Cold form section Purlin design as per IS 811 & BS 5900
design and calculation shaft of machine
purlin
calculation of craneDescripción completa
design calculation of abutment
THIS SPREAD SHEET CAN BE USE TO CALCULATE THE HEAT LOAD IN BTU FOR SPECIFIC ROOMFull description
The primary objective of this report is to provide a convenient, consistent and accurate method of calculating heating and cooling loads and to enable the designer to select systems that meet the requirement for efficient utilization and are also res
paging load calculationFull description
Full description
hvacFull description
LOAD COMPUTATION: Case-1 (101.6M purlin pipe) Note: this sheet only contains load computation and design of purlin. For desing of truss refer another attachment
Grade of steel tubular pipe used
Yst25
As per IS 1106-1963
Purlin size 101.60mm (M) Height of Truss Length of Top Chord Equal spacing of purlins on chord
2.5 m 7.844 m 1.310 m
Unit wt of material CGI sheet
2 0.142 KN/m
CGI sheet
0.199 KN/m
1. DEAD LOAD Truss Spacing Equal spacing of purlins on chord Bottom Chord Length Half of bottom chord due to symmetical Length of Top Chord Roof slope Self weight of Purlin/m (Out dia 101.6x4.5 M)
2
5.080 1.310 14.870 7.435 9.005 0.322 0.0975
= 0.142+0.142*40/100=0.1988KN/m2 (40% additional for lapping of CGI sheet )
m m m m m rad KN/m
Weight of CGI Sheet Self wt. of purlin Total dead load
1.324 KN 0.495 KN 2.002 KN
10% increased due to cleat plates, nuts, bolts
Total dead load on purlin (Wd) Total dead load on truss
0.394 KN/m 2.002 KN
(Total dead load /spacing of purling) (dead load on purlin*length of purlin pipe)
2. LIVE LOAD 2 0.75 KN/m
Live load
2
Minimum imposed load roof where access not provided IS 875
Live load as per IS 875 for roof slope >10º
0.581 KN/m
= 0.75-0.02*(18.44º-10) refer IS 875
Live load on purlin Live load on truss structure
0.722 KN/m 2.446 KN
= 0.581*cosθ*spacing of purlin (1.306m) = 2/3*0.581*cosθ*spacing of purlin*spacing of truss (reference IS 875 & LS Negi book)
3. WIND LOAD Pz = Where, Vb = k1 = k2 = k3 =
Slope less than 3° Slope greater than 3° Where, Z L s F= Where, Cpe = Cpi =
0.6 Vz2
basic wind speed in m/s at 10m height. Probability factor (or risk coefficient) Terrain, height and structure size factor Topography factor = 1 for upwind slope θ>3º = k3=1 k3=1+C.s 1 to 1.36 for upwind slope θ>º C=Z/L Height of crest or hill Projected length of upwind zone from avg. ground level to crest in wind direction. factor, it is dermined from cliff and escarpment fig. (Cpe - Cpi)*Apz external pressure coeffient internal pressure coefficent
Basic wind speed (Vb) k1 k2 k3 VZ
47 m/s 1.07 1 1.054 53.006 m/s 2
1685.760 N/m
Pz
2
1.686 KN/m
Pz Width of building Length of building Height of building h/w
Probability factor of risk (refer table) Terrain, height, structure size factor (refer table)
w l h
15.1 31.8 12.5 0.8278146
m m m m
0.5 < h/w < 1.5
θ=18.447º Wind ward 0 0 EF GH -0.7621 -0.515
Wind angle Face Cpe
Lee ward 90 90 EG FH -0.8 -0.6
Assuming the building to be of medium permeability Cpi = Cpe+Cpi = Cpe-Cpi