inputRITES LTDCALCULATION SHEETDesigned by :RITES LTDCALCULATION SHEETDesigned by :Project :Quazikund - Baramulla Rail LinkAbhijeetProject :Quazikund - Baramulla Rail LinkAbhijeet(A GOVERNMENT OF INDIA ENTERPRISE)Checked by ;(A GOVERNMENT OF INDIA ENTERPRISE)Checked by ;Subject :Design of 24.4 m Composite Plate GirderPankajSubject :Design of 18.3 m Composite Plate GirderPankajDate ;Date ;Input data:More Inputs(A)Loading Standerd(IRS Bridge Rules)Sleeper154154M.B.GLoading(B)RCC Slab/Ballast/Sleeper(Concrete Bridge Code)1Width of Slab between the inside of Ballast Retainer4500mm2Depth of Ballast Cushion400mm2202703Type of SleepersPRCSleeperMid sectionEnd section4Grade of ConcreteM355Reinforced BarsHYSDBarsBogi Ht =3.5056Wearing Coat25mm7Slope of Wearing Coat2.5%Seismic Zone=58Concrete Density2.5t/m3b=1.29Sleeper Density1660sleeper/kmI=1.510Density of Ballast1.92t/m311Weight of P.S.C. Sleeper + Clips (267.7+15)282.7kg12Wt. of rails and Guard rails (2 x 120kg)240kgEccentricity due to actual cant/cant deficiency13Ballast cushion400/300mm(8) Allowable Stresses(C)Steel Girders(Steel Bridge Code)(12) Design of ConnectionCompletely welded plate girders with rivetted cross frame connections,riveted Lateral bracings, riveted intermediate stiffeners.(13) Design of StiffenersDensity of Steel7.85t/m3Elasticity of steel2.11E+06kg/cm2(14) Design of SplicesYield Stress of Steel2400kg/cm2a=*900mmm=1375mmRail height=156b=25mmn=500mmALL(D)Span Datac=190mmo=235mm1Clear Span24400mmd=300mmp=2650mm2Centers of Bearings25600mme=150mmq=100mm3Overall Length26050mmf=150mm1141.04C/C of girders2200mmg=450mmDistance of rail level from top of steel girder=10913053.05C/c of piersh=650mmDistance of rail level from bot.of steel girder=3101(E)Bearingsi=250mmElastomeric Bearingj=400mmk=180mm210mm below rail(F)Construction Details(Appendix 'G' of SBC for fatigue)l=155mm1Welds in flangesFull penetration butt welds*a=900mm for curved track and 750 for straight track.2Welds between web and flangesFull penetration butt welds3Web and bearing stiffenersFillet welded connectionI-Section :400x32mm4Web and intermediate stiffenersRivetted connection119.68755No. of cycles for Permissible stress for fatigue1.00E+07Total D=2010mm1915x16mm6Shear connectorsWelded to flangeArea=780.90cm2Weight=0.9195t/mTotal depth =2010mm(G)Curvature DetailsTotal wt. =47.08t1Degree of Curve4degree550x63mm2Max. permissible speed of section (Vm)160kmph0x0mm3Speed of goods train (Vg)65kmph4Equilibrium speed (Ve)100kmph5Max. permissible cant of track (Ca)165mm6Max. permissible cant deficiency (Cd)100mm7Max. permissible cant excess (Ce)75mm8Dynamic gauge (G)1743mm(H)Others1Shear ConnectorsStud shear connectors2Type of constructionUnpropped construction3Creep Factor34derailment load8t/m

agfedcbhijklmnop123C/L of DeckqFig.145ABCD

Sheet1RITES LTDCALCULATION SHEETDesigned by :Project :Quazikund - Baramulla Rail LinkAbhijeet(A GOVERNMENT OF INDIA ENTERPRISE)Checked by ;Subject :Design of 24.4 m Composite Plate GirderPankajDate ;(1) Loads:(1.A)Dead Load Calculations:(A)Deck Slab:(refer Fig.1)Seection Areas:-Section 1:Area=( 450 + 650) / 2 x 150=82500mm2Section 2:Area=( 275 + 215 ) / 2 x 2650=649250mm2Section 3:Area=( 300 + 150 ) / 2 x 900=202500mm2Total Area=934250mm2=0.934m2Deck weight of deck slab/m/girder =0.934 x 2.5=2.34t/m(B)Sleeper:(All Dimensions are in mm)235v1180v213751375154154180235220270Mid sectionEnd sectionArea at mid section=0.03366m2Area at end section=0.04982m2Volume (v1 +v2)=0.11m3Volume of Sleeper per m length =0.11 x 1660 /1000=0.1905431 m3 per m length(C)Ballast:(refer Fig.1)Volume of ABCD=( 2500 + 2350 ) / 2 x ( 900 + 735 ) / 2 x 1 /1000000=1.9824375m31Volume of ABCD both side=3.964875m32Volume of 1.66 Sleepers=0.19054m33Volume of 4 (Fig.1)=0.1 x 0.5 x 1 / 2=0.025m34Volume of 5 (Fig.1)=( 0.1 + 0.155 ) / 2 x 1.375=0.1753125m3Volume of Ballast=(1 - 2 - 2x3 - 2x4)=3.3737069m3Weight of Ballast per m run=3.3737069 x 1.92=6.48t/mWeight of Ballast/m run /girder=3.24t/m(D)Track with P.S.C. SleepersWeight of Sleeper per m=0.2827 x 1.66=0.469t/mWeight of rails per m=0.24t/mWeight of Track with sleepers=0.709t/m(E)Weight of Steel GirderArea of Steel section=0.07809m2Weight of steel section per m=0.61t/m50% more for connections=0.31t/mTotal weight of steel=0.92t/m(1.B)Live LoadEffective span=25.6mEUDL Bending=244.82t=9.56t/mEUDL Shear=268.74t=10.50t/mC.D.A. = (0.15 + 8 / ( 6 + L))=0.403(1.C)Longitudinal LoadTractive Effort=79.98tBracking Force=58.56t(1.D)Racking ForceRacking Force @ 600kg/m=15.36t/span(1.E)Wind ForceWind Pressure=150kg/m2Wind force on moving Load=3.505 x 25.6 x 0.15=13.46t/spanBogi Ht =3.505mWind force on deck slab=( 1.115+0.15 )x 25.6 x 0.15=4.86t/spanWind force on steel girder=2.01 x 25.6 x 0.15 x 1.5=11.67t/spanTotal wind force per span=29.99t/span=1.17t/m(1.F)Derailment LoadFor thederailment of stability the equivalent load shall be taken as vertical load of8 t/m with a total length of 20m acting on edgeof structure under consideration.(1.G)Seismic LoadSeismic Zone=5a0=0.08b=1.2I=1.5ah = b I a0=0.144av = b I a0 / 2=0.072Dead Load100%(in +y , -y , +z , -z Directions)Live Load50% w/o cda(in +z Directions)100% w/o cda(in +y , -y Direction)Hor. Seismic force due to D.L.=50.49t/span=1.97t/mHor. Seismic force due to L.L.=19.35t/span=0.76t/mTotal Hor.seismic force=69.84t/span=2.73t/mVer. Seismic force due to D.L.=25.25t/span=0.99t/mVer. Seismic force due to L.L.=19.35t/span=0.76t/mTotal Ver.seismic force=44.60t/span=1.74t/m(1.H)Centrifugal LoadCentrifugal load (C) = WV^2/127R=1.60t/m runW=EUDL t/m run for shear(2) Check for Spacing of Steel Girder:(a)Derailment LoadDead Load of deck slab=4.67t/mDead load of Ballst +Track=7.19t/mDead load of steel girder=1.8t/mTotal dead load=13.70t/m8t/m13.7 t/m15502200Taking Moment about ARestoring moment=15.07t.mOverturning moment=12.4t.mFactor of safety=1.22Hence spacing is O.K.(b)Wind + Centrifugal + RackingForce due to wind + racking=1.77135t/mRacking load = 0.6t/mForce due to centrifugal force=1.60t/mTotal Horizontal force=3.37t/m3101mmc/c of girders=2200mmUplift due to hor. Force=4.75t/mDownward forces=( 13.7 + 10.5 )/2=12.10t/m>4.75 x 1.5 = 7.13Hence O.K.cl.4.8 SBC(c)Seismic + Centrifugal + RackingForce due to siesmic + racking=3.33t/mForce due to centrifugal force=1.60t/mTotal Horizontal force=4.93t/mc/c of girders=2200mmUplift due to hor. Seismic Force=6.95t/mUplift due to ver. Seismic force=1.74t/mTotal uplift=8.69t/mDownward forces=( 13.7 + 10.5 )/2=12.10t/m>8.69 x 1.5 = 13.03Hence O.K.(3) Modular Ratio:Modulus of Elasticity of Conc.Ec=5000*(fck)^0.5Fc=350kg/cm2Hence Ec=295804kg/cm2Es=2.1E+06kg/cm2m=7.13(4) Efective Flange Width of Composite Beam:The effective flange width for inner and outer parts (measured from C/L of beam) to betaken in the case of edge beam shall not exceed the least of the following :1.1/12 th the span of the beam (for both inside and outside parts)2.6 times the least thickness of slab + 1/2 the web thickness3.1/2 the distance to the adjoing beam (for inside) and actual width (for outside beam)For Inside PartsFor Outside Parts1.1/12 x 25600=21331/12 x 25600=21332.6 x 190 + 1/2 x 16=11486 x 190 + 1/2 x 16=11483.1/2 x 2200=11002650 - 1100=1550Least value for inside parts=1100mmLeast value for outside parts=1148mmEffective width=2248mm(5) Curve calculations:Degree of Curve=4degreeRadius of curve (R)=1750 / 4 =437.50mEquilibrium Superelevation=G x (Ve)^2 / (127 x R)=313.70mmCant Deficiecny ConsiderationSuperelevation for max. Speed=G x (Vm)^2 / (127 x R)=803.07mmCant Deficiency=803.07 - 313.7=489.37mm> 100mmHence Cd=100mmWith this Cd, Ca=703.07mm> 165mmHence Ca from Cd consideration=165mmCant Excess ConsiderationSuperelevation for min. Speed=G x (Vg)^2 / (127 x R)=132.54mmCant excess=32.46mm< 75mmHence Ce=32.46mmWith this Ce, Ca=165.00mm< 165mmHence Ca from Ce consideration=165.00mmCant Provided Ca=165mm (rounding off to higher multiple of 5mm)Speed on curve=0.27[(Ca+Cd) x R]^0.5=92kmphPermissible speed on curve=Min of 92 and 160=92kmph

ARail levelBottom of steel

Sheet2RITES LTDCALCULATION SHEETDesigned by :Project :Quazikund - Baramulla Rail LinkAbhijeet(A GOVERNMENT OF INDIA ENTERPRISE)Checked by ;Subject :Design of 24.4 m Composite Plate GirderPankajDate ;Versine of curvev = 12.5 x L2/ ( R x 100 )=0.187mEccentricity due to actual cant/cant deficiency18301743Eccentricity due to actual cant "Ca" :-Tan(a) =Ca / 1.743alsoTan(a) =e / 1.83=>e =0.173mEccentricity due to actual cant "Cd" :-e1 =0.105mAdditional eccentricity=0.10mFinal values ofe=0.273me1=0.205mBending Moment and Shear Force for Live load in CurveCase-1 Live Load Running at Max. Speed (with full CDA)Outer GirderBending Moment=(w L2/ 48 s) *(3s + 6e1 + v)(where s is spacing of girder)=475.82t.mBending moment with CDA=667.66t.mShear Force=(w L/4 s)*(s+2e1)=79.71tShear force with CDA=111.84tInner GirderBending Moment=(w L2/ 48 s) *(3s - 6e1 - v)=307.60t.mBending moment with CDA=431.61t.mShear Force=(w L/4 s)*(s-2e1)=54.66tShear force with CDA=76.70tCase-2 Live Load Standing with half normal CDAOuter GirderBending Moment=(w L2/ 48 s) *(3s - 6e + v)=305.53t.mBending moment with CDA=367.11t.mShear Force=(w L/4 s)*(s-2e)=50.50tShear force with CDA=60.68tInner GirderBending Moment=(w L2/ 48 s) *(3s + 6e - v)=477.90t.mBending moment with CDA=574.23t.mShear Force=(w L/4 s)*(s+2e)=83.87tShear force with CDA=100.78tPercentage increase with straight trackNormal B.M. with CDA=549.64t.m% increase in B.M.=( 667.66 - 549.64 ) / 549.64=21.47%Normal S.F. with CDA=94.27t% increase in S.F.=( 111.84 - 94.27 ) / 94.27=18.64%Additional Shear Force due to Centrifugal Force at bearing levelBending Moment(k =1)y1 =2135.00mms =2200.00mmV =C.F. x y1 / sV =1.55t/mB.M. due to V =0.00t.mShear Forcey2 =2135mmV =C.F. x y2 / sV =1.55t/mS.F. due to V =19.86t(6) Bending Moment and Shear ForceX=4.6M25.6S.LLoadRate (t/m/girder)Bending Mom. per girderShear force per girderS.LLoadRate (t/m/girder)Bending Mom. per girderShear force per girdert/mt.mtt/mt.mt1.Dead Load1.Dead Load1.aDeck Slab2.34191.3329.901.aDeck Slab2.34112.8119.151.bBallast3.24265.3241.461.bBallast3.240.00156.4326.561.cTrack0.3529.054.541.cTrack0.350.0017.132.911.dSteel girder0.9275.3311.771.dSteel girder0.920.0044.417.541(a+d)Deck Slab+ girder3.26266.6641.671(a+d)Deck Slab+ girder3.260.00157.2226.691(b+c)Ballast + Track3.59294.3746.001(b+c)Ballast + Track3.590.00173.5629.472.Live Load667.66111.842.Live Load8.150.00393.6566.833.Centrifugal force0.0019.863.Centrifugal force0.000.000.000.008.158.740.001.55

aae or e1Ca or CdRail levelC.F.C.G.level of sectiony1y2sVV

Sheet3RITES LTDCALCULATION SHEETDesigned by :Project :Quazikund - Baramulla Rail LinkAbhijeet(A GOVERNMENT OF INDIA ENTERPRISE)Checked by ;Subject :Design of 24.4 m Composite Plate GirderPankajDate ;(7) Sectional Properties(7) Sectional Properties(a) Steel Girder Only:-(a) Steel Girder Only:-400x32mm400x32mm1915x16mm1915x16mmTotal Depth =201.00cmTotal Depth =199.20cm550x63mm550x45mm0x0mm0x0mmC.G. from bottom:C.G. from bottom:DescriptionAreaYAYDescriptionAreaYAYcm2cmcm3cm2cmcm3Top plate128.00199.4025523.20Top plate128.00197.6025292.80Web plate306.40102.0531268.12Web plate306.40100.2530716.60Bottom plate-I346.503.151091.48Bottom plate-I247.502.25556.88Bottom plate-II0.000.000.00Bottom plate-II0.000.000.00780.9057882.79681.9056566.27Y=74.12cmY=82.95cmYbs=74.12cmYts=126.88cmYbs=82.95cmYts=116.25cmMOMENT OF INERTIA OF STEEL GIRDERMOMENT OF INERTIA OF STEEL GIRDERDescriptionAreadAd^2I (self)DescriptionAreadAd^2I (self)cm2cmcm4cm4cm2cmcm4cm4Top plate128.00125.282008867.90109.23Top plate128.00114.651682396.76109.23Web plate306.4027.93238963.51936364.78Web plate306.4017.3091660.95936364.78Bottom pl-I346.5070.971745387.361146.05Bottom pl-I247.5080.701611997.69417.66Bottom pl-II0.0070.970.000.00Bottom pl-II0.0080.700.000.00780.903993218.76937620.06681.903386055.40936891.67Ina = Iself + Ad^2=4930838.821239435cm^4Ina = Iself + Ad^2=4322947.066795534cm^4Zbs = Ina/Ybs=66522.2202125152cm^3Zbs = Ina/Ybs=52112.6343364111cm^3Zts = Ina/Yts=38863.1982364406cm^3Zts = Ina/Yts=37187.8939966898cm^3(b) Concrete Section:-(b) Concrete Section:-2248mm2248mm650220mm650220mm100100150150450450C.G. from bottom of the haunch:-C.G. from bottom of the haunch:-DescriptionAreaYAYDescriptionAreaYAYcm2cmcm3cm2cmcm3Rectangular haunch675.007.505062.50Rectangular haunch675.007.505062.50Tri. haunch(2 Nos)150.006.671000.00Tri. haunch(2 Nos)150.006.671000.00Slab4945.6021.00103857.60Slab4945.6021.00103857.605770.60109920.105770.60109920.10Yc=19.05cmYc=19.05cmYc from top=12.95cmYc from top=12.95cmMOMENT OF INERTIA OF CONCRETE SECTION ALONE:-MOMENT OF INERTIA OF CONCRETE SECTION ALONE:-DescriptionAreadAd^2I (self)DescriptionAreadAd^2I (self)cm2cmcm4cm4cm2cmcm4cm4Rectangular haunch675.0011.5590020.1312656.25Rectangular haunch675.0011.5590020.1312656.25Triangular haunch150.0012.3822995.711875.00Triangular haunch150.0012.3822995.711875.00Slab4945.601.9518838.51199472.53Slab4945.601.9518838.51199472.535770.60131854.36214003.785770.60131854.36214003.78Ina = Iself + Ad^2=345858.1397549648cm^4Ina = Iself + Ad^2=345858.1397549648cm^4Composite section with K =1Composite section with K =1Modular ratio m=7.13Modular ratio m=7.13Gross area of concrete slab with haunch =5770.60cm^2Gross area of concrete slab with haunch =5770.60cm^2Transformed area of concrete in terms of steel =808.99cm^2Transformed area of concrete in terms of steel =808.99cm^2Moment of inertia (MI) of concrete in terms of steel =48486.36cm^4Moment of inertia (MI) of concrete in terms of steel =48486.36cm^4Ybc=148.37cmYbc=156.37cmYtc=52.63cmYtc=42.83cmYcc=89.63cmYcc=79.83cmMoment of inertia of the composite sectionIna,c =14040567.133345038cm^4EI =Moment of inertia of the composite sectionIna,c =11665210.042470563cm^4Zbc = 14040567 / 148.3794629.1cm^3Zbc = 11665210 / 156.3774601.2cm^3Ztc = 14040567 / 52.63266803.0cm^3Ztc = 11665210 / 42.83272345.5cm^3Zcc (in terms of concrete) = 14040567 x 7.13 / 89.63 =1117462.3cm^3Zcc (in terms of concrete) = 11665210 x 7.13 / 79.83 =1042297.8cm^3Composite section with K =3Composite section with K =3Transformed area of concrete in terms of steel Ac=269.66cm^2Transformed area of concrete in terms of steel Ac=269.66cm^2Transformed moment of inertia of concrete steel=16162.119655804cm^4Transformed moment of inertia of concrete steel=16162.119655804cm^4Distance of neutral axis from composite section when K=3 :Distance of neutral axis from composite section when K=3 :Ybc=111.58cmYbc=121.29cmYtc=89.42cmYtc=77.91cmYcc=126.42cmYcc=114.91cmMoment of inertia of the composite sectionIna,c =9514539cm^4EI =Moment of inertia of the composite sectionIna,c =8144534cm^4Zbc = 9514539 / 111.5885271.1cm^3Zbc = 8144534 / 121.2967146.5cm^3Ztc = 9514539 / 89.42106402.6cm^3Ztc = 8144534 / 77.91104544.3cm^3Zcc (in terms of concrete) = 9514539 x 7.13x3 / 126.42 =1610538.8cm^3Zcc (in terms of concrete) = 8144534 x 7.13x3 / 114.91 =1516794.3cm^3

YYbsN.A.YbcYtcYccYYbsN.A.YbcYtcYcc

Sheet4RITES LTDCALCULATION SHEETDesigned by :Project :Quazikund - Baramulla Rail LinkAbhijeet(A GOVERNMENT OF INDIA ENTERPRISE)Checked by ;Subject :Design of 24.4 m Composite Plate GirderPankajDate ;(8) Allowable StressesConcreteCrushing strength of concrete(Fc)=35N/mm2=350kg/cm2Allowable comp. Stress in concrete in bending = 0.34 x Fc=119kg/cm2SteelUnsupported web depth d1=1915mmWeb thickness t=16mmd1 / t=119.69which is >851Compressive stress in bendingThickness of top flange plate=32mm>20mmCompressive stress=14.2kg/mm22Tensile stress in bendingThickness of bottom flange plate=63mm>20mmTensile stress=14.2kg/mm2Area of bottom flange=346.50cm2Area of 2 holes of dia 23.5 mm=29.61cm2Tensile stress for net area=12.99kg/mm23Tensile stress from fatigue considerationfmin/fmax=0.46Allowable stress fatigue=16.8kg/mm2(for1.00E+07cycles)4Shear stressThickness of web=16250mmHence O.K.Cl. 5.10.4 SBC2Overall support to flange required = 3/4 of flange with supported =412.5mmSupported provided by bearing stiffener=516mmHence O.K.Cl. 5.10.1.6 SBCCheck for bearing stress40Outstand of bearing stiffener clear of flange weld=210mmBearing area of outstand flange=134cm2Load Reaction=0.75 x 219.37=164.52tCl. 5.10.1.2Bearing Stress=12.24kg/mm2219.4tHence O.K.No. of rivets required=36.0276454655Weld sizefmin / fmax=0.44Perm. stress for fatigue=5.75kg/mm2Size of fillet weld=0.71cmProvide 10 mm fillet weld(b)Intermediate StiffenersClear distance b/w flange plates=1915mmWeb thickness=16mmd / t=119.7which is >75Hence Int. Stiff. are requiredRiveted type SiffenerAngle size15015012A. area=40.52cm2Cxx=3.66cmAssuming thickness 180mmcl.5.10.4 SBCI =1078.69=0.75d1*t1^3 else Ixx>=1.5d1^3*t1^3/S^2Stress level at E=12.13kg/mm2y1=2010.00mmS/d1 =y4=1094.98mmI=0.6266318538 t=20.9229504896mmProvide16mm cover plate.Rivet ArrangementMoment resisted by one row of rivet = n^2 x P x R / 6where n=No. of rivets per row1022.98P=Pitch in mm812.02R=Rivet value in kgUsing22mm dia power driven field rivets.Dia of rivet holes=23.5mmPerm. shear stress=9.4kg/mm2Perm. Bearing stress=22kg/mm2R in single shear=4077kgR in double shear=8154kgR for 16 mm bearing=16544kgProvide n =18rivets in each row.13601440Pitch P=80mm1340=8cm16.75Moment resisted by one row=3522.6313999955t.cmNO. of rows required=4.069980044Provide4rows.x2=5760cm unitsy2=124032cm unitsx2 + y2=129792cm unitsMoment=160.0t.mr=69.05cmMax. vertical component=3.4174729717tMax. horizontal component=7.5113927363tResultant force in rivet=8.2522810393tNot O.K.(b) Top Flange SplicesArea of Top Flange Plate=128cm24Area of Cover Plates required=134.4cm21220Provide 2 Cover plates28Top cover plate ->400x1248.0096.00362 Bott.cover pls->125x1230.0060.0044Area of cover plates provided=78cm2NotO.K5260Allowable stress=14.2kg/mm268Capacity of top flange plate=181.76t7684No. of rivets required=23provided more than 10 hence O.K.(c) Bottom Flange SplicesArea of Bottom Flange=346.5cm2Provide4rivets in one row.Area deducted due to holes=59.22cm2Net area of bottom flange plate=287.28cm2Net area of cover plates reqd.=301.6cm2Gross area of cover plates reqd.=363.8cm2Provide 2 cover plates2 Top cover pls ->240x40192.00384.00312.56Bottom cover pl.->540x36194.40388.80317.36Gross area of cover plates=386.4cm2O.K.Net area of cover plates=314.96cm2O.K.Allowable stress=14.2kg/mm2Max. force in bottom flange=407.9tNo. of rivets required=51Stress check in bottom flange for reduced areaS.N.Loading / SectionTension (fbc)kg/mm2check1.D.L. of girder+slab (steel section)3.403.58024472663116.20339975632.Ballast+Track (Comp.sec. k=3)2.933.030292350482320.0447522973.Live Load (Comp. Sec. k=1)5.986.140122863792144.95201076244.Centrifugal Load (Comp. Sec. k=1)0.00092144.9520107624Total Actual Stresses12.3012.7506599401Allowable Stress11.7711.77Actual to allowable ratio1.041.08

y1y2yRail levelC.G.level of sectiony1y2sVVwindseismicXXABCDEy1y2y3y4y

Sheet5RITES LTDCALCULATION SHEETDesigned by :Project :Quazikund - Baramulla Rail LinkAbhijeet(A GOVERNMENT OF INDIA ENTERPRISE)Checked by ;Subject :Design of 24.4 m Composite Plate GirderPankajDate ;(15) End Cross FrameEnd cross frame is designed for lateral force due to following combination.1Racking + Centrifugal + wind2Racking + Centrifugal + Seismic1Wind + Centrifugal + RackingForce due to wind + racking=1.77t/mForce due to centrifugal force=1.60t/mTotal Horizontal force=3.37t/m(c)Seismic + Centrifugal + RackingForce due to siesmic + racking=3.33t/mForce due to centrifugal force=1.60t/mTotal Horizontal force=4.93t/mMaximum Lateral Hor. Force=4.93t/m=126.14tLoad in cross frame=63.07tAnalysing cross frame as a determinate structure63.0719152200Length BE=2208mmSin q=0.867RCV = RDV=54.90tCos q=0.498RCH = RDH=31.54tForce in AD=54.90tForce in DE=31.54tForce in AE=63.31tForce in AB=31.54tAngle taken for Cross frame150x150x12Angle data ->area=34.59cm2Cxx=Cyy=4.14cmIxx = Iyy=735.4cm4rvv=2.93cmthk. of leg=12mmConnecting flange width=150mmCheck as Compression memberl/r=53< 120 , O.K.Allowable Stress in compression=13.08kg/mm2Allowable Stress with occ. Load=15.26kg/mm2Actual Stress=18.30kg/mm2NOT OK.Check as Tension memberuse22mm dia power driven field rivets.Deduction for two hole=5.64cm2deduction for eccentricity=a2^2/(3a1+a2)a2=16.56cm2a1=12.36cm2deduction for eccentricity=5.11cm2Totsl deduction=10.75cm2Net area of member=23.84cm2Allowable stress in tension=15.4kg/mm2Allowable Stress with occ. Load=17.97kg/mm2Actual stress=26.56kg/mm2NOT OK.ConnectionRivet value in single shear=4077kgno. of rivets required for diagonal=13.3098842642no. of rivets required for hor. Mem.=6.629(16) Bottom Lateral BracingsBottom lateral bracing is designed for 0.25 of Max. lateral force.Max lateral force=126.14tProvide15bays at 1706.7 mm spacing.Length of lateral bracing=2784mmw=16.82tRa = Rb=63.07tMax. F in one bay=58.87tMax F in lateral bracing=18.63tAngle taken for lateral bracing90x90x10Angle data ->area=17.03cm2Cxx=Cyy=2.59cmIxx = Iyy=126.8cm4rvv=1.74cmthk. of leg=10mmConnecting flange width=90mmCheck as Compression memberl/r=112.01< 120 , O.K.Allowable Stress in compression=7.18kg/mm2Allowable Stress with occ. Load=8.38kg/mm2Actual Stress=10.94kg/mm2NOT OK.Check as Tension memberuse22mm dia power driven field rivets.Deduction for one hole=2.35cm2deduction for eccentricity=a2^2/(3a1+a2)a2=8.00cm2a1=6.65cm2deduction for eccentricity=2.29cm2Totsl deduction=4.64cm2Net area of member=12.39cm2Allowable stress in tension=15.4kg/mm2Allowable Stress with occ. Load=17.97kg/mm2Actual stress=15.03kg/mm2O.K.Connection with bottom flangeRivet value in single shear=4077kgno. of rivets required=5(17) Lifting ArrangementThe lifting girder shall be designed as a beam, lifted by two jacks.When lifting is done, there will be no Live load.DL of Deck and Girder=3.26t/m=84.80tDL of Track and Ballast=3.59t/m=93.61tTotal dead load=6.85t/m=178.40t20% Extra=1.37t/m=35.68tTotal load=15.07t/m=214.09tLoad on each jack=107.04tAssuming jack position 350 mm from bearing stiffener.Line of action of jacking from center line of web=608mm107.04107.04608608984107.04107.04Bending Moment=65.08t.mShear Force=107.04tAssuming section as shown:Web depth=500mm250Web thickness=16mmGap between webs=32mmAngle taken100x100x10Angle data ->area=19.03cm2Cxx=Cyy=2.84cmIxx = Iyy=177cm4rvv=1.94cmthk. of leg=10mmConnecting flange width=100mmMoment of inertia of section=71421cm4Bending stress=2278kg/cm2>1420NOT O.K.Shear stress=669kg/cm22200NOT O.K.table9-sbcConnectionsProvide22mm dia turned and fitted bolts to IS:1367.Deflection CheckDia of holes=23.5mmPerm. shear stress=14.2kg/mm2Deflection at center=M/EI x L^2/8Perm. Bearing stress=32.3kg/mm2E=2110000kg/cm2R in single shear=5398kgL=98.40cmR in double shear=10796kgR for 10 mm bearing=7106kgDeflection at center=0.52mmAllowable deflection=L/500For packing of32mm=1.97mmReduction in strength=40%After reduction of stressesR in single shear=3239kgR in double shear6477kgR for 10 mm bearing4264kgConnection between angle and web plateHorizontal shear=1.26t/cmVertical shear=0.50t/cmResultant shear=1.36t/cmBolt strength=4.26tPitch for 2 rows of bolt=63mmConnection between bearing stiffener and lifting beamTotal Reaction=107.04tNo. of rows provided=3No. of rivets in one row=7Provide 2 plates of110x12on both sides of web at each support.Check for outstand1Max. Projection of web=12 t =144>110mmHence O.K.Cl. 5.10.4 SBCUsing20mm dia rivets.2Overall support to flange required = 3/4 of flange with supported =150mmDia of rivet holes=21.5Supported provided by bearing stiffener=220mmPerm. shear stress=10.2mmHence O.K.Cl. 5.10.1.6 SBCPerm. Bearing stress=23.6kg/mm2R in single shear=3703kg/mm2R in double shear=7406kgCheck for bearing stressR for 12 mm bearing=6089kgkgOutstand of bearing stiffener clear of flange weld=110mm0No. of rivets required=17.5802444268Bearing area of outstand flange=47cm2Load Reaction=0.75 x 107.04=80.28tCl. 5.10.1.2Bearing Stress=17.07kg/mm2>18.9kg/mm2Hence O.K.

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Sheet6RITES LTDCALCULATION SHEETDesigned by :Project :Quazikund - Baramulla Rail LinkAbhijeet(A GOVERNMENT OF INDIA ENTERPRISE)Checked by ;Subject :Design of 24.4 m Composite Plate GirderPankajDate ;(18) Design of Shear ConnectorsSpecification of Material for StudsTensile Strength=490MPaYield Strength=350MPaElongation=20%Reduction of area=50%Range of Shear at Various Sections (For live load with impact and Centrifugal Force)Maximum possible shear will occur when load occupies AB and Max. negative shear willoccur when load occupies BC. Range of shear is the algebric difference of these two shears.For k =1Transformed area of conc. in terms of steel =808.99cm2CG of conc. from CG of section=76.67cmno. of stud=3Moment of Inertia=14040567.133345038cm4=25mmA x y / I=0.00441/cmfu=490N/mm2Range of Hor. Shear=0.0044 x Range of Ver. Shearfy=355N/mm2fck=35N/mm2(Range of Hor. Shear is calculated in Table 1.)slab width=0mmslab thk.=0mmAllowable Fatigue Stress for Horizontal ShearDia of stud=20mm2.248Height of stud=200mm2.248H/d for stud=10Area of stud=314.16mm219.86111.84tno of stud in a x-sec.=476.6776.67cm0t/cma=55Mpa808.99808.992.6998061867Allowable shear stress for one stud = a x A2=1.728t00t/cmAllowable stress of cross section=6.912t46.00tSpacing of Stud Shear Connectors113.47cm269.66S.L.SectionDistanceHor. ShearSpacing Reqd.9514539mmt/cmmm1000.5381289800.1479190383t/cm20.1 L25600.46914711230.2 L51200.4201641210mm40.3 L76800.384180128no. of stud=350.4 L102400.373185135dia of stud=25mm60.5 L128000.376184138fu=490N/mm2fy=355N/mm2No. of stud required based on Ultimate Strength ConsiderationLimit state designfck=35N/mm2slab width=2248mmN=H / ( Qu x f )stress ratio = 0.87 fy/ 0.36 fckslab thk.=220mmwhereN=No. of Connectors between points of maximum +ve moment & adjacent support=24.5119047619Qu =Ultimate strength of shear connector=min of 0.5A*(fck*Ec)^0.5 and 0.85 A Fuf = 0.85(Reduction factor )width of slab in eq. steel section =91.7105390966mmH =Force in slab ( H1 or H2 whichever is minimum)H1 =As x Fyslab flange area As=20176.3186012628mm2H2 =0.85 x fck x b x tarea of steel=78090mm2As=Total area of steel section=780.9cm2so plastic axis is outside the slabFy =Yield stress of steel section=2400kg/cm2fck=Compressive strength of concrete=350kg/cm2Fcc=0.85*fck*b*ds=14713.16kNb=effective flange width=2248mmt=Thickness of concrete slab=220mmone stud strength Pe=70.15kNEc=5000*(fck)^0.5=295804kg/cm2no. of stud in one xsec=3Fu=Tensile strength of shear connector steel=4900kg/cm2number = Fcc/n/Pe=69.9128534094A=Area of shear connector=314.2mm2spacing=183.09mmH1=1874.16tH2=1471.32tH.T. Stud ConnectorsH=1471.32tEc=5700*(fck)^0.5=33721.6547636678n/mm20.5A*(fck*Ec)^0.5=15.98tArea of stud (A) =490.8738521234mm20.85 A Fu=13.08tQu=0.5A*(fck*Ec)^0.5266.642kN or 0.85*A*fu=204.4489594094kNQu=10.45tas per IRC 22 amendmentsnumber=H or Fcc/0.85/(n*Qu)N=166=21.6428.22No. of stud provided from support to center is more than 166(19) Design of Bearing platesHorizontal Forces :Longitudinal Forces=79.98t/spanWind Forces=29.99t/spanRacking Forces=15.36t/spanCentrifugal Forces=40.94t/spanSeismic Forces w/o LL=50.49t/spanSeis. Forces with LL=69.84t/spanCase -1 with Wind + Racking + CentrifugalLateral load=86.28t/spanCase -2 with Seismic without live loadLateral load=50.49t/spanHence Case - 1 is governing.Vertical Forces:D.L. of Span=356.81t/spanL.L.Bending(with CDA)=417.29t/spanL.L.Shear (with CDA)=447.36t/spanC.F. (Bending)=39.73t/spanC.F. (Shear)=39.73t/spanSeismic Forces w/o LL=25.25t/spanCase -1 without seismicVertical load=843.90t/spanCase -1 with seismic busat without live loadVertical load=382.06t/spanMax vertical load=843.90t/spanSize of Bearing350 x 600 x 70Other inputsNo. of Bearing per span=4a =1050mmNo. of Anchor Bolts per Bearing=4b =380mmAllowable shear stress in bolt=7.9kg/mm2c =50mmDia of the Bolt=36mmd =100mmAllowable stress in concrete=42.2kg/cm2e =35mmAllowable bearing stress in steel=18.9kg/mm2f =50mmAllowable bending stress in steel=15.7kg/mm2g =780mmAllowable shear stress in CSK bolts=10.2kg/mm2h =380mmNo. of CSK bolts per Bearing=4i =100mmDia of the CSK Bolt=32mmk =50mmm =35mmn =50mmo =70mmcheck 2dp =70mmq =10mm72Butting length of stoppers(a) Anchor BoltsCase - 1(Seismic in Lateral Dirc.)Long. F =79.98tR =149.36tLateral F=126.14tCase - 2(Seismic in Long. Dirc.)Long. F =149.82tR =160.05tLateral F=56.30tCase - 3(without Occasional Load)Long. F =79.98tR =97.81tLateral F=56.30tTotal force/bearing w/o Occ. Load=24.45tTotal force per Bolt w/o Occ. Load=6.11tTotal force/bearing with Occ. Load=40.01tTotal force per Bolt with Occ. Load=10.00tShear Strength of the bolt=8.04tShear Strength with Occ. Load=1.167 x 8.04=9.38tBolt dia is not O.K.80(b) Bottom PlateVertical Load per Bearing=210.97tArea required based on conc. pr.=210.97 x 1000 / 42.2=4999.38cm2Area provided=3990.00cm2Actual stress on concrete block=52.88kg/cm2>42.20kg/cm2It is not O.K.Thickness of plateAssuming fully stressed concrete for one cm width of plate-B.M. for the cantilever after bolt=1033.90kg.cmSec. Mod. Required for plate=1 x t^2 / 6Allowable str. in bending(steel)=1570.00kg/cm2Thickness of the plate required=19.88mmThickness of the plate provided=50.00mmStopper design90Force on stopper=43.14t43.1435Moment on stopper=1.51t.mArea of stopper for hor. Shear=90cm2100Sec. Mod. of stopper=150.0cm3Hor. Shear stress=0.48t/cm2Bending stress=1.01t/cm2Equivalent stress=1.30t/cm220Kg/Sq.cm(ii) Hc < f'. Pc , WHERE Hc = G.A.Uc/T AND f'= 0.10 + 2/SIGMA_m'f'= 0.10 + 2/SIGMA_m' =0.1+2/45.226f'= 0.10 + 2/SIGMA_m' =0.1442223363f'. Pc =0.1442223363x87.6612399872x1000=f'. Pc =12642.7088350709KgHc = G.A.Uc/T =12.23x2100x0.7488/5Hc = G.A.Uc/T =3846.29Kg0.0200572074(TAN(ELPHA_c). a/6 )NOTE :- UPLIFT CONDITION IS O.K.(7)FOR NO UPLIFT CONDITION (WITH LIVE LOAD) :------TAN(ELPHA_c) + 1.5 x TAN (ELPHA_s) < 6 . SIGMA_ei / aWHERE ei = t1 . SIGMA_m / (4 . G . Si^2 + 3 . SIGMA_m)OR SIGMA_ei > ( TAN(ELPHA_c) + 1.5 x TAN (ELPHA_s) ) . a /6TAN(ELPHA_c)+1.5xTAN(ELPHA_s).a/6 =(0.0034383784+1.5x0.0024278965)x35/6TAN(ELPHA_c)+1.5xTAN(ELPHA_s).a/6 =0.0413013024.G.Si^2 + 3.SIGMA_m=4x12.23x122.1606648199+3x113.17442386574.G.Si^2 + 3.SIGMA_m'=6315.623ei= t1.SIGMA_m/(4.G.Si^2+3.SIGMA_m) =1x113.1744238657/6315.6229945888ei= t1.SIGMA_m/(4.G.Si^2+3.SIGMA_m) =0.0179197561SIGMA_ei = NO. OF INTERNAL LAYER . ei=4x0.0179197561SIGMA_ei=0.0716790245>0.041301302(TAN(ELPHA_c)+1.5TAN(ELPHA_s). a/6 )NOTE :- UPLIFT CONDITION IS O.K.(8)STABILITY CONDITION :-==FOR STABILTY CONDITION :-3.T.SIGMA_m / 2.a.G < Si (SHAPE FACTOR FOR THE THICKEST LAYER)3.T.SIGMA_m / 2.a.G =3x7x113.1744238657/(2x35x12.23)3.T.SIGMA_m / 2.a.G =2.7761510351 TAN(ELPHA_c) . a /6TAN(ELPHA_c) . a /6 =0.0034383784x35/6TAN(ELPHA_c) . a /6 =0.02005720744.G.Si^2 + 3.SIGMA_m'=4x12.23x122.1606648199+3x45.22601397254.G.Si^2 + 3.SIGMA_m'=6111.778ei'= t1.SIGMA_m'/(4.G.Si^2+3.SIGMA_m') =1x45.2260139725/6111.7777649092ei'= t1.SIGMA_m'/(4.G.Si^2+3.SIGMA_m') =0.0073998132SIGMA_ei' = NO. OF INTERNAL LAYER . ei'=4x0.0073998132SIGMA_ei'=0.0295992529>0.0200572074(TAN(ELPHA_c). a/6 )NOTE :- UPLIFT CONDITION IS O.K.(7)FOR NO UPLIFT CONDITION (WITH LIVE LOAD) :------TAN(ELPHA_c) + 1.5 x TAN (ELPHA_s) < 6 . SIGMA_ei / aWHERE ei = t1 . SIGMA_m / (4 . G . Si^2 + 3 . SIGMA_m)OR SIGMA_ei > ( TAN(ELPHA_c) + 1.5 x TAN (ELPHA_s) ) . a /6TAN(ELPHA_c)+1.5xTAN(ELPHA_s).a/6 =(0.0034383784+1.5x0.003657098)x35/6TAN(ELPHA_c)+1.5xTAN(ELPHA_s).a/6 =0.05205681534.G.Si^2 + 3.SIGMA_m=4x12.23x122.1606648199+3x147.57551438454.G.Si^2 + 3.SIGMA_m'=6418.826ei= t1.SIGMA_m/(4.G.Si^2+3.SIGMA_m) =1x147.5755143845/6418.8262661452ei= t1.SIGMA_m/(4.G.Si^2+3.SIGMA_m) =0.0229910436SIGMA_ei = NO. OF INTERNAL LAYER . ei=4x0.0229910436SIGMA_ei=0.0919641743>0.0520568153(TAN(ELPHA_c)+1.5TAN(ELPHA_s). a/6 )NOTE :- UPLIFT CONDITION IS O.K.(8)STABILITY CONDITION :-==FOR STABILTY CONDITION :-3.T.SIGMA_m / 2.a.G < Si (SHAPE FACTOR FOR THE THICKEST LAYER)3.T.SIGMA_m / 2.a.G =3x7x147.5755143845/(2x35x12.23)3.T.SIGMA_m / 2.a.G =3.6200044412240x40Bottom cover pl.->540x36No. of rivets required=51Connection Between Bottom Flange Plate 1 and Bottom Flange Plate 2Using20mm dia power driven shop rivets.shear resisted by 4 rivets at 250 mm spacingEnd Cross FrameAngle taken for Cross frame150x150x12no. of rivets required for diagonal=13.3098842642no. of rivets required for hor. Mem.=6.6294968504Bottom Lateral BracingsProvide15bays at 1706.7 mm spacing.Angle taken for lateral bracing90x90x10no. of rivets required=5Lifting ArrangementAssuming jack position 350 mm from bearing stiffener.Assuming section as shown:Web depth=500mmWeb thickness=16mmGap between webs=32mmAngle taken100x100x10Provide22mm dia turned and fitted bolts to IS:1367.Pitch for 2 rows of bolt=63mmDesign of Shear ConnectorsTensile Strength=490MPaYield Strength=350MPaElongation=20%Reduction of area=50%Dia of stud=20mmHeight of stud=200mmno of stud in a x-sec.=4Spacing of Stud Shear ConnectorsS.L.SectionDistanceHor. ShearSpacing Reqd.mmt/cmmm1000.53812820.1 L25600.46914730.2 L51200.42016440.3 L76800.38418050.4 L102400.37318560.5 L128000.376184Design of Bearing platesBearing Thichness =70mmBearing Size =350 x 600 mmBottom plate th. =50mmTop plate th. =50 mmBottom plate size =1050 x 380 mmAnchor Bolts =Bolt dia is not O.K.End distance for anchor bolt = 70 mmBottom plate stopper size =50 x 100 x 35Weld size for bot. Stopper=16mmTop plate stopper size =100 x 50 x 35Weld size for top Stopper=16mmCSK Bolts =Bolt dia is not O.K.Anchor bolt length =450mmJacking Point465mm from c/l of bearing along the girder.Span DataClear Span24400mmCenters of Bearings25600mmOverall Length26050mmC/C of girders2200mm

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loadtablesMBG LOAD TABLE AS PER BRIDGE RULES OF MORHM LOAD TABLE AS PER BRIDGE RULES OF MORMRTS LOAD TABLE AS PER BRIDGE RULES OF MORLOADEDTOTAL LOAD FORLONG. LOAD FORLOADEDTOTAL LOAD FORLONG. LOAD FORLOADEDTOTAL LOAD FORLONG. LOAD FORLENGTHBMSHEARTEBFLENGTHBMSHEARTEBFLENGTHBMSHEARTEBF(m)(t)(t)(t)(t)(m)(t)(t)(t)(t)(m)(t)(t)(t)(t)123451234512345150508.36.31606010.06.3154.2934.003.771754.28834.0001.550508.36.31.5606010.06.3233.9834.004.721733.98434.00025052.916.712.52606320.012.5333.9840.247.0820.1233.98440.2402.5506116.712.52.56074.420.012.5442.3447.1811.7623.5942.33647.18035067.516.712.53608220.012.5547.9851.3416.6625.6747.98151.3403.552.672.125.016.93.563.787.425.016.9650.8654.1221.1927.0650.85654.120460.879.325.018.8469.894.530.018.8753.3456.4425.9328.2253.34256.4404.56985.525.018.84.578.710430.018.8855.4962.1430.8331.0755.49462.140575.690.525.018.8588.8111.630.018.8959.0166.5636.8833.2859.00866.5605.58195.925.018.85.597.1117.830.018.81063.7172.3244.2436.1663.70672.320685.5100.425.018.9610412330.018.81167.2078.1051.3339.0567.19678.1006.589.3104.433.322.56.5109.9129.533.322.51272.1882.9460.1541.4772.1882.940792.9108.933.322.57114.9137.433.322.51377.3187.0269.7943.5177.30687.0207.596.6113.333.322.57.5119.2144.233.322.51481.3990.5279.1345.2681.39190.5208100117.741.728.18124.1150.241.728.11584.9593.5488.4946.7784.9593.5408.5103.02123.441.728.18.5130.7155.541.728.11688.3196.2098.1248.188.30896.2009106.112941.728.19136.6160.241.728.11791.0398.54107.4749.2791.03398.5409.5109.1134.141.728.19.5141.9164.441.728.11893.46100.62116.8250.3193.456100.62010112.3140.450.033.810146.7168.250.033.81995.84102.48126.4551.2495.836102.48011130.7152.250.033.811161.6180.350.033.82097.78104.1613.6010.20135.852.0897.776104.16012140.416250.033.812168.2189.350.033.82199.53106.6217.0012.75145.1553.3199.531106.62013150.4170.350.037.513177.4201.760.033.822101.32109.5017.0012.75154.7954.75101.317109.50014158.9177.450.037.514186.221360.037.523102.77112.3420.4015.30164.1456.17102.766112.34015166.3183.650.037.515197226.260.037.524104.09116.1620.4015.30173.4958.08104.094116.16016172.818958.339.416211238.360.039.425106.21119.6620.4015.30184.3959.83106.209119.66017178.5196.458.339.417223.225260.039.426108.56122.9220.4015.30196.0161.46108.559122.92018185.6203.966.74518237.6264.766.74527110.89125.9223.8017.85207.9162.96110.885125.92019192.4212.166.74519250.427666.74528113.78129.5623.8017.85221.2364.78113.775129.56020200.3221.175.050.620261.8286.275.050.629116.88133.3023.8017.85235.3966.65116.883133.30021207.9229.875.05121272.2297.475.050.830119.79137.0627.2020.40249.5668.53119.789137.06022216.5238.375.052.622281.7308.480.05231122.51141.4227.2020.40263.7370.71122.507141.42023224.7246.875.054.323292.9320.290.053.132127.17145.5027.2020.4024232.5255.275.056.324303.2331.990.056.333130.48149.3427.2020.4025240.2263.775.057.625314.1344.290.056.334135.07152.9427.2020.4026247.9272.183.359.226325.2356.490.056.435138.91156.3427.2020.4027255.5280.583.360.927335.8369.290.057.536142.60159.5627.2020.4028263.1288.991.762.528347.4381.791.761.937146.18162.6027.2020.4029270.6297.3100.067.529358.2393.3100.067.538149.49165.4827.2020.4030278.1305.7100.067.530369.9401.2100.067.539152.55168.2027.2020.4032293322.4100.07032392.1426.8110.069.240155.61170.8027.2020.4034309.3339.1100.07534414.9450.2120.07541158.45173.4230.6022.9536325.3355.8100.076.636438.2474.4120.07542161.08176.5830.6022.9538341.1372.1100.07938461.6499.2120.077.243163.73179.5834.0025.5040356.7389.1100.083.240485522.3120.079.444166.20183.0234.0025.5042372.1405.7100.086.542507.6545120.081.645168.58186.5234.0025.5044387.3422.3100.089.844528.2568.5120.083.846170.79189.8634.0025.5046402.4438.9100.093.146552592.5120.08647173.63193.0434.0025.5048417.4455.5100.096.448576617120.088.248176.38196.3237.4028.0550433.7472.1100.099.750600640.3120.090.449179.03199.9437.4028.0555474.9513.6100.0107.955660698.3127.59650182.30203.4237.4028.0560515.1555100.0116.260720758.3135.0101.551185.39207.3440.8030.6065554.3596.4100.0124.465780816.4135.0108.552188.32211.2040.8030.6070594.6637.7100.0132.770840876.4135.0115.553191.23214.9240.8030.6075634.3679.1100.0140.975900934.5135.012354193.98218.4840.8030.6080673.3720.4100.0149.280960994.4135.0131.155196.98221.9440.8030.6085712.4761.8100.0157.48510201052.6135.0139.156200.27225.2640.8030.6090753.7803.1100.0165.79010801112.4135.0147.157203.31228.4640.8030.6095795844.4100.0173.99511401170.9135.0155.258206.74231.5640.8030.60100836.2885.7100.0182.210012001236.8135.0163.259210.15234.5440.8030.60105877.7927100.0190.410512601290.7135.0171.360213.45237.4440.8030.60110918.8968.3100.0198.711013201350.7135.0179.361216.64240.2444.2033.15115960.11009.6100.0206.911513801410.6135.0187.362219.72240.9844.2033.151201001.41050.9100.0215.212014401470.6135.0195.463222.71244.1844.2033.151251042.71092.2100.0223.412515001530.5135.0203.464225.61247.2647.6035.701301083.91133.5100.0231.713015601590.5135.0211.565228.41250.7847.6035.70

classDCLASS DTable for Values of Fluctuation StressesLog10 offmin / fmaxTensile Stress (kg/mm2)Compressive Stress (kg/mm2)Tensile Stress (kg/mm2)Compressive Stress (kg/mm2)6.00E+052.00E+064.00E+061.00E+076.00E+052.00E+064.00E+061.00E+072104-1.09.98.37.96.79.98.37.96.90.91907809240.82607480270.895827270.91907809240.83884909070.899020842-0.910.28.78.37.110.69.08.57.20.93951925260.85125834870.91745402660.95424250940.85733249640.9300150062-0.810.79.08.67.411.39.49.07.90.95424250940.86923171970.9329898120.97312785360.89762709130.954252663-0.711.29.48.97.712.310.29.78.50.97312785360.88649072520.95146857151.00860017180.92941892570.9888048603-0.611.79.89.38.013.211.210.69.10.99122607570.9030899870.96919205351.04921802270.95904139231.0266738651-0.512.310.29.78.514.512.111.59.91.00860017180.92941892570.98880486031.08278537030.99563519461.0609978264-0.412.810.710.28.815.913.412.811.01.02938377770.94448267221.00815850131.12710479841.04139268521.1056767701-0.313.511.310.89.317.614.814.112.11.05307844350.96848294861.03192956981.17026171541.08278537031.1483926291-0.214.212.011.49.819.816.715.813.51.0791812460.99122607571.05719245351.22271647111.13033376851.1996207955-0.115.012.612.010.422.719.118.215.61.10037054511.01703333931.07953624371.28103336721.19312459841.259056175015.913.412.811.026.322.221.118.11.12710479841.04139268521.10567677011.34635297451.25767857491.32418437460.117.214.513.812.029.926.625.321.71.16136800221.0791812461.14082131321.42488163661.33645973381.40277616090.218.615.614.912.929.929.929.227.11.19312459841.11058971031.17249087631.47567118831.43296929091.4649957140.320.217.016.314.329.929.929.929.91.23044892141.15533603751.21167070041.47567118831.47567118831.47567118830.422.218.617.915.829.929.929.929.91.26951294421.1986570871.25179897991.47567118831.47567118831.47567118830.524.320.519.717.629.929.929.929.91.31175386111.24551266781.29519356271.47567118831.47567118831.47567118830.627.423.022.220.029.929.929.929.91.3617278361.30102999571.34655337591.47567118831.47567118831.47567118830.729.926.125.323.229.929.929.929.91.41664050731.36548798491.40385237671.47567118831.47567118831.47567118830.829.929.929.327.629.929.929.929.91.47567118831.44090908211.46698066181.47567118831.47567118831.47567118830.929.929.929.929.929.929.929.929.91.47567118831.47567118831.47567118831.47567118831.47567118831.47567118831.029.929.929.929.929.929.929.929.91.47567118831.47567118831.47567118831.47567118831.47567118831.47567118830.456600

classD

classGCLASS GTable for Values of Fluctuation StressesLog10 offmin / fmaxTensile Stress (kg/mm2)Compressive Stress (kg/mm2)Tensile Stress (kg/mm2)Compressive Stress (kg/mm2)6.00E+052.00E+064.00E+061.00E+076.00E+052.00E+064.00E+061.00E+072104-1.04.63.02.71.94.63.02.71.90.47712125470.2787536010.42752934130.47712125470.2787536010.4275293413-0.94.73.12.82.04.73.12.82.00.49136169380.30102999570.44377876930.49136169380.30102999570.4437787693-0.84.93.32.92.05.03.33.02.20.51851393990.30102999570.46414295380.51851393990.34242268080.4744911251-0.75.23.53.12.25.43.63.32.40.54406804440.34242268080.49365670350.55630250080.38021124170.512279686-0.65.53.63.22.25.83.93.52.50.55630250080.34242268080.50283254580.5910646070.39794000870.5427834574-0.55.73.83.42.46.34.33.82.70.57978359660.38021124170.52989050790.63346845560.43136376420.5829422827-0.46.04.13.62.56.84.64.12.80.61278385670.39794000870.55907289470.66275783170.44715803130.6088578816-0.36.54.33.82.77.65.04.53.20.63346845560.43136376420.58294228270.69897000430.50514997830.6505149978-0.26.84.64.12.88.35.54.93.50.66275783170.44715803130.60885788160.74036268950.54406804440.6912890282-0.17.24.94.43.29.36.35.63.90.690196080.50514997830.64393455460.79934054950.5910646070.747271563807.95.24.63.310.67.16.34.40.71600334360.51851393990.66663099270.85125834870.64345267650.79930693070.18.85.85.23.812.38.37.35.00.76342799360.57978359660.71751689430.91907809240.69897000430.86405107040.29.86.55.84.114.59.98.86.10.81291335660.61278385670.76288098170.99563519460.7853298350.94305885470.310.77.16.44.717.612.110.77.40.85125834870.67209785790.8064682261.08278537030.86923171971.02939695770.412.48.27.45.423.015.914.09.50.91381385240.73239375980.86845882921.20139712430.97772360531.14547874460.514.39.48.56.329.923.220.213.40.97312785360.79934054950.92968102761.36548798491.12710479841.30589218830.616.211.210.27.729.929.927.722.01.04921802270.88649072521.00853619831.47567118831.34242268081.44235906140.718.913.712.59.529.929.929.929.91.13672056720.97772360531.09697132671.47567118831.47567118831.47567118830.822.718.016.713.229.929.929.929.91.25527250511.12057393121.22159786161.47567118831.47567118831.47567118830.929.925.524.120.229.929.929.929.91.40654018041.30535136941.38124297771.47567118831.47567118831.47567118831.029.929.929.929.929.929.929.929.91.47567118831.47567118831.47567118831.47567118831.47567118831.47567118830.2700000

classG

L,r(ALLOWABLE WORKING STRESSES FROM STEEL BRIDGE CODE)L/rMild SteelH. T. S16.517.822.624.124.8013.9815.0819.1520.4221.022013.6614.7218.6319.8520.424012.9913.9517.4318.4818.98119.476011.8212.5915.1815.9216.2508010.0710.5712.0412.3512.581008.078.329.049.219.281206.346.436.786.8661404.945.015.25.255.271603.933.984.094.114.12Values of Basic Horizontal Seismic Coefficient in Different ZonesZone No.Coeff.10.0120.0230.0440.0550.08