Kovvali truss-3 spansDesign of Roof (Pratt) trussDesign Data:-Plan length of the building l =10.13mPlan depth of the building w =5.72mHeight of the building excluding pitched roof h =3.35mDead weight of AC sheets =0.13KN/sqmDead weight of purlins,fixtures and false roofing system =0.45KN/sqmSpan of the truss =5.49mHeight of the truss =1.00mSpacing of trusses =3.30mLive load on pitched roof (For pitched roof having slope 200 ) =0.55KN/sqmDistance between the nodal points(purlin locations) on top rafter =0.97mWind coefficients:-k1 (risk coefficient assuming 50 years of design life) =1.00k2 (assuming terrain category 2) =1.00k3 = 1.0 (topography factor)1.00Basic wind speed Vb =50.00m/secInternal wind pressure coefficient Cpi (Buildings with low permeability) =0.20Slope of the pitched roof in degrees =20Load Calculations:-Dead Load of roof =0.58KN/sqmDead load/m run on rafter =1.914KN/mLive Load =0.55KN/sqmLive load/m run on rafter =1.815KN/mCalculation of Wind Load:-Assuming the building is situated in Vijayawada, the basic wind speed is =50.00m/secDesign wind speed, Vz = k1 k2 k3 Vb =50.00m/secDesign wind pressure, Pd = 0.6*Vz2 =1.50KN/sqmWind Load on walls:-The wind load, WL acting normal to the individual surfaces is given byWL = (Cpe Cpi ) A*PdExposed area of the wall per frame normal to the wind direction, A =11.06sqmAssuming buildings with low degree of permeability,the internal pressure coefficient Cpi =0.20For the proposed building, h/w =0.5856643357l/w =1.770979021From table 4 of IS 875--Part-3:1985,the external wind pressure coefficients are as given below:-Wind angleCpeCpi(Cpe-Cpi)Total wind load in KNin degreesWindwardLeewardWindwardLeewardWindwardLeeward00.7-0.30.200.5-0.58.295-8.2950.7-0.3-0.200.9-0.114.931-1.65990-0.5-0.50.20-0.7-0.7-11.613-11.613-0.5-0.5-0.20-0.3-0.3-4.977-4.977Wind Load on Roofs:-Exposed area of each slope of roof, per frame is9.64sqmFrom table 5 of IS 875--Part-3:1985,the external wind pressure coefficients are as given below:-Wind angleCpeCpi(Cpe-Cpi)Total wind load in KNin degreesWindwardLeewardWindwardLeewardWindwardLeeward0-0.7-0.50.20-0.9-0.7-13.014-10.122-0.7-0.5-0.20-0.5-0.3-7.23-4.33890-0.8-0.60.20-1-0.8-14.46-11.568-0.8-0.6-0.20-0.6-0.4-8.676-5.784Concentrated loads on nodes :-Dead load at intermediate node points =1.75KN(corresponding to purlin locations)Superimposed load at intermediate node points =1.66KN(corresponding to purlin locations)Wind load at intermediate node points on windward side =-2.41KNWind load at intermediate node points on leeward side =-1.45KNVertical component of wind load on windward side@ =-2.26KNintermediate nodal pointsVertical component of wind load on leeward side@ =-1.36KNintermediate nodal pointsVertical component of wind load @ at ridge =-1.81KNHorizontal component of wind load on windward side@ =-0.82KNintermediate nodal pointsHorizontal component of wind load on leeward side@ =-0.50KNintermediate nodal pointsHorizontal component of wind load @ at ridge =-0.66KNLoad combinations :-i) 1.5DL + 1.5LLVertical load windward =5.12KNVertical load leeward =5.12KNVertical load at ridge =5.12KNii) 1.5DL + 1.5LL+1.05WLVertical load windward =2.74KNVertical load leeward =3.69KNVertical load at ridge =3.22KNHorizontal load windward =-0.82KNHorizontal load leeward =-0.50KNHorizontal load at ridge =-0.16KN(Windward side)The results of analysis using STADD.Pro.2007 are as given below :-

Kovvali truss-2 pointsDesign of Roof (Pratt) trussDesign Data:-Plan length of the building l =10.13mPlan depth of the building w =5.72mHeight of the building excluding pitched roof h =3.35mDead weight of AC sheets =0.13KN/sqmDead weight of purlins,fixtures and false roofing system =0.45KN/sqmSpan of the truss =5.49mHeight of the truss =1.00mSpacing of trusses =3.30mLive load on pitched roof (For pitched roof having slope 200 ) =0.55KN/sqm25.626661.918751586.76703875Distance between the nodal points(purlin locations) on top rafter =1.46mWind coefficients:-k1 (risk coefficient assuming 50 years of design life) =1.00k2 (assuming terrain category 2) =1.00212.4305555556k3 = 1.0 (topography factor)1.00Basic wind speed Vb =50.00m/secInternal wind pressure coefficient Cpi (Buildings with low permeability) =0.20Slope of the pitched roof in degrees =2024.558.25158.56944444448.7558.356.6805555556Load Calculations:-215.25Dead Load of roof =0.58KN/sqm33.2558.25215.2013888889Dead load/m run on rafter =1.914KN/mLive Load =0.55KN/sqm1258.6302Live load/m run on rafter =1.815KN/m147.222941.8681Calculation of Wind Load:-36.7836Assuming the building is situated in Vijayawada, the basic wind speed is =50.00m/secDesign wind speed, Vz = k1 k2 k3 Vb =50.00m/secDesign wind pressure, Pd = 0.6*Vz2 =1.50KN/sqmWind Load on walls:-The wind load, WL acting normal to the individual surfaces is given byWL = (Cpe Cpi ) A*PdExposed area of the wall per frame normal to the wind direction, A =11.06sqmAssuming buildings with low degree of permeability,the internal pressure coefficient Cpi =0.20For the proposed building, h/w =0.5856643357l/w =1.770979021From table 4 of IS 875--Part-3:1985,the external wind pressure coefficients are as given below:-Wind angleCpeCpi(Cpe-Cpi)Total wind load in KNin degreesWindwardLeewardWindwardLeewardWindwardLeeward00.7-0.30.200.5-0.58.295-8.2950.7-0.3-0.200.9-0.114.931-1.65990-0.5-0.50.20-0.7-0.7-11.613-11.613-0.5-0.5-0.20-0.3-0.3-4.977-4.977Wind Load on Roofs:-Exposed area of each slope of roof, per frame is9.64sqmFrom table 5 of IS 875--Part-3:1985,the external wind pressure coefficients are as given below:-Wind angleCpeCpi(Cpe-Cpi)Total wind load in KNin degreesWindwardLeewardWindwardLeewardWindwardLeeward0-0.7-0.50.20-0.9-0.7-13.014-10.122-0.7-0.5-0.20-0.5-0.3-7.23-4.33890-0.8-0.60.20-1-0.8-14.46-11.568-0.8-0.6-0.20-0.6-0.4-8.676-5.784Concentrated loads on nodes :-Dead load at intermediate node points =2.63KN(corresponding to purlin locations)Superimposed load at intermediate node points =2.49KN(corresponding to purlin locations)Wind load at intermediate node points on windward side =-3.62KNWind load at intermediate node points on leeward side =-2.17KNVertical component of wind load on windward side@ =-3.40KNintermediate nodal pointsVertical component of wind load on leeward side@ =-2.04KNintermediate nodal pointsVertical component of wind load @ at ridge =-2.72KNHorizontal component of wind load on windward side@ =-1.24KNintermediate nodal pointsHorizontal component of wind load on leeward side@ =-0.74KNintermediate nodal pointsHorizontal component of wind load @ at ridge =-0.99KNLoad combinations :-i) 1.5DL + 1.5LLVertical load windward =7.68KNVertical load leeward =7.68KNVertical load at ridge =7.68KNii) 1.5DL + 1.5LL+1.05WLVertical load windward =4.11KNVertical load leeward =5.54KNVertical load at ridge =4.83KNHorizontal load windward =-1.24KNHorizontal load leeward =-0.74KNHorizontal load at ridge =-0.25KN(Windward side)The results of analysis using STADD.Pro.2007 are as given below :-MemberLocationForce(Case-II)in KNNature of force1--9Top chord26.40Tension9--7Top chord18.00Tension7--10Top chord17.70Tension10--5Top chord27.90Tension1--2Bottom chord1.09Tension2--3Bottom chord1.11Tension3--4Bottom chord1.08Compression4--5Bottom chord1.12Compression9--2Verticals0.52Compression7--3Verticals6.49Compression10--4Verticals0.50Compression9--3Diagonals7.09Tension10--3Diagonals9.41Tension

Police auditoriumDesign of Roof trussDesign Data:-Plan length of the building l =23.33mPlan depth of the building w =12.43mHeight of the building excluding pitched roof h =3.81mDead weight of AC sheets =0.13KN/sqmDead weight of purlins,fixtures and false roofing system =0.45KN/sqmSpan of the truss =12.20mHeight of the truss =1.52mSpacing of trusses =3.30mLive load on pitched roof (For pitched roof having slope 140 ) =0.67KN/sqm25.626661.918751586.76703875Distance between the nodal points(purlin locations) on top rafter =1.26mWind coefficients:-k1 (risk coefficient assuming 50 years of design life) =1.00k2 (assuming terrain category 2) =0.98212.4305555556k3 = 1.0 (topography factor)1.00Basic wind speed Vb =50.00m/secInternal wind pressure coefficient Cpi (Buildings with low permeability) =0.20Slope of the pitched roof in degrees =1424.558.25158.56944444448.7558.356.6805555556Load Calculations:-215.25Dead Load of roof =0.58KN/sqm33.2558.25215.2013888889Dead load/m run on rafter =1.914KN/mLive Load =0.67KN/sqm1258.6302Live load/m run on rafter =2.211KN/m147.222941.8681Calculation of Wind Load:-36.7836Assuming the building is situated in Vijayawada, the basic wind speed is =50.00m/secDesign wind speed, Vz = k1 k2 k3 Vb =49.00m/secDesign wind pressure, Pd = 0.6*Vz2 =1.44KN/sqmWind Load on walls:-The wind load, WL acting normal to the individual surfaces is given byWL = (Cpe Cpi ) A*PdExposed area of the wall per frame normal to the wind direction, A =12.57sqmAssuming buildings with low degree of permeability,the internal pressure coefficient Cpi =0.20For the proposed building, h/w =0.3065164924l/w =1.8769106999From table 4 of IS 875--Part-3:1985,the external wind pressure coefficients are as given below:-Wind angleCpeCpi(Cpe-Cpi)Total wind load in KNin degreesWindwardLeewardWindwardLeewardWindwardLeeward00.7-0.250.200.5-0.459.054171-8.14875390.7-0.25-0.200.9-0.0516.2975078-0.905417190-0.5-0.50.20-0.7-0.7-12.6758394-12.6758394-0.5-0.5-0.20-0.3-0.3-5.4325026-5.4325026Wind Load on Roofs:-Exposed area of each slope of roof, per frame is20.75sqmFrom table 5 of IS 875--Part-3:1985,the external wind pressure coefficients are as given below:-Wind angleCpeCpi(Cpe-Cpi)Total wind load in KNin degreesWindwardLeewardWindwardLeewardWindwardLeeward0-0.88-0.40.20-1.08-0.6-32.283846-17.93547-0.88-0.4-0.20-0.68-0.2-20.326866-5.9784990-0.75-0.60.20-0.95-0.8-28.3978275-23.91396-0.75-0.6-0.20-0.55-0.4-16.4408475-11.95698Concentrated loads on nodes :-Dead load at intermediate node points =2.34KN(corresponding to purlin locations)Superimposed load at intermediate node points =2.70KN(corresponding to purlin locations)Wind load at intermediate node points on windward side =-6.46KNWind load at intermediate node points on leeward side =-4.78KNVertical component of wind load on windward side@ =-6.27KNintermediate nodal pointsVertical component of wind load on leeward side@ =-4.64KNintermediate nodal pointsVertical component of wind load @ at ridge =-5.46KNHorizontal component of wind load on windward side@ =-1.56KNintermediate nodal pointsHorizontal component of wind load on leeward side@ =-1.16KNintermediate nodal pointsHorizontal component of wind load @ at ridge =-1.36KNLoad combinations :-i) 1.5DL + 1.5LLVertical load windward =7.56KNVertical load leeward =7.56KNVertical load at ridge =7.56KNii) 1.5DL + 1.5LL+1.05WLVertical load windward =0.98KNVertical load leeward =2.69KNVertical load at ridge =1.84KNHorizontal load windward =-1.56KN3.78Horizontal load leeward =-1.16KNHorizontal load at ridge =-0.20KN(Windward side)The results of analysis using STADD.Pro.2007 are as given below :-MemberLocationForce(Case-II)in KNNature of force1--9Top chord26.40Tension9--7Top chord18.00Tension7--10Top chord17.70Tension10--5Top chord27.90Tension1--2Bottom chord1.09Tension2--3Bottom chord1.11Tension3--4Bottom chord1.08Compression4--5Bottom chord1.12Compression9--2Verticals0.52Compression7--3Verticals6.49Compression10--4Verticals0.50Compression9--3Diagonals7.09Tension10--3Diagonals9.41Tension

Sheet2

Sheet1

Sheet3

MBD0004496F.unknown