Load Calculation for Gallery

Sheet1LOAD CALCULATIONS ON GALLERY (20.075M SPAN)A)DEAD LOAD (LOAD CASE NO. 3)Self weight of the structure is considered in Staad using the "SELFWEIGHT" commandSelf weight of the roof sheet0.07 kN/m2(applied as floor load on roof)Self weight of the cheqd. Plate0.5 kN/m2(assuming 6mm thick plate)B)IMPOSED LOAD (LOAD CASE NO. 4)Live load on Walkway and floor5 kN/m2Live Load on roof0.75 kN/m2Dust Load0.5 kN/m2Loads due to cable trays,Fire fighting / service water pipes1.25 kN/mC)MATERIAL LOAD (LOAD CASE NO. 5)Load at each short post in gallery7 kN(from mechanical dwg EEPL/PRJ-108/M/B/0008)D)TEMPERATURE LOAD (LOAD CASE NO. 6) 16.20C as per DBRTemperature Load is applied in staad

E)WIND LOAD ACROSS THE GALLERY (LOAD CASE NO. 7)Basic Wind Speed, Vb =50m/secReferring Table 1 , IS 875 ( Part - 3 )Risk Co-efficient factor, K1=1.08as per Clause 5.3.3.1, IS 875 ( Part - 3 )Topography factor,K3=1Referring Table 2 , IS 875 ( Part - 3 ) for Class B & Terrain Category 2Terrain category factor, K2 1.1Design WindVz = K1K2K3Vb = 59.4m/secpZ =0.6 VZ2 = 2117.016N/m2

Calculation of pressure coefficient for wallL=20.075m, w= 3.6m, h =2.7mh/w= 0.75, l/w =5.6Wind force on wallsCpe = 0.7, Cpi = 0.5 Cf = 0.7+0.5 =1.2

ELEVATION OF GALLERYWind load on individual members according to IS 875-Part 3 ,clause 6.2.1Deign wind load =1.2 x 2117=2.54kN/m2Wind force on internal nodes F2=7.1KNWind force on external nodes F1=3.6KN

Considering internal suctionWind on roof (for roof slope of 18 deg)Cpe = 0.78on WWS, 0.52 on LWSCpi =0.5Cf = 1.28 on WWSCf =1.02 on LWSTherefore , wind load on WWS = 1.28*2.117 = 2.71 kN/m2 wind load on LWS = 1.02*2.117 = 2.16 kN/m2

F)WIND LOAD ALONG THE SPAN OF GALLERY (LOAD CASE NO. 8)Wind load on portalCpe = 0.8, Cpi = 0.5 Cf = 0.7+0.5 =1.2Frictional drag (as per clause 6.3.1 of IS875 part III)d =20.75mh =2.7md/h =7.7> 4The frictional drag in the direction of wind is given by,drag on roof = Cf' x (d-4h) x b x Pd=1.5kNThis load is applied as nodal load on the roof of portal in STAADdrag on wall = Cf' x (d-4h)x 2 x hx Pd=2.27kNThis load is applied as line load on the vertical portal members in STAADG)SIESMIC LOAD IN DIRECTION ACROSS THE GALLERY (LOAD CASE NO. 1)The Seismic load is applied in the Staad model The joint weight at each node is calculated from a separate staad file(enclosed with this report) and the mass at each floor thus obtained is used in the siesmic analysis using staad in built command.H)SIESMIC LOAD ALONG THE DIRECTION OF GALLERY (LOAD CASE NO. 2)The Seismic load is applied in the Staad model

Load CalculationLOAD CALCULATIONS ON GALLERY (20.075M SPAN)18A)DEAD LOAD (LOAD CASE NO. 3)Self weight of the structure is considered in Staad using the "SELFWEIGHT" commandSelf weight of the roof sheet0.07 kN/m2(applied as floor load on roof)Self weight of the cheqd. Plate0.25 kN/m2(assuming 3.15mm thick plate)B)IMPOSED LOAD (LOAD CASE NO. 4)Live load on Walkway and floor5 kN/m2Live Load on roof0.59 kN/m2For roof slope > 10(75-(18-10)x2)Dust Load on roof0.36 kN/m2For roof slope > 10(50-(18-10)x1.83)Dust Load on floor1 kN/m2Loads due to cable trays,Fire fighting / service water pipes1.25 kN/mC)MATERIAL LOAD (LOAD CASE NO. 5)Load at each short post in gallery7 kN(from mechanical dwg EEPL/PRJ-108/M/B/0008)Taking additional 1 KN load for the short support arrangement & its self weightD)TEMPERATURE LOAD (LOAD CASE NO. 6) 16.20C as per DBRTemperature Load is applied in staad

E)WIND LOAD ACROSS THE GALLERY (LOAD CASE NO. 7)Basic Wind Speed, Vb =50m/secReferring Table 1 , IS 875 ( Part - 3 )Risk Co-efficient factor, K1=1.08as per Clause 5.3.3.1, IS 875 ( Part - 3 )Topography factor,K3=1Referring Table 2 , IS 875 ( Part - 3 ) for Class B & Terrain Category 2Terrain category factor, K2 1.1Design WindVz = K1K2K3Vb = 59.4m/secpZ =0.6 VZ2 = 2117.016N/m2

Calculation of pressure coefficient for wallL=20.75m, w= 3.6m, h =2.7mh/w= 0.75, l/w =5.76

% openings in the building is less than 20%so, Cpi values are to be taken as +0.5 and -0.5

Wind force on wallsCpe = 0.7, Cpi = 0.5 Cf = 0.7+0.5 =1.2

10-0.618-0.520.25ELEVATION OF GALLERY20-0.5Wind load on individual members according to IS 875-Part 3 ,clause 6.2.1Deign wind load =1.2x 2117=2.54kN/m2

Wind load on the windward sideWind force on Side Runner - 1 =design load x tributary = 1.2 x 2.117 x 0.7=1.78kN/mWind force on Side Runner - 2=2.54kN/mWind force on Side Runner - 3=1.91kN/m

Wind load on the Leeward sideSide Runner -1 on leeward side0.89kN/mSide Runner -2 on leeward side1.27kN/mSide Runner -3 on leeward side0.95kN/m

Considering internal suctionWind on roof (for roof slope of 18 deg)Cpe = 0.78on WWS, 0.52 on LWSCpi =0.5Cf = 1.28 on WWSCf =1.02 on LWSTherefore , wind load on WWS = 1.28*2.117 = 2.71 kN/m2 wind load on LWS = 1.02*2.117 = 2.16 kN/m2

F)WIND LOAD ALONG THE SPAN OF GALLERY (LOAD CASE NO. 8)Wind load on portal (wall)Cpe = 0.7 on WWS Cpi = 0.5 Cf = 0.7+0.5 =1.2on leeward side 0.4wind load on individual membersload at each vertical member of portal =1.2 x 2.117 x 0.250.63kN/mThis load is applied as line load on vertical members of portalon the LWS the load on portal in the same direction is0.21kN/m

Wind load on portal (wall)Considering internal suctionWind on roof (for roof slope of 18 deg)Cpe = 0.8on WWS, 0.6 on LWSCpi =0.5

Cf = 1.3 on WWSCf =1.1 on LWSTherefore , wind load on WWS = 1.3 x 2.117 x .250 = 0.69 kN/m wind load on LWS = 1.1 x 2.117 x .250 = 0.59 kN/mFrictional drag (as per clause 6.3.1 of IS875 part III)d =20.75mh =2.7md/h =7.7> 4The frictional drag in the direction of wind is given by,drag on roof = Cf' x (d-4h) x b x Pd=1.5kN(whereas Cf' =0.02 for corrugated surface)This load is applied as nodal load on the roof of portal in STAADdrag on wall = Cf' x (d-4h)x 2 x hx Pd=2.27kNThis load is applied as nodal load on the ends of vertical portal members in STAAD

G)SIESMIC LOAD IN DIRECTION ACROSS THE GALLERY (LOAD CASE NO. 1)

Zone factor IIIZ= 0.16Response reduction factor4Importance factor1.75

The Seismic load is applied in the Staad model The joint weight at each node is calculated from a separate staad file(enclosed with this report) and the mass at each floor thus obtained is used in the siesmic analysis using staad in built command.H)SIESMIC LOAD ALONG THE DIRECTION OF GALLERY (LOAD CASE NO. 2)The Seismic load is applied in the Staad model

Sheet2DESIGN OF PURLIN

Wsin

W Cos

W02.075mERROR:#REF!mmRoof Angle () =18Spacing of Purlin =1mTaking as 1m for designc/c distance of support =2.075mlx =2.075mly =2.075mDead Load :Self-Weight of Purlin =9.2kg/mS/w of roof sheeting and rafter bracing etc. =15kg/m2Load due to roof sheeting =(1x15)15kg/mTotal dead load (Wd) =(9.2+15)24.2kg/mLive Load on roof (Wl) =59kg/m2(75-(18-10)x2)Dust Load35.36kg/m2(50-(18-10)x1.83)Wind Load Including the effect of int. and ext. co-efficientWind Pressure =1.28*211.7 =270.976kg/m2Effective width of roof sheeting =1.0mWind Load =1x270.976271.0kg/mMwx =270.976x2.075^2/10116.7kg-mWdx = WdCos =24.2 x cos18 =23.0kg/mWdy = WdSin =24.2 x sin18 =7.5kg/mWlx = WlCos =(59+35.36) x cos18 =89.7kg/mWly = WlSin =(59+35.36) xsin18 =29.0kg/mMdx =23 x 2.075^2/109.9kg-mMdy =7.5 x 2.075^2/103.2kg-mMlx =89.7 x 2.075^2/1038.6kg-mMly =29 x 2.075^2/1012.5kg-mLoad CombinationDL + LL+DUST LOADMx = (Mdx + Mlx) = 9.9 + 38.648.5kg-mMy = (Mdy + Mly) =3.2 + 12.515.7kg-mTry with ISMC 100Ixx =186.7cm4Zx =37.3cm3 Zy =7.5cm3 sbc,cal = Mx/Zx + My/Zy =339.3601429848kg/cm2< 1650kg/cm2Hence ok2. DL + WLMx = (Mdx+Mwx) = 116.7 - 9.9106.8kg-mMy = Mdy = 3.2kg-mTry with ISMC 100Zx =37.3cm3 Zy =7.5cm3 sbc,cal = Mx/Zx + My/Zy =328.9937444147Kg/cm2 6mm > 0.009 mmHence ok

Sheet10