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Given: 3. Purlins Design

This document provides a structural calculation for a steel truss located in Romblon. It includes design of the truss, purlins, and load analysis. The truss has a spacing of 6.8m and members made of steel in sections of 2"x2"x1/4" or 2"x2"x3/16". Loads included are dead load of 0.1 kPa, live load of 0.6 kPa, and wind loads ranging from -15.03 to 9.3 kn/m. A load analysis calculates moments and checks flexural strength and deflection for different load cases. Purlin design provides specifications and checks deflection under normal and tangential loads.

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Jake Cortez
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238 views3 pages

Given: 3. Purlins Design

This document provides a structural calculation for a steel truss located in Romblon. It includes design of the truss, purlins, and load analysis. The truss has a spacing of 6.8m and members made of steel in sections of 2"x2"x1/4" or 2"x2"x3/16". Loads included are dead load of 0.1 kPa, live load of 0.6 kPa, and wind loads ranging from -15.03 to 9.3 kn/m. A load analysis calculates moments and checks flexural strength and deflection for different load cases. Purlin design provides specifications and checks deflection under normal and tangential loads.

Uploaded by

Jake Cortez
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
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Download as PDF, TXT or read online on Scribd
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STRUCTURAL CALCULATION

Poject: Design of Steel Trusss


Location: Romblon

3. PURLINS DESIGN
Given
Height of truss 1.50 m. Using section 150x50x2
Length of truss 20.00 m. Weight = 4.2 kg/m
Spacing of truss 7.10 m. H= 150 mm.
Slope of roofing 0.15 m. B= 50 mm.
Spacing of purlins 0.60 m. Tf = 2 mm.
ht. of roof 7.00 m. Ix = 203 Cm4
Iy = 23 Cm4
Exposure category B Sx = 27 Cm3
Importance factor. Iw 1.00 Sy = 7 Cm3
Wind Velocity 260.00
Kzt 1.00 Roof Angle Θ = 8.5307656 Degrees
Kz 0.71
Kd 0.85
Modulus of elasticity of steel 200.00 Gpa
Yield strength of steel 170.00 Mpa
Sag rods: mid point
Enter no. 2.00
Loads Normal loads, Wn:
Dead loads:
G.I. Roofing: 77.00 Pa DL = 86.43501511 N/m
LL = 356.017087 N/m
77.00 Pa WL = (1,753.79) N/m
Live loads: 600.00 Pa
Wind loads -
Tangential loads, Wt
Design wind pressure, P qz = 47.3x10^-6 * kz * kzt * kd * V^2 * Iw
1,929.68 Pa DL = 12.96525227 N/m
Wind Pressure for Roof, P (2,922.98) Pa LL = 53.40256305 N/m

LOAD ANALYSIS MOMENTS


Load case Wn (N/m) Wt (N/m) Mn (N-m) Mt (N-m)
1.00 D+L 442.45 66.37 2,788.00 104.55
2.00 1.2DL + 0.5LL + 1.0WL (1,472.06) 49.78 (9,275.81) 78.41

Check for Flexure

FLEXURAL STRENGTH Check if compact section Remarks Load case


Load case ( fbx ) Mpa ( fby) Mpa Fbx Fby Govern
1.00 D+L 103.26 29.87144259 138.00 123.60 0.99 safe case 1
2.00 1.2DL + 0.5LL + 1.0WL (343.55) 22.40358194 138.00 123.60 -2.30822266 safe case 1

Check for deflection

Allowable deflection (L/180) 39.44 mm

Yn = 5Wn L4
= 36.06 mm SAFE
384EIx
STRUCTURAL CALCULATION
Poject: Design of Steel Trusss
Location: Romblon
4. TRUSS DESIGN

Loadings Material Designation

Truss spacing 6.8 m Member Material Section


0.10 Kpa Top Chord Steel 2L - 2"x2"x1/4"
Dead Load 0.68 kn/m Bottom Chord Steel 2L - 2"x2"x1/4"
0.680 kn/m Vertical Member Steel 2L - 2"x2"x3/16"
0.6 kpa Diagonal Member Steel 2L - 2"x2"x3/16"
Live Load
4.08 kn/m
-2.21 kpa
-1.63 kpa
-1.36 kpa
Wind Load -15.03 kn/m
-11.08 kn/m
-9.25 kn/m
9.30 kn/m

Dead Load

Live Load

Wind Load
STRUCTURAL CALCULATION
Poject: Design of Steel Trusss
Location: Romblon

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