENDING, SHEAR AND DEFLECTION

1 fb = M c but M = Wt. ( s )

I M = 113(130)

M = 14625 N-mm

fb = 14625 x 1.5

1354.1667

fb = 27 N/mm² OK, LESS THAN ALLOW. Fb

ALLOW. Fb = 0.66Fy = 0.66(275)= 181.5 N/mm²

2 SHEAR fv = P WHERE P = WT. = 113 N

A A = SECT. AREA = 130(5)

A = 650 mm²

BENDING

A = 650 mm²

fv = 113

650

fv = 0.174 N/mm² OK, LESS THAN ALLOW. Fv

ALLOW. Fv = 0.4Fy = 0.4(275)= 110 N/mm²

3 DEFLECTION

def = P l3

WHERE :

3 E I

(113x130x130x130)

3(200000) 1354.1667 L = 130 mm

P = WT. = 113 N

0.306 mm

ALLOW. DEF = L/240 = 130(240) = 0.5 mm0.5416667 mm

THE def < ALLOW. DEF, OK

PAGE 3

4 CHECK ON THE ANCHOR BOLTS

DL ( WT.) 113 N

Try use 8 mm (Ø) bolt

5 SHEAR DUE WT. ONLY

fv (bolts) = Rb

As but As = π(d²)

4

but Wt. = Rb As = 3.141592654( 8² )

4

As = 50.27 mm²

Rb = 113

1

Rb = 113 N

fv (bolts) = 805113fv (bolts) = 805113

50.27

fv (bolts) = 2.25 N/mm²

OK, LESS THAN ALLOW. (0.4 X 275=110 N/mm² )

E DESIGN FOR STEEL ANGLE (90x40x5)


2 PANEL SCREEN DIMENSION

a) HEIGHT = 790 mm

WIDTH = 600 mm

THICKNESS = 30 mm

3 VOLUME = L x W x Thk

600x790X30

VOLUME = Vol= 14220000 mm³

or Vol = 0.01422 M³

4 WEIGHT = WT.= UNIT WEIGHT x VOLUME

WT. = 2600 x 0.01422

36.97 Kg x 9.81

362.69532 N

say WT. = 363 N

PAGE 4

FOR GRANITE PANEL(790X305X30)

Dead Weight of Granite 363 N

Weight of angle 30 N

Total laod 393 N

The above laod is sharing by two angles

196.5 NTherefore load on angle=

AT SECTION xx

x 5 x

90

F CAPACITY OF ANGLE

I = b h³ b = 90

12 h = 5

(90)(5³) c = 5/2 = 2.5

12

937.5 mm4


1 fb = M c but M = Wt. ( s )

I M = 197(90)

M = 17685 N-mm

fb = 17685 x 1.5

937.5

fb = 47.16 N/mm² OK, LESS THAN ALLOW. Fb

ALLOW. Fb = 0.66Fy = 0.66(275)= 181.5 N/mm²

PAGE 5

BENDING


A A = SECT. AREA = 90(5)

A = 450 mm²

fv = 197

450


ALLOW. Fv = 0.4Fy = 0.4(275)= 110 N/mm²

3 DEFLECTION

def = P l3

WHERE :

3 E I

(197x90x90x90)

3(200000) 937.5 L = 90 mm

P = WT. = 197 N

0.255 mm

ALLOW. DEF = L/240 = 90(240) = 0.5 mm0.375 mm


4 CHECK ON THE ANCHOR BOLTS

DL ( WT.) 197 N

Try use 8 mm (Ø) bolt

5 SHEAR DUE WT. ONLY

fv (bolts) = Rb

As but As = π(d²)

4

but Wt. = Rb As = 3.141592654( 8² )

4

As = 50.27 mm²

Rb = 197

1

Rb = 197 N

fv (bolts) = 805113

50.27

fv (bolts) = 3.92 N/mm²

OK, LESS THAN ALLOW. (0.4 X 275=110 N/mm² )

PAGE 6

G CHECKING FOR CAPACITY OF HORIZONTAL CHANNEL SCETION(40X20X3)

197.00 N a 150 mm

113.00 N b 450 mm

40 N l 600 mm

Case 1 W 197.00 N

Moment Wab/l KNm

22162.5 Nmm

Case 1

Moment

W 113.00 N

Self weight of Channel

Loads Considered

W 113.00 N

12712.5 Nmm

34875 Nmm

0.034875 KNm

I = b h³ b = 600

12 h = 40

(600)(40³) c = 5/2 = 20

12

3200000 mm4


1 fb = M c but M = Wt. ( s )

I M = 3200000

M = 34875 N-mm

fb = 34875 x 20

3200000


ALLOW. Fb = 0.66Fy = 0.66(275)= 181.5 N/mm²

PAGE 7

Total Moment

BENDING

H Design of Angle (150x40x5)

Laods coming on Angle 197.00 N Weight of granite

113.00 N Weight of granite

100 N

Total Weight 410.00 N

PAGE 8

TYPICAL PLAN OF ANGLES

This load is taking by two Angles 205 N

Extra Loads from All

connections

AT SECTION xx

x 20 x

150

I CAPACITY OF ANGLE

I = b h³ b = 150

12 h = 20

(150)(20³) c = 5/2 = 10

12

100000 mm4


1 fb = M c but M = Wt. ( s )

I M = 205(150)

M = 30750 N-mm

fb = 30750 x 1.5

100000


ALLOW. Fb = 0.66Fy = 0.66(275)= 181.5 N/mm²


A A = SECT. AREA = 150(20)

A = 3000 mm²

BENDING

A = 3000 mm²

fv = 205

3000


ALLOW. Fv = 0.4Fy = 0.4(275)= 110 N/mm²

3 DEFLECTION

def = P l3

WHERE :

3 E I

(210x150x150x150)

3(200000) 100000 L = 150 mm

P = WT. = 210 N

0.012 mm

ALLOW. DEF = L/240 = 130(240) = 0.5 mm0.625 mm


PAGE 9

J CONCLUSION

Use 90x40x5mm angles with panel size not exceeding as mentioned abovea

bUse 40x40x5mm angles with panel size not exceeding as mentioned above

c Use 8 mm SS Bolts with embedded length of minimum 150 mm

design calculation

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