C PURLIN DESIGN CALCULATION
SIMPLE SPAN Member Properties = YCP 1716 4.27 kg/m = 8.65 m = 1 mPitch angle = 7 degree
Thickness, t = 1.6 mm Depth, D = 175 mm Design strength, py = 450 N/mm 2 Yield strength, Ys = 450 N/mm 3 = 29.85 x 103 mm3 = 7.1 x 103 mm3 Ix-x = 2.588 x 10 6 mm4
Support condition = 1 (1 = simply support, 2 = double span, 3 = continuos)
Coefficient for bending = 0.125
Coefficient for deflection = 0.01302
= 0.15 kN/m2
= 0.25 kN/m2
Load Combination
1.4DL+1.6LL = 0.61 kN/m2
Design ultimate load, W = 0.61 x 1
= 0.61 kN/m
Bending Stress Calculation
Max. Bending Moment, Mx = (Wx L²) x 0.125 x cos 7 °
= 5.66 kNm
Max. Bending Moment, My = (Wx L²) x 0.125 x sin 7 °
= 0.69 kNm
Bending stress (x-x) = Mx/Zx
= 189.71 N/mm2
Bending stress (y-y) = My/Zy
= 97.88 N/mm2
BS 5950 : 5
Allowable bending stress = CL 5.2.2.2
= 389.95 N/mm2
Factor of safety = 389.95 / (My/Zy) + (Mx/Zx)
= 1.36 OK
Live Load, LL Dead load, DL Elastic modulus, Zy-y
Load Data Purlin Size Purlin span, L Purlin spacing, Elastic modulus, Zx-x y s p Y t D 2 1 280 0019 . 0 13 . 1
Deflection, D = 0.01302 x WL4/EIx
for serviceability dead load = 20.61 mm
for serviceability live load = 34.35 mm
Allowable deflection = L/150
= 57.67 mm
Factor of safety = 57.67 / 54.96
= 1.05 OK
No. Support Condition Bending
1 simply-supported 0.12500
2 double span 0.12500
3 continuos span 0.08330
4 cantilever
Bolt Shear Capacity
No of bolts = 2 nos
Diameter of bolts = 12 mm
Bolt Grade = 4.6
Shear Area, As = 84.3 N/mm2
Shear Strength, ps = 160 N/mm2
Shear Capacity per bolts = 13.49 kN
Shear Capacity of Purlin Cleat Bolts = 26.98 kN
Deflection Check 0.50000 0.12500 Table of Coefficient 0.00607 Deflection 0.00540 0.01302
Section Identification Area Ix Iy Zx Zy kg/m D t YCP 1016 357 0.595 0.132 11.85 4.05 3.05 102 1.6 YCP 1020 442 0.730 0.160 14.60 4.95 3.72 102 2.0 YCP 1025 546 0.892 0.193 17.92 6.01 4.60 102 2.5 YCP 1030 648 1.045 0.223 21.11 7.01 5.29 102 3.0 YCP 1216 397 0.990 0.142 15.79 4.15 3.20 127 1.6 YCP 1220 492 1.218 0.172 19.48 5.07 3.94 127 2.0 YCP 1225 609 1.491 0.208 23.95 6.16 4.89 127 2.5 YCP 1230 723 1.753 0.240 28.27 7.19 5.90 127 3.0 YCP 1516 486 1.808 0.281 23.88 6.25 4.01 153 1.6 YCP 1520 604 2.230 0.344 29.54 7.67 4.92 153 2.0 YCP 1525 749 2.741 0.417 36.43 9.36 6.01 153 2.5 YCP 1530 891 3.235 0.486 43.13 10.97 7.35 153 3.0 YCP 1716 538 2.588 0.351 29.85 7.10 4.27 175 1.6 YCP 1720 668 3.197 0.430 36.96 8.72 5.26 175 2.0 YCP 1725 829 3.936 0.523 45.64 10.66 6.67 175 2.5 YCP 1730 987 4.652 0.610 54.09 12.51 8.08 175 3.0 YCP 2016 582 3.654 0.368 36.29 7.21 4.70 203 1.6 YCP 2020 724 4.517 0.450 44.95 8.85 5.74 203 2.0 YCP 2025 899 5.568 0.547 55.54 10.82 7.13 203 2.5 YCP 2030 1071 6.589 0.639 65.89 12.70 8.79 203 3.0 YCP 2216 646 4.988 0.498 44.66 8.89 5.28 225 1.6 YCP 2220 804 6.174 0.611 55.37 10.93 6.55 225 2.0 YCP 2225 999 7.621 0.745 68.51 13.40 8.16 225 2.5 YCP 2230 1191 9.031 0.872 81.36 15.76 9.80 225 3.0 YCP 2520 854 7.907 0.630 63.77 11.04 6.69 250 2.0 YCP 2525 1061 9.767 0.769 78.93 13.54 8.34 250 2.5 YCP 2530 1266 11.580 0.900 93.78 15.92 10.20 250 3.0 YCP 3020 1054 14.250 1.250 95.64 18.03 8.63 300 2.0 YCP 3025 1311 17.640 1.533 118.60 22.20 10.84 300 2.5 YCP 3030 1566 20.970 1.804 141.20 26.23 12.10 300 3.0 YCP 3520 1274 23.970 2.451 137.70 28.30 9.92 350 2.0 YCP 3525 1586 29.720 3.018 171.10 34.96 12.37 350 2.5 YCP 3530 1896 35.390 3.566 204.00 41.43 15.07 350 3.0
Z PURLIN DESIGN CALCULATION
SIMPLE SPAN Member Properties = YZP 2020 5.74 kg/m = 6 m = 1.2 mPitch angle = 5 degree
Thickness, t = 2 mm Depth, D = 203 mm Design strength, py = 450 N/mm 2 Yield strength, Ys = 450 N/mm 3 = 44.2 x 103 mm3 = 9.79 x 103 mm3 Ix-x = 4.912 x 10 6 mm4
Support condition = 1 (1 = simply support, 2 = double span, 3 = continuos)
Coefficient for bending = 0.125
Coefficient for deflection = 0.01302
= 0.3 kN/m2
= 0.25 kN/m2
Load Combination
1.4DL+1.6LL = 0.82 kN/m2
Design ultimate load, W = 0.82 x 1.2
= 0.98 kN/m
Bending Stress Calculation
Max. Bending Moment, Mx = (Wx L²) x 0.125 x cos 5 °
= 4.41 kNm
Max. Bending Moment, My = (Wx L²) x 0.125 x sin 5 °
= 0.39 kNm
Bending stress (x-x) = Mx/Zx
= 99.80 N/mm2
Bending stress (y-y) = My/Zy
= 39.40 N/mm2
BS 5950 : 5
Allowable bending stress = CL 5.2.2.2
= 398.48 N/mm2
Factor of safety = 398.48 / (My/Zy) + (Mx/Zx)
= 2.86 OK
Purlin Size Purlin span, L Purlin spacing,
Elastic modulus, Zx-x
Elastic modulus, Zy-y
Load Data Dead load, DL Live Load, LL y s p Y t D 2 1 280 0019 . 0 13 . 1
Deflection, D = 0.01302 x WL4/EIx
for serviceability dead load = 6.03 mm
for serviceability live load = 5.03 mm
Allowable deflection = L/150
= 40.00 mm
Factor of safety = 40.00 / 11.06
= 3.62 OK
No. Support Condition Bending
1 simply-supported 0.12500
2 double span 0.12500
3 continuos span 0.08330
4 cantilever
Bolt Shear Capacity
No of bolts = 2 nos
Diameter of bolts = 12 mm
Bolt Grade = 4.6
Shear Area, As = 84.3 N/mm2
Shear Strength, ps = 160 N/mm2
Shear Capacity per bolts = 13.49 kN
Shear Capacity of Purlin Cleat Bolts = 26.98 kN
Deflection Check 0.00607 0.50000 0.12500 Table of Coefficient Deflection 0.01302 0.00540
Section Identification Area Ix Iy Zx Zy kg/m D t YZP 1016 366 0.805 0.087 12.00 5.08 3.05 102 1.6 YZP 1020 454 0.985 0.105 14.79 6.22 3.72 102 2.0 YZP 1025 561 1.199 0.127 18.16 7.56 4.60 102 2.5 YZP 1030 666 1.402 0.148 21.40 8.82 5.29 102 3.0 YZP 1216 406 1.198 0.102 16.00 5.07 3.20 127 1.6 YZP 1220 504 1.471 0.124 19.74 6.20 3.94 127 2.0 YZP 1225 624 1.797 0.150 24.28 7.54 4.89 127 2.5 YZP 1230 741 2.108 0.173 28.66 8.80 5.90 127 3.0 YZP 1516 483 2.066 0.169 23.17 6.88 4.01 153 1.6 YZP 1520 600 2.544 0.206 28.64 8.44 4.92 153 2.0 YZP 1525 744 3.120 0.250 35.32 10.31 6.01 153 2.5 YZP 1530 885 3.673 0.292 41.80 12.07 7.35 153 3.0 YZP 1716 538 2.931 0.221 29.31 7.98 4.27 175 1.6 YZP 1720 668 3.615 0.271 36.29 9.80 5.26 175 2.0 YZP 1725 829 4.443 0.330 44.80 11.98 6.67 175 2.5 YZP 1730 987 5.242 0.385 53.10 14.05 8.08 175 3.0 YZP 2016 582 3.977 0.241 35.68 7.97 4.70 203 1.6 YZP 2020 724 4.912 0.295 44.20 9.79 5.74 203 2.0 YZP 2025 899 6.046 0.359 54.61 11.96 7.13 203 2.5 YZP 2030 1071 7.144 0.420 64.77 14.03 8.79 203 3.0 YZP 2216 637 5.257 0.300 42.92 9.20 5.28 225 1.6 YZP 2220 792 6.500 0.368 53.21 11.31 6.55 225 2.0 YZP 2225 984 8.012 0.448 65.81 13.85 8.16 225 2.5 YZP 2230 1173 9.480 0.525 78.13 16.28 9.80 225 3.0 YZP 2520 850 8.294 0.403 62.10 11.88 6.69 250 2.0 YZP 2525 1056 10.240 0.492 76.86 14.55 8.34 250 2.5 YZP 2530 1260 12.120 0.577 91.31 17.11 10.20 250 3.0 YZP 3020 1056 15.370 0.845 94.65 19.93 8.71 300 2.0 YZP 3025 1314 19.010 1.037 117.40 24.53 10.84 300 2.5 YZP 3030 1569 22.570 1.221 139.70 28.98 12.10 300 3.0 YZP 3520 1290 26.850 1.730 138.80 33.04 9.92 350 2.0 YZP 3525 1606 33.270 2.131 172.40 40.81 12.37 350 2.5 YZP 3530 1920 39.580 2.521 205.50 48.38 15.07 350 3.0