JOB NO DATE PAGE 1 OF 2

JOB NAME DEGN BY CHK BY

TITLE DESIGN OF PURLIN REV NO 1 Rev DT.

LOCATION END BAY -Purlin 7.7 MTR BULDG B

Checks
Bending stress ratio 0.68 < 1, Hence Safe
Shear stress 448 > 137 Kg/cm^2, Hence Safe
Deflection 52 mm > 32 , Hence Safe
PURLIN DATA :- Governing moment , as the support moment governs
PURLIN SECTION : Z200X1.75 BUILDING DATA :-
SPAN OF THE PURLIN : 7.70 m INT PRESSURE CO-EFF : 0.18
ROOF SLOPE : 1:10 EXT. PRESSURE CO-EFF : 0.70
NO OF SAG ANGLES : 3 Nos. LOCAL CO-EFF : 0.00
PURLIN LAP : 385 mm YEILD STRENGTH : 345 N/mm2
CRITICAL SPACING EDGE STRIP : 1500 mm YOUNG'S MODULUS : 2.00E+05 N/mm2
CRITICAL SPAC. INTEROR STRIP : 1500 mm DEFLECTION 150
ROOF ANGLE : 5.70 o
LOAD DATA :-
DEAD LOAD : 0.10 KN/m2, (Inclusive of Purlin/Girt self weight) 1.75 200
LIVE LOAD : 0.57 KN/m2
DESIGN WIND PRESSURE : 0.88 KN/m2
UDL ON PURLINS :- Properties of Z200X1.75
DEAD LOAD :- Area 6.07 cm2
about X-X axis : 0.1x 1.5 x Cos 5.7 = 0.149 KN/m Ixx 362.73 cm4
about Y-Y axis : 0.1x 1.5 x Sin 5.7 = 0.015 KN/m Sx 36.27 cm3
LIVE LOAD :- : Rx 7.73 cm
about X-X axis : 0.57x 1.5 x Cos 5.7 = 0.851 KN/m Iyy 53.89 cm4
about Y-Y axis : 0.57x 1.5 x Sin 5.7 = 0.085 KN/m Sy 7.24 cm3
WIND LOAD :- Ry 2.98 cm
about X-X axis : 0.88 x ( 0.18 + 0.7 )x1.5 = 1.162 KN/m , as the Interior strip load is critical
LOAD CASES :-
Px Py
DEAD LOAD + LIVE LOAD = (0.149 + 0.851) = (0.015 + 0.085)
= 1.000 KN/m = 0.100 KN/m
DEAD LOAD + WIND LOAD = ( 1.162 - 0.149) x0.75 = (0.015 + 0) x 0.75
= 0.760 KN/m = 0.011 KN/m 1.000 KN/m

LOADING DIAGRAM :-

A 7700 B 7700 7700 D 7700 E

Ra=3.03 KN Rb=8.8 KN Rc=7.15 KN Rd=7.15 KN Re=7.15 KN
(0.393 wl) (1.143 wl) (0.928 wl) (0.928 wl) (0.928 wl)
SF DIAGRAM :-
(0.393 wl) (0.536 wl) (0.464 wl) (0.464 wl) (0.464 wl)
3.03 4.13 3.57 3.57 3.57

4.67 3.57 3.57 3.57

(0.607 wl) (0.464 wl) (0.464 wl) (0.464 wl)
BM DIAGRAM :-
(-0.1071 wl2) (-0.0714 wl2) (-0.0714 wl2) (-0.0714 wl2)
-6.35 -4.23 -4.23 -4.23

2.16 2.16 2.16

4.58 (+0.0364 wl2) (+0.0364 wl2) (+0.0364 wl2)
(+0.0772 wl )
2
1 KN/m
DESIGN MOMENTS :-
Major axis Bending - Mxx : 4.58 KN-M, @ Mid span 6.35 KN-M
Major axis Bending - Mxx : 6.35 KN-M, @ Support
Moment at end of lap - Mxx: 6.35 + 1 x0.385^2/2 - 4.67x0.385 0.385 M
: 4.63 KN-M 4.67 KN
Shear force along y dirn. -Pv: 4.67 KN Free body diagram
Minor axis Bending - Myy : 0.050 KN-M
 JOB NO 0 DATE 30-Dec-99 PAGE 2 OF 2
JOB NAME 0 DEGN BY 0 CHK BY 0
TITLE DESIGN OF PURLIN REV NO Rev Dt.
LOCATION END BAY -Purlin 7.7 MTR BULDG B

ACTUAL BENDING STRESS :-

Actual Stress major axis -s bc.cal-xx = Mxx / Sx = 4.63 x 10^6 / 36.273x 10^3, as the support moment governs
= 128 N/mm2
Actual Stress minor axis -s bc.cal-yy = Mxx / Sy = 0.05 x 10 ^ 6 / 7.24x 10 ^ 3
= 7 N/mm2

ALLOWABLE BENDING STRESS :-

Un supported Length L = 192.5 cms , distance from support to point of contraflexure

Co-efficient of Bending Cb = 1.75 + 1.05 (M1/M2) + 0.3 (M1/M2) 2 , subject to a min. of 1.00 & max of 2.3
= 1.75 , as the simply supported end moment is zero
(as per cl. 6.3 of IS 801; Page 15)

Parameters :-
As Iyc = Iyy / 2 = 26.95 cm4
L2 x Sxc / d Iyc = 192.5^2 x 36.273 / 20 x 26.94715 (For laterally unbraced member)
= 2495
0.18 x P2 x E x Cb / Fy = 0.18 x 3.142^2 x 2.05x10^5 x 1.75 / 345
= 1848
0.90 x P2 x E x Cb / Fy = 0.90 x 3.142^2 x 2.05x10^5 x 1.75 / 345
= 9237

Allowable Bending Stress Fbx

= 2/3 Fy - Fy^2 / (2.7xPi^2x E x Cb ) x ( L^2 Sx / d Iyc )
= 2/3 x345-345^2 / 2.7x3.142^2x2x10^5x1.75) x ( 2495)
= 198 N/mm2
Allowable Bending Stress Fby
= 0.6 Fy
= 207 N/mm2
RATIO :-
s bx/Fbx + s by/Fby = 128/199 + 7/207
= 0.68 < 1, Hence Safe

SHEAR STRESS :-
Actual Shear Stress :-
Actual Shear Stress, fv = Pv / (d x t)
= 477 / (20x0.175)
= 137 Kg/cm2
Allowable Shear Stress :-
Parameters :-
d/t = 20 / 0.175
= 114.29
4590 / Sqrt (Fy) = 4590 / Sqrt(3450)
= 78
Allowable Shear Stress, Fv = 5 850 000 / (d/t)^2 ,as d/t > 4590/Sqrt(Fy)
= 5850000 / (114.29*114.29)
= 448 Kg/cm2 > 137 Kg/cm^2, Hence Safe
DEFLECTION :-
Actual Deflection = 0.0065wl^4/EI , at 0.44 L
= 0.0065 x 1.013 x 7.7*1000^4 / 200000 x 362.728 x 10E04
= 32.0 mm, @ 3388 from the end support
Allowable Deflection = Span / 150
= 7700 / 150
= 52 mm > 32 , Hence Safe
 PURLIN 7.5M SPAN @1200MM SPACING
Checks
Bending stress ratio 0.39 < 1, Hence Safe
Shear stress 649 > 59 Kg/cm^2, Hence Safe
Deflection 50 mm > 8 , Hence Safe
PURLIN DATA :- Governing moment , as the support moment governs
PURLIN SECTION : Z285X3.0 BUILDING DATA :-
SPAN OF THE PURLIN : 7.50 M INT PRESSURE CO-EFF : 0.20
ROOF SLOPE : 1:4 EXT. PRESSURE CO-EFF : 0.20
NO OF SAG RODS : 1 Nos. LOCAL CO-EFF : 0.00
PURLIN LAP : 0 mm YEILD STRENGTH : 250 N/mm2
CRITICAL SPACING EDGE STRIP : 1200 mm YOUNG'S MODULUS : 2.00E+05 N/mm2
CRITICAL SPAC. INTEROR STRIP : 1200 mm DEFLECTION 150
ROOF ANGLE : 5.70 o
LOAD DATA :-
DEAD LOAD : 0.15 KN/m2, (Inclusive of Purlin/Girt self weight) 3.0 285
LIVE LOAD : 0.75 KN/m2
DESIGN WIND PRESSURE : 0.90 KN/m2
UDL ON PURLINS :- Properties of Z285X3.0
DEAD LOAD :- Area 13.95 cm2
about X-X axis : 0.15x 1.2 x Cos 5.7 = 0.179 KN/m Ixx 1536.00 cm4
about Y-Y axis : 0.15x 1.2 x Sin 5.7 = 0.018 KN/m Sx 107.70 cm3
LIVE LOAD :- : Rx 0.00 cm
about X-X axis : 0.75x 1.2 x Cos 5.7 = 0.896 KN/m Iyy 173.00 cm4
about Y-Y axis : 0.75x 1.2 x Sin 5.7 = 0.089 KN/m Sy 21.62 cm3
WIND LOAD :- Ry 0.00 cm
about X-X axis : 0.9 x ( 0.2 + 0.2 )x1.2 = 0.432 KN/m , as the Interior strip load is critical
LOAD CASES :-
Px Py
DEAD LOAD + LIVE LOAD = (0.179 + 0.896) = (0.018 + 0.089)
= 1.075 KN/m = 0.107 KN/m
DEAD LOAD + WIND LOAD = ( 0.432 - 0.179) x0.75 = (0.018 + 0) x0.75
= 0.190 KN/m = 0.014 KN/m 1.075 KN/m

LOADING DIAGRAM :-

A 7500 B 7500 7500 D 7500 E

Ra=3.17 KN Rb=9.22 KN Rc=7.48 KN Rd=7.48 KN Re=7.48 KN
(0.393 wl) (1.143 wl) (0.928 wl) (0.928 wl) (0.928 wl)
SF DIAGRAM :-
(0.393 wl) (0.536 wl) (0.464 wl) (0.464 wl) (0.464 wl)
3.17 4.32 3.74 3.74 3.74

4.89 3.74 3.74 3.74

(0.607 wl) (0.464 wl) (0.464 wl) (0.464 wl)
BM DIAGRAM :-
(-0.1071 wl2) (-0.0714 wl2) (-0.0714 wl2) (-0.0714 wl2)
-6.48 -4.32 -4.32 -4.32

2.2 2.2 2.2

4.67 (+0.0364 wl2) (+0.0364 wl2) (+0.0364 wl2)
(+0.0772 wl2) 1.075 KN/m
DESIGN MOMENTS :-
Major axis Bending - Mxx : 2.20 KN-M, @ Mid span 6.48 KN-M
Major axis Bending - Mxx : 4.32 KN-M, @ Support
Moment at end of lap - Mxx: 4.32 + 1.075 x0^2/2 - 3.74x0 0M
: 4.32 KN-M 4.89 KN
Shear force along y dirn. -Pv: 3.74 KN Free body diagram
Minor axis Bending - Myy : 0.190 KN-M
ACTUAL BENDING STRESS :-
Actual Stress major axis -s bc.cal-xx = Mxx / Sx = 4.32 x 10^6 / 107.7x 10^3 , as the support moment governs
= 41 N/mm2
Actual Stress minor axis -s bc.cal-yy = Mxx / Sy = 0.19 x 10 ^ 6 / 21.62x 10 ^ 3
= 9 N/mm2

ALLOWABLE BENDING STRESS :-

Un supported Length L = 375 cms , distance from support to point of contraflexure

Co-efficient of Bending Cb = 1.75 + 1.05 (M1/M2) + 0.3 (M1/M2) 2 , subject to a min. of 1.00 & max of 2.3
= 1.75 , as the simply supported end moment is zero
(as per cl. 6.3 of IS 801; Page 15)

Parameters :-
As Iyc = Iyy / 2 = 86.50 cm4
L2 x Sxc / d Iyc = 375^2 x 107.7 / 28.5 x 86.5 (For laterally unbraced member)
= 6144
0.18 x P2 x E x Cb / Fy = 0.18 x 3.142^2 x 2.05x10^5 x 1.75 / 250
= 2550
0.90 x P2 x E x Cb / Fy = 0.90 x 3.142^2 x 2.05x10^5 x 1.75 / 250
= 12747

Allowable Bending Stress Fbx

= 2/3 Fy - Fy^2 / (2.7xPi^2x E x Cb ) x ( L^2 Sx / d Iyc )
= 2/3 x250-250^2 / 2.7x3.142^2x2x10^5x1.75) x ( 6144)
= 125.48 N/mm2
Allowable Bending Stress Fby
= 0.6 Fy
= 150 N/mm2
RATIO :-
s bx/Fbx + s by/Fby = 41/126 + 9/150
= 0.39 < 1, Hence Safe

SHEAR STRESS :-
Actual Shear Stress :-
Actual Shear Stress, fv = Pv / (d x t)
= 499 / (28.5x0.3)
= 59 Kg/cm2
Allowable Shear Stress :-
Parameters :-
d/t = 28.5 / 0.3
= 95.00
4590 / Sqrt (Fy) = 4590 / Sqrt(2500)
= 92
Allowable Shear Stress, Fv = 5 850 000 / (d/t)^2 ,as d/t > 4590/Sqrt(Fy)
= 5850000 / (95*95)
= 649 Kg/cm2 > 59 Kg/cm^2, Hence Safe
DEFLECTION :-
Actual Deflection = 0.0065wl^4/EI , at 0.44 L
= 0.0065 x 1.075 x 7.5*1000^4 / 200000 x 1536 x 10E04
= 8.0 mm, @ 3300 from the end support
Allowable Deflection = Span / 150
= 7500 / 150
= 50 mm > 8 , Hence Safe
 JOB NO DATE PAGE 1 OF 2
JOB NAME DEGN BY 0 CHK BY 0
TITLE DESIGN OF GIRT REV NO 0 Rev DT.

LOCATION SW : END BAY - GIRT 7.7MTR BULDG B

Checks
Bending stress ratio 0.45 < 1, Hence Safe
Shear stress 448 > 95 Kg/cm^2, Hence Safe
Deflection 52 mm > 30 , Hence Safe
PURLIN DATA :- Governing moment , as the support moment governs
PURLIN SECTION : Z200X1.75 BUILDING DATA :-
SPAN OF THE PURLIN : 7.70 M INT PRESSURE CO-EFF : 0.20
ROOF SLOPE : 1:10 EXT. PRESSURE CO-EFF : 0.70
NO OF SAG RODS : 3 Nos. LOCAL CO-EFF : 0.00
PURLIN LAP : 385 mm YEILD STRENGTH : 345 N/mm2
CRITICAL SPACING EDGE STRIP : 1500 mm YOUNG'S MODULUS : 2.00E+05 N/mm2
CRITICAL SPAC. INTEROR STRIP : 1500 mm DEFLECTION : 150
ROOF ANGLE : 0.00 o
LOAD DATA :- 0
DEAD LOAD : 0.10 KN/m2, (Inclusive of Purlin/Girt self weight) 1.75 200
LIVE LOAD : 0.00 KN/m2
DESIGN WIND PRESSURE : 0.80 KN/m2
UDL ON PURLINS :- Properties of Z200X1.75
DEAD LOAD :- Area 6.07 cm2
about X-X axis : 0.1x 1.5 x Cos 0 = 0.150 KN/m Ixx 362.73 cm4
about Y-Y axis : 0.1x 1.5 x Sin 0 = 0.000 KN/m Sx 36.27 cm3
LIVE LOAD :- : Rx 7.73 cm
about X-X axis : 0x 1.5 x Cos 0 = 0.000 KN/m Iyy 53.89 cm4
about Y-Y axis : 0x 1.5 x Sin 0 = 0.000 KN/m Sy 7.24 cm3
WIND LOAD :- Ry 2.98 cm
about X-X axis : 0.8 x ( 0.2 + 0.7 )x1.5 = 1.080 KN/m , as the Interior strip load is critical
LOAD CASES :-
Px Py
DEAD LOAD + LIVE LOAD = (0.15 + 0) = (0 + 0)
= 0.150 KN/m = 0.000 KN/m
DEAD LOAD + WIND LOAD = ( 1.08 - 0.15) x0.75 = (0 + 0) x 1
= 0.698 KN/m = 0 KN/m 0.698 KN/m

LOADING DIAGRAM :-

A 7700 B 7700 7700 D 7700 E

Ra=2.11 KN Rb=6.14 KN Rc=4.99 KN Rd=4.99 KN Re=4.99 KN
(0.393 wl) (1.143 wl) (0.928 wl) (0.928 wl) (0.928 wl)
SF DIAGRAM :-
(0.393 wl) (0.536 wl) (0.464 wl) (0.464 wl) (0.464 wl)
2.11 2.88 2.49 2.49 2.49

3.26 2.49 2.49 2.49

(0.607 wl) (0.464 wl) (0.464 wl) (0.464 wl)
BM DIAGRAM :-
(-0.1071 wl2) (-0.0714 wl2) (-0.0714 wl2) (-0.0714 wl2)
-4.43 -2.95 -2.95 -2.95

1.51 1.51 1.51

3.19 (+0.0364 wl )
2
(+0.0364 wl )
2
(+0.0364 wl2)
(+0.0772 wl )
2
0.698 KN/m
DESIGN MOMENTS :-
Major axis Bending - Mxx : 3.19 KN-M, @ Mid span 4.43 KN-M
Major axis Bending - Mxx : 4.43 KN-M, @ Support
Moment at end of lap - Mxx: 4.43 + 0.698 x0.385^2/2 - 3.26x0.385 0.385 M
: 3.23 KN-M 3.26 KN
Shear force along y dirn. -Pv: 3.26 KN Free body diagram
Minor axis Bending - Myy : 0.000 KN-M
 JOB NO 0 DATE 30-Dec-99 PAGE 2 OF 2
JOB NAME 0 DEGN BY 0 CHK BY 0
TITLE DESIGN OF GIRT REV NO Rev Dt.
LOCATION SW : END BAY - GIRT 7.7MTR BULDG B

ACTUAL BENDING STRESS :-

Actual Stress major axis -s bc.cal-xx = Mxx / Sx = 3.23 x 10^6 / 36.273x 10^3, as the support moment governs
= 90 N/mm2
Actual Stress minor axis -s bc.cal-yy = Mxx / Sy = 0 x 10 ^ 6 / 7.24x 10 ^ 3
= 0 N/mm2

ALLOWABLE BENDING STRESS :-

Un supported Length L = 192.5 cms , distance from support to point of contraflexure

Co-efficient of Bending Cb = 1.75 + 1.05 (M1/M2) + 0.3 (M1/M2) 2 , subject to a min. of 1.00 & max of 2.3
= 1.75 , as the simply supported end moment is zero
(as per cl. 6.3 of IS 801; Page 15)

Parameters :-
As Iyc = Iyy / 2 = 26.95 cm4
L2 x Sxc / d Iyc = 192.5^2 x 36.273 / 20 x 26.94715 (For laterally unbraced member)
= 2495
0.18 x P2 x E x Cb / Fy = 0.18 x 3.142^2 x 2.05x10^5 x 1.75 / 345
= 1848
0.90 x P2 x E x Cb / Fy = 0.90 x 3.142^2 x 2.05x10^5 x 1.75 / 345
= 9237

Allowable Bending Stress Fbx

= 2/3 Fy - Fy^2 / (2.7xPi^2x E x Cb ) x ( L^2 Sx / d Iyc )
= 2/3 x345-345^2 / 2.7x3.142^2x2x10^5x1.75) x ( 2495)
= 198.15 N/mm2
Allowable Bending Stress Fby
= 0.6 Fy
= 207 N/mm2
RATIO :-
s bx/Fbx + s by/Fby = 90/199 + 0/207
= 0.45 < 1, Hence Safe

SHEAR STRESS :-
Actual Shear Stress :-
Actual Shear Stress, fv = Pv / (d x t)
= 333 / (20x0.175)
= 95 Kg/cm2
Allowable Shear Stress :-
Parameters :-
d/t = 20 / 0.175
= 114.29
4590 / Sqrt (Fy) = 4590 / Sqrt(3450)
= 78
Allowable Shear Stress, Fv = 5 850 000 / (d/t)^2 ,as d/t > 4590/Sqrt(Fy)
= 5850000 / (114.29*114.29)
= 448 Kg/cm2 > 95 Kg/cm^2, Hence Safe
DEFLECTION :-
Actual Deflection = 0.0065wl^4/EI , at 0.44 L
= 0.0065 x 0.93 x 7.7*1000^4 / 200000 x 362.728 x 10E04
= 30.0 mm, @ 3388 from the end support
Allowable Deflection = Span / 150
= 7700 / 150
= 52 mm > 30 , Hence Safe
 JOB NO DATE PAGE 1 OF 2
JOB NAME DEGN BY 0 CHK BY 0
TITLE DESIGN OF GIRT REV NO 0 Rev DT.
LOCATION SW : Intermediate GIRT 7.7 MTR BULDG B
Checks
Bending stress ratio 0.29 < 1, Hence Safe
Shear stress 448 > 95 Kg/cm^2, Hence Safe
Deflection 52 mm > 30 , Hence Safe
PURLIN DATA :- Governing moment , as the support moment governs
PURLIN SECTION : Z200X1.75 BUILDING DATA :-
SPAN OF THE PURLIN : 7.70 M INT PRESSURE CO-EFF : 0.20
ROOF SLOPE : 1:10 EXT. PRESSURE CO-EFF : 0.70
NO OF SAG RODS : 3 Nos. LOCAL CO-EFF : 0.00
PURLIN LAP : 385 mm YEILD STRENGTH : 345 N/mm2
CRITICAL SPACING EDGE STRIP : 1500 mm YOUNG'S MODULUS : 2.00E+05 N/mm2
CRITICAL SPAC. INTEROR STRIP : 1500 mm DEFLECTION 150
ROOF ANGLE : 0.00 o
LOAD DATA :-
DEAD LOAD : 0.10 KN/m2, (Inclusive of Purlin/Girt self weight) 1.75 200
LIVE LOAD : 0.00 KN/m2
DESIGN WIND PRESSURE : 0.80 KN/m2
UDL ON PURLINS :- Properties of Z200X1.75
DEAD LOAD :- Area 6.07 cm2
about X-X axis : 0.1x 1.5 x Cos 0 = 0.150 KN/m Ixx 362.73 cm4
about Y-Y axis : 0.1x 1.5 x Sin 0 = 0.000 KN/m Sx 36.27 cm3
LIVE LOAD :- : Rx 7.73 cm
about X-X axis : 0x 1.5 x Cos 0 = 0.000 KN/m Iyy 53.89 cm4
about Y-Y axis : 0x 1.5 x Sin 0 = 0.000 KN/m Sy 7.24 cm3
WIND LOAD :- Ry 2.98 cm
about X-X axis : 0.8 x ( 0.2 + 0.7 )x1.5 = 1.080 KN/m , as the Interior strip load is critical
LOAD CASES :-
Px Py
DEAD LOAD + LIVE LOAD = (0.15 + 0) = (0 + 0)
= 0.150 KN/m = 0.000 KN/m
DEAD LOAD + WIND LOAD = ( 1.08 - 0.15) x0.75 = (0 + 0) x0.75
= 0.698 KN/m = 0 KN/m 0.698 KN/m

LOADING DIAGRAM :-

A 7700 B 7700 7700 D 7700 E

Ra=2.11 KN Rb=6.14 KN Rc=4.99 KN Rd=4.99 KN Re=4.99 KN
(0.393 wl) (1.143 wl) (0.928 wl) (0.928 wl) (0.928 wl)
SF DIAGRAM :-
(0.393 wl) (0.536 wl) (0.464 wl) (0.464 wl) (0.464 wl)
2.11 2.88 2.49 2.49 2.49

3.26 2.49 2.49 2.49

(0.607 wl) (0.464 wl) (0.464 wl) (0.464 wl)
BM DIAGRAM :-
(-0.1071 wl2) (-0.0714 wl2) (-0.0714 wl2) (-0.0714 wl2)
-4.43 -2.95 -2.95 -2.95

1.51 1.51 1.51

3.19 (+0.0364 wl2) (+0.0364 wl2) (+0.0364 wl2)
(+0.0772 wl )
2
0.698 KN/m
DESIGN MOMENTS :-
Major axis Bending - Mxx : 1.51 KN-M, @ Mid span 4.43 KN-M
Major axis Bending - Mxx : 2.95 KN-M, @ Support
Moment at end of lap - Mxx: 2.95 + 0.698 x0.385^2/2 - 2.49x0.385 0.385 M
: 2.04 KN-M 3.26 KN
Shear force along y dirn. -Pv: 2.49 KN Free body diagram
Minor axis Bending - Myy : 0.000 KN-M
 JOB NO 0 DATE 30-Dec-99 PAGE 2 OF 2
JOB NAME 0 DEGN BY 0 CHK BY 0
TITLE DESIGN OF GIRT REV NO Rev Dt.
LOCATION SW : Intermediate GIRT 7.7 MTR BULDG B

ACTUAL BENDING STRESS :-

Actual Stress major axis -s bc.cal-xx = Mxx / Sx = 2.04 x 10^6 / 36.273x 10^3, as the support moment governs
= 57 N/mm2
Actual Stress minor axis -s bc.cal-yy = Mxx / Sy = 0 x 10 ^ 6 / 7.24x 10 ^ 3
= 0 N/mm2

ALLOWABLE BENDING STRESS :-

Un supported Length L = 192.5 cms , distance from support to point of contraflexure

Co-efficient of Bending Cb = 1.75 + 1.05 (M1/M2) + 0.3 (M1/M2) 2 , subject to a min. of 1.00 & max of 2.3
= 1.75 , as the simply supported end moment is zero
(as per cl. 6.3 of IS 801; Page 15)

Parameters :-
As Iyc = Iyy / 2 = 26.95 cm4
L2 x Sxc / d Iyc = 192.5^2 x 36.273 / 20 x 26.94715 (For laterally unbraced member)
= 2495
0.18 x P2 x E x Cb / Fy = 0.18 x 3.142^2 x 2.05x10^5 x 1.75 / 345
= 1848
0.90 x P2 x E x Cb / Fy = 0.90 x 3.142^2 x 2.05x10^5 x 1.75 / 345
= 9237

Allowable Bending Stress Fbx

= 2/3 Fy - Fy^2 / (2.7xPi^2x E x Cb ) x ( L^2 Sx / d Iyc )
= 2/3 x345-345^2 / 2.7x3.142^2x2x10^5x1.75) x ( 2495)
= 198.15 N/mm2
Allowable Bending Stress Fby
= 0.6 Fy
= 207 N/mm2
RATIO :-
s bx/Fbx + s by/Fby = 57/199 + 0/207
= 0.29 < 1, Hence Safe

SHEAR STRESS :-
Actual Shear Stress :-
Actual Shear Stress, fv = Pv / (d x t)
= 333 / (20x0.175)
= 95 Kg/cm2
Allowable Shear Stress :-
Parameters :-
d/t = 20 / 0.175
= 114.29
4590 / Sqrt (Fy) = 4590 / Sqrt(3450)
= 78
Allowable Shear Stress, Fv = 5 850 000 / (d/t)^2 ,as d/t > 4590/Sqrt(Fy)
= 5850000 / (114.29*114.29)
= 448 Kg/cm2 > 95 Kg/cm^2, Hence Safe
DEFLECTION :-
Actual Deflection = 0.0065wl^4/EI , at 0.44 L
= 0.0065 x 0.93 x 7.7*1000^4 / 200000 x 362.728 x 10E04
= 30.0 mm, @ 3388 from the end support
Allowable Deflection = Span / 150
= 7700 / 150
= 52 mm > 30 , Hence Safe
 JOB NO # DATE 30-Dec-1899 PAGE 1 OF 2
JOB NAME 0 DEGN BY 0 CHK BY 0
TITLE DESIGN OF GIRT REV NO 0 Rev DT.

LOCATION SW : END BAY - GIRT BULDG B

Checks
Bending stress ratio 1.36 > 1, Try again
Shear stress 585 > 253 Kg/cm^2, Hence Safe
Deflection 86 mm > 75 , Hence Safe
PURLIN DATA :- Governing moment as the midspan moment governs
PURLIN SECTION : Z200X2.0 BUILDING DATA :-
SPAN OF THE PURLIN : 10.30 M INT PRESSURE CO-EFF : 0.20
ROOF SLOPE : 0 EXT. PRESSURE CO-EFF : 1.00
NO OF SAG RODS : 4 Nos. LOCAL CO-EFF : 0.00
PURLIN LAP : 950 mm YEILD STRENGTH : 345 N/mm2
CRITICAL SPACING EDGE STRIP : 2000 mm YOUNG'S MODULUS : 2.00E+05 N/mm2
CRITICAL SPAC. INTEROR STRIP : 2000 mm DEFLECTION : 120
ROOF ANGLE : 0.00 o
LOAD DATA :-
DEAD LOAD : 0.00 KN/m2, (Inclusive of Purlin/Girt self weight) 2 200
LIVE LOAD : 0.00 KN/m 2

DESIGN WIND PRESSURE : 0.88 KN/m2

UDL ON PURLINS :- Properties of Z200X2.0
DEAD LOAD :- Area 6.92 cm2
about X-X axis : 0x 2 x Cos 0 = 0.000 KN/m Ixx 412.24 cm4
about Y-Y axis : 0x 2 x Sin 0 = 0.000 KN/m Sx 41.22 cm3
LIVE LOAD :- : Rx 7.72 cm
about X-X axis : 0x 2 x Cos 0 = 0.000 KN/m Iyy 61.05 cm4
about Y-Y axis : 0x 2 x Sin 0 = 0.000 KN/m Sy 8.22 cm3
WIND LOAD :- Ry 2.97 cm
about X-X axis : 0.88 x ( 0.2 + 1 )x2 = 2.112 KN/m , as the Interior strip load is critical
LOAD CASES :-
Px Py
DEAD LOAD + LIVE LOAD = (0 + 0) = (0 + 0)
= 0.000 KN/m = 0.000 KN/m
DEAD LOAD + WIND LOAD = ( 2.112 - 0) x0.75 = (0 + 0) x 1
= 1.584 KN/m = 0 KN/m 1.584 KN/m

LOADING DIAGRAM :-

A 10300 B 10300 10300 D 10300 E

Ra=6.41 KN Rb=18.65 KN Rc=15.14 KN Rd=15.14 KN Re=15.14 KN
(0.393 wl) (1.143 wl) (0.928 wl) (0.928 wl) (0.928 wl)
SF DIAGRAM :-
(0.393 wl) (0.536 wl) (0.464 wl) (0.464 wl) (0.464 wl)
6.41 8.74 7.57 7.57 7.57

9.9 7.57 7.57 7.57

(0.607 wl) (0.464 wl) (0.464 wl) (0.464 wl)
BM DIAGRAM :-
(-0.1071 wl2) (-0.0714 wl2) (-0.0714 wl2) (-0.0714 wl2)
-18 -12 -12 -12

6.12 6.12 6.12

12.97 (+0.0364 wl2) (+0.0364 wl2) (+0.0364 wl2)
(+0.0772 wl2) 1.584 KN/m
DESIGN MOMENTS :-
Major axis Bending - Mxx : 12.97 KN-M, @ Mid span 18 KN-M
Major axis Bending - Mxx : 18.00 KN-M, @ Support
Moment at end of lap - Mxx: 18 + 1.584 x0.95^2/2 - 9.9x0.95 0.95 M
: 9.31 KN-M 9.9 KN
Shear force along y dirn. -Pv: 9.90 KN Free body diagram
Minor axis Bending - Myy : 0.000 KN-M
 JOB NO # DATE 30-Dec-99 PAGE 2 OF 2
JOB NAME 0 DEGN BY 0 CHK BY 0
TITLE DESIGN OF GIRT REV NO Rev Dt.
LOCATION SW : END BAY - GIRT BULDG B

ACTUAL BENDING STRESS :-

Actual Stress major axis -s bc.cal-xx = Mxx / Sx = 12.97 x 10^6 / 41.224x 10^ as the midspan moment governs
= 226 N/mm2
Actual Stress minor axis -s bc.cal-yy = Mxx / Sy = 0 x 10 ^ 6 / 8.215x 10 ^ 3
= 0 N/mm2

ALLOWABLE BENDING STRESS :-

Un supported Length L = 206 cms , distance between sag rods

Co-efficient of Bending Cb = 1.75 + 1.05 (M1/M2) + 0.3 (M1/M2) 2 , subject to a min. of 1.00 & max of 2.3
= 1.0 , conservatively taken as it is single curvature bending
(as per cl. 6.3 of IS 801; Page 15)

Parameters :-
As Iyc = Iyy / 2 = 30.53 cm4
L2 x Sxc / d Iyc = 206^2 x 41.224 / 20 x 30.52575 (For laterally unbraced member)
= 2866
0.18 x P2 x E x Cb / Fy = 0.18 x 3.142^2 x 2.05x10^5 x 1.0 / 345
= 1056
0.90 x P2 x E x Cb / Fy = 0.90 x 3.142^2 x 2.05x10^5 x 1.0 / 345
= 5279

Allowable Bending Stress Fbx

= 2/3 Fy - Fy^2 / (2.7xPi^2x E x Cb ) x ( L^2 Sx / d Iyc )
= 2/3 x345-345^2 / 2.7x3.142^2x2x10^5x1.0) x ( 2866)
= 165.97 N/mm2
Allowable Bending Stress Fby
= 0.6 Fy
= 207 N/mm2
RATIO :-
s bx/Fbx + s by/Fby = 226/166 + 0/207
= 1.36 > 1, Try again

SHEAR STRESS :-
Actual Shear Stress :-
Actual Shear Stress, fv = Pv / (d x t)
= 1010 / (20x0.2)
= 253 Kg/cm2
Allowable Shear Stress :-
Parameters :-
d/t = 20 / 0.2
= 100.00
4590 / Sqrt (Fy) = 4590 / Sqrt(3450)
= 78
Allowable Shear Stress, Fv = 5 850 000 / (d/t)^2 ,as d/t > 4590/Sqrt(Fy)
= 5850000 / (100*100)
= 585 Kg/cm2 > 253 Kg/cm^2, Hence Safe
DEFLECTION :-
Actual Deflection = 0.0026wl^4/EI , at 0.44 L
= 0.0026 x 2.112 x 10.3*1000^4 / 200000 x 412.2422 x 10E04
= 75.0 mm, @ 4532 from the end support
Allowable Deflection = Span / 120
= 10300 / 120
= 86 mm > 75 , Hence Safe
 JOB NO # DATE 30-Dec-1899 PAGE 1 OF 2
JOB NAME 0 DEGN BY 0 CHK BY 0
TITLE DESIGN OF GIRT REV NO 0 Rev DT.
LOCATION SW : Intermediate GIRT BULDG B
Checks
Bending stress ratio 0.40 < 1, Hence Safe
Shear stress 585 > 112 Kg/cm^2, Hence Safe
Deflection 86 mm > 34 , Hence Safe
PURLIN DATA :- Governing moment as the midspan moment governs
PURLIN SECTION : Z200X2.0 BUILDING DATA :-
SPAN OF THE PURLIN : 10.30 M INT PRESSURE CO-EFF : 0.20
ROOF SLOPE : 0 EXT. PRESSURE CO-EFF : 0.70
NO OF SAG RODS : 4 Nos. LOCAL CO-EFF : 0.00
PURLIN LAP : 950 mm YEILD STRENGTH : 345 N/mm2
CRITICAL SPACING EDGE STRIP : 1500 mm YOUNG'S MODULUS : 2.00E+05 N/mm2
CRITICAL SPAC. INTEROR STRIP : 1500 mm DEFLECTION 120
ROOF ANGLE : 0.00 o
LOAD DATA :-
DEAD LOAD : 0.10 KN/m2, (Inclusive of Purlin/Girt self weight) 2.0 200
LIVE LOAD : 0.00 KN/m2
DESIGN WIND PRESSURE : 0.80 KN/m2
UDL ON PURLINS :- Properties of Z200X2.0
DEAD LOAD :- Area 6.92 cm2
about X-X axis : 0.1x 1.5 x Cos 0 = 0.150 KN/m Ixx 412.24 cm4
about Y-Y axis : 0.1x 1.5 x Sin 0 = 0.000 KN/m Sx 41.22 cm3
LIVE LOAD :- : Rx 7.72 cm
about X-X axis : 0x 1.5 x Cos 0 = 0.000 KN/m Iyy 61.05 cm4
about Y-Y axis : 0x 1.5 x Sin 0 = 0.000 KN/m Sy 8.22 cm3
WIND LOAD :- Ry 2.97 cm
about X-X axis : 0.8 x ( 0.2 + 0.7 )x1.5 = 1.080 KN/m , as the Interior strip load is critical
LOAD CASES :-
Px Py
DEAD LOAD + LIVE LOAD = (0.15 + 0) = (0 + 0)
= 0.150 KN/m = 0.000 KN/m
DEAD LOAD + WIND LOAD = ( 1.08 - 0.15) x0.75 = (0 + 0) x0.75
= 0.698 KN/m = 0 KN/m 0.698 KN/m

LOADING DIAGRAM :-

A 10300 B 10300 10300 D 10300 E

Ra=2.83 KN Rb=8.22 KN Rc=6.67 KN Rd=6.67 KN Re=6.67 KN
(0.393 wl) (1.143 wl) (0.928 wl) (0.928 wl) (0.928 wl)
SF DIAGRAM :-
(0.393 wl) (0.536 wl) (0.464 wl) (0.464 wl) (0.464 wl)
2.83 3.85 3.34 3.34 3.34

4.36 3.34 3.34 3.34

(0.607 wl) (0.464 wl) (0.464 wl) (0.464 wl)
BM DIAGRAM :-
(-0.1071 wl2) (-0.0714 wl2) (-0.0714 wl2) (-0.0714 wl2)
-7.93 -5.29 -5.29 -5.29

2.7 2.7 2.7

5.72 (+0.0364 wl2) (+0.0364 wl2) (+0.0364 wl2)
(+0.0772 wl )
2
0.698 KN/m
DESIGN MOMENTS :-
Major axis Bending - Mxx : 2.70 KN-M, @ Mid span 7.93 KN-M
Major axis Bending - Mxx : 5.29 KN-M, @ Support
Moment at end of lap - Mxx: 5.29 + 0.698 x0.95^2/2 - 3.34x0.95 0.95 M
: 2.43 KN-M 4.36 KN
Shear force along y dirn. -Pv: 3.34 KN Free body diagram
Minor axis Bending - Myy : 0.000 KN-M
 JOB NO # DATE 30-Dec-99 PAGE 2 OF 2
JOB NAME 0 DEGN BY 0 CHK BY 0
TITLE DESIGN OF GIRT REV NO Rev Dt.
LOCATION SW : Intermediate GIRT BULDG B

ACTUAL BENDING STRESS :-

Actual Stress major axis -s bc.cal-xx = Mxx / Sx = 2.7 x 10^6 / 41.224x 10^3 as the midspan moment governs
= 66 N/mm2
Actual Stress minor axis -s bc.cal-yy = Mxx / Sy = 0 x 10 ^ 6 / 8.215x 10 ^ 3
= 0 N/mm2

ALLOWABLE BENDING STRESS :-

Un supported Length L = 206 cms , distance between sag rods

Co-efficient of Bending Cb = 1.75 + 1.05 (M1/M2) + 0.3 (M1/M2) 2 , subject to a min. of 1.00 & max of 2.3
= 1.0 , conservatively taken as it is single curvature bending
(as per cl. 6.3 of IS 801; Page 15)

Parameters :-
As Iyc = Iyy / 2 = 30.53 cm4
L2 x Sxc / d Iyc = 206^2 x 41.224 / 20 x 30.52575 (For laterally unbraced member)
= 2866
0.18 x P2 x E x Cb / Fy = 0.18 x 3.142^2 x 2.05x10^5 x 1.0 / 345
= 1056
0.90 x P2 x E x Cb / Fy = 0.90 x 3.142^2 x 2.05x10^5 x 1.0 / 345
= 5279

Allowable Bending Stress Fbx

= 2/3 Fy - Fy^2 / (2.7xPi^2x E x Cb ) x ( L^2 Sx / d Iyc )
= 2/3 x345-345^2 / 2.7x3.142^2x2x10^5x1.0) x ( 2866)
= 165.97 N/mm2
Allowable Bending Stress Fby
= 0.6 Fy
= 207 N/mm2
RATIO :-
s bx/Fbx + s by/Fby = 66/166 + 0/207
= 0.40 < 1, Hence Safe

SHEAR STRESS :-
Actual Shear Stress :-
Actual Shear Stress, fv = Pv / (d x t)
= 445 / (20x0.2)
= 112 Kg/cm2
Allowable Shear Stress :-
Parameters :-
d/t = 20 / 0.2
= 100.00
4590 / Sqrt (Fy) = 4590 / Sqrt(3450)
= 78
Allowable Shear Stress, Fv = 5 850 000 / (d/t)^2 ,as d/t > 4590/Sqrt(Fy)
= 5850000 / (100*100)
= 585 Kg/cm2 > 112 Kg/cm^2, Hence Safe
DEFLECTION :-
Actual Deflection = 0.0026wl^4/EI , at 0.44 L
= 0.0026 x 0.93 x 10.3*1000^4 / 200000 x 412.2422 x 10E04
= 34.0 mm, @ 4532 from the end support
Allowable Deflection = Span / 120
= 10300 / 120
= 86 mm > 34 , Hence Safe