BP1DESIGN OF BASE PLATE BP1:APPROACH: LIMIT STATE DESIGNFACTORED LOAD COMBINATIONSBeamL/CNodeAxial Force kNShear-Y kNShear-Z kNTorsion kNmMoment-Y kNmMoment-Z kNmResultantShear42893672268-5691.291338.157820.9250.02900887.84428837522673772.55217.311646.46000646.6942893632268-5682.655402.82873.1280.02800961.57Factored Design Forces:LIMITING RESISTANCEPmax (P)5691.300kN( Bolt capacities taken from 3669-AA-DC-101002)FAILURE IN FRACTURE MODEPtension (T)3772.600kNMax resultant shear (S)961.60kNdiatensionSheardiaUltimate tensile stress-MpaTdb kNVdb kN1635.3320.391641051.49629.7312294622Input2055.1331.832041080.3646.3958676321Yield stress of steel Fy =250Mpa2268.1839.362241099.38457.3793791531Permissible bending stress fbs = Fy/1.1227.27Mpa(Ref, clause 8.2.1.2 IS800:2007)2479.4345.8624410115.78466.8479235679Permissible bearing stress for M40 Grout =24Mpa(Ref, Clause 7.4.1, IS800-2007)27103.2859.6327410150.55286.921237727(As per Cl. 8.4 of 3669-AXSG-002)30126.2372.8830410184.008106.237068333Dia of bolt =60mm33156.1590.1533410227.632131.4233964762Total no of bolts =8nos.36183.83106.1336410267.976154.7160157364No of bolts on each side =4nos.39219.60126.7939410320.128184.8259869751Limiting Tension capacity of bolt =531.00kN42252.00145.4942410367.36212.0953948895Limiting Shear capacity of bolt =306.57kN45294.75170.1745410429.68248.0758636654Ultimate Tension capacity of bolt=774.1kN48330.75190.9648410482.16278.3752057925Ultimate shear capacity of bolt=446.915kN52396.00228.6352410577.28333.292763397856456.75263.7056410665.84384.422903237260531.00306.5760410774.08446.9152963743Strength Increase Factors for Wind/Seismic loads.64603.00348.1464410879.04507.5139806284Strength increase factor for Bolt Capacity168688.50397.51684101003.68579.4749181802Stress increase factor for fbs172778.50449.47724101134.88655.2232734979L =1100mm270mmacolumn sectionPG600X400Ab eff.600=b eff.B350aa=1451) Check for bearing pressure:for Beam4289L/C367Pmax (P)5691.30kNMax pressure =P/( L x B ) =8.623MpaPermissible bearing pressure =24MpaMax pressure < permissible bearing pressuresafe in bearing pressureAs per Clause 7.4.3.1 (Fig-9) of IS 800: 2007,ts = sqrt (2.5wc2gmo/fy)Thus, c =ts x sqrt (fy/2.5wgmo)c =97.31mm(Provided all around the column, effective area somes within theprovided base plate only)2) Check for Tension in bolt:for Beam4288L/C375Ptension (T)3772.60kNTension per bolt = T / Total no of boltsTension per bolt =471.58kNLimiting Tension capacity of bolt =531kNTension per bolt < Tension capacity of boltBolt is safe in tension3) Check for Shear in bolt:for Beam4289L/C363Max resultant shear (S)961.60kNshear per bolt = Resultant shear / total no of boltshear per bolt =120.20kNPermissible shear force in bolt =306.57kNbolt is safe in Shear4) Check for combined shear and tension in bolt:( Cl. 10.3.6 of IS 800)(Actual tension/allow. Tension)2 + (Actual shear/allow. Shear)2< 1.00.94< 1.0Bolt is Safe in combined shear & tension5) Calculation of base plate thickness:Case 1) Due to max pressure with Three edges fixed:Max pressure =8.623MpaConsidering roark's formulae, for three edges fixeda=264mmb=291mma/bB31.51.073a/b =0.9121.568( By interpolation)0.4861b3 =0.4060b =291mmThickness of plate t1 = sqrt[(b*qmax*b2)/1.5*fbs]t1 =29.490mmCase 2) Due to max Tension:Max tension in bolt =471.58kNlever arm (a) =70.5mmfor 30 degree disperation angleeffective width b eff =81.4mmMoment @ section web =tension per bolt x lever arm (a)Mt =33.2kNmThickness of plate t2 = sqrt[(6*Mt)/fbs*b eff]t2 =103.84mmCase 2) Due to max Tension:Max tension in bolt =471.58kNPanel dimension:a1Stiffener provided (insert YES or NO)YESa=262mmbb1b=290mma1=133mmb1=165mmeffective width b eff =min(a,b,2a1,2b1)262mmMoment @ face =Mt=T.a1/(1+2(a1/b1))(if stiffner is present)=T.max(a1,b1)(otherwise)aMt =24.0109359049kNmThickness of plate t2 = sqrt[(6*Mt)/(1.5*fbs*b eff)]t2 =40.16mmCase 3) Due to max pressure for Cantilever:Moment @ section Flange =qmax x lever arm (a)^2 / 2Mt =0.0907kNm/mmThickness of plate t3 = sqrt[(6*Mt)/(1.5*fbs*1)]t3 =39.94mmHence provide base plate thickness50mmCHECK FOR BOLT CAPACITY AS PER CLAUSE 12.12.2section used:Thk. Of platesUB 203X133X 25For design of Shear Key consider Tension caseColumn Section used:UB 254x146x378Designation of member =PG600X400AUB 305 x 165 x 4610Depth of membe r= d =600mmUB 356 x 171 x 5112Thickness of web = tw =20mmUB 406 X 178 X 6016Width of flange = fw =400mmNPB 400 x 180 x 66.320Thickness of flange = tf =32mmNPB 450 x 190 x 77.625NPB 500 x 200 x 90.732Shear check for web:NPB 600 x 220 x 122.440Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw1732.05kN(section 8.4.1)UB 610 x 229 x 125.150Design shear = 1.2*.Vfull =2078.46kN(as per clause 12.12.2)WPB 600 x 300 x 128.8WPB 600 x 300 x 177.8Shear on each bolt =259.81kNWPB 700 x 300 x 204.5Ultimate shear capacity of each bolt =446.915kNUC 152x152x23Shear resistance of bolt in combination with tension140.92kNXShear Key is requied20UC 152x152x30ZPG600X400AShear to be resisted by web of shear key =951.08kN200UC 203 x 203 X 4620UC 203 x 203 X 52Thickness of web plate for shear key = twp =20mmUC 254 X 254 X 731618516UC 254 X 254 X 89Depth of web plate required for shear key = dp =164.73mm217UC 305 x 305 x 97UC 305 x 305 x 118Provide depth of web plate for shear key =185mmUC 305 x 305 x 137PG400X400Depth of shear key below TOC =125mmIxx =8.59E+07mm4PG600X400Izz =6.89E+07mm4PG600X600Thickness of grout25mmZxx =7.92E+05mm3Zzz =6.89E+05mm3Moment due to web shear = Mw =83.219kNmArea =10100mm2Bending stress = Mw / Zxx105.134N/mm2OK38.0430244214UNSAFEPermissible bending stress = fy / gmo227.27N/mm2(section 8.2.1.2)Check for combined bending1.904>1UNSAFE

BP2DESIGN OF BASE PLATE BP2:APPROACH: LIMIT STATE DESIGNFACTORED LOAD COMBINATIONSBeamL/CNodeAxial Force kNShear-Y kNShear-Z kNTorsion kNmMoment-Y kNmMoment-Z kNmResultantShear238338163-8315.82831.431348.4760001348.84237312162585016.8291375.7220.004001375.82238323163-7736.4918.7181452.9390.002001452.97Factored Design Forces:LIMITING RESISTANCEPmax (P)8316.000kN( Bolt capacities taken from 3669-AA-DC-101002)FAILURE IN FRACTURE MODEPtension (T)5850.000kNMax resultant shear (S)1375.82kNdiatensionSheardiaUltimate tensile stress-MpaTdb kNVdb kN1635.3320.391641051.49629.7312294622Input2055.1331.832041080.3646.3958676321Yield stress of steel Fy =250Mpa2268.1839.362241099.38457.3793791531Permissible bending stress fbs = Fy/1.1227.27Mpa(Ref, clause 8.2.1.2 IS800:2007)2479.4345.8624410115.78466.8479235679Permissible bearing stress for M40 Grout =24Mpa(Ref, Clause 7.4.1, IS800-2007)27103.2859.6327410150.55286.921237727(As per Cl. 8.4 of 3669-AXSG-002)30126.2372.8830410184.008106.237068333Dia of bolt =72mm33156.1590.1533410227.632131.4233964762Total no of bolts =8nos.36183.83106.1336410267.976154.7160157364No of bolts on each side =4nos.39219.60126.7939410320.128184.8259869751Limiting Tension capacity of bolt =778.50kN42252.00145.4942410367.36212.0953948895Limiting Shear capacity of bolt =449.47kN45294.75170.1745410429.68248.0758636654Ultimate Tension capacity of bolt=1134.9kN48330.75190.9648410482.16278.3752057925Ultimate shear capacity of bolt=655.223kN52396.00228.6352410577.28333.292763397856456.75263.7056410665.84384.422903237260531.00306.5760410774.08446.9152963743Strength Increase Factors for Wind/Seismic loads.64603.00348.1464410879.04507.5139806284Strength increase factor for Bolt Capacity168688.50397.51684101003.68579.4749181802Stress increase factor for fbs172778.50449.47724101134.88655.2232734979L =1100mm270mmacolumn sectionPG600X600b eff.600=b eff.B350aa=1401) Check for bearing pressure:for Beam238L/C338Pmax (P)8316.00kNMax pressure =P/( L x B ) =12.600MpaPermissible bearing pressure =24MpaMax pressure < permissible bearing pressuresafe in bearing pressureAs per Clause 7.4.3.1 (Fig-9) of IS 800: 2007,ts = sqrt (2.5wc2gmo/fy)Thus, c =ts x sqrt (fy/2.5wgmo)c =97.31mm(Provided all around the column, effective area somes within theprovided base plate only)2) Check for Tension in bolt:for Beam237L/C312Ptension (T)5850.00kNTension per bolt = T / Total no of boltsTension per bolt =731.25kNLimiting Tension capacity of bolt =778.5kNTension per bolt < Tension capacity of boltBolt is safe in tension3) Check for Shear in bolt:for Beam238L/C323Max resultant shear (S)530.98kN(As shear key is provided, shear to be resisted by bolt isshear per bolt = Resultant shear / total no of bolttotal shear - shear capacity of shear key)shear per bolt =66.37kNPermissible shear force in bolt =449.47kNbolt is safe in Shear4) Check for combined shear and tension in bolt:( Cl. 10.3.6 of IS 800)(Actual tension/allow. Tension)2 + (Actual shear/allow. Shear)2< 1.00.90< 1.0Bolt is Safe in combined shear & tension5) Calculation of base plate thickness:Case 1) Due to max pressure with Three edges fixed:Max pressure =12.600MpaConsidering roark's formulae, for three edges fixeda=263mmb=290mma/bB31.51.073a/b =0.9121.568( By interpolation)0.4858b3 =0.4010b =290mmThickness of plate t1 = sqrt[(b*qmax*b2)/1.5*fbs]t1 =35.305mmCase 2) Due to max Tension:Max tension in bolt =731.25kNlever arm (a) =70.5mmfor 30 degree disperation angleeffective width b eff =81.4mmMoment @ section web =tension per bolt x lever arm (a)Mt =51.6kNmThickness of plate t2 = sqrt[(6*Mt)/fbs*b eff]t2 =129.31mmCase 2) Due to max Tension:Max tension in bolt =731.25kNPanel dimension:a1Stiffener provided (insert YES or NO)YESa=263mmbb1b=290mma1=133mmb1=165mmeffective width b eff =min(a,b,2a1,2b1)263mmMoment @ face =Mt=T.a1/(1+2(a1/b1))(if stiffner is present)=T.max(a1,b1)(otherwise)aMt =37.2326711137kNmThickness of plate t2 = sqrt[(6*Mt)/(1.5*fbs*b eff)]t2 =49.92mmCase 3) Due to max pressure for Cantilever:Moment @ section Flange =qmax x lever arm (a)^2 / 2Mt =0.1235kNm/mmThickness of plate t3 = sqrt[(6*Mt)/(1.5*fbs*1)]t3 =46.62mmHence provide base plate thickness50mmCHECK FOR BOLT CAPACITY AS PER CLAUSE 12.12.2section used:Thk. Of platesUB 203X133X 25For design of Shear Key consider Tension caseColumn Section used:UB 254x146x378Designation of member =PG600X600UB 305 x 165 x 4610Depth of membe r= d =600mmUB 356 x 171 x 5112Thickness of web = tw =20mmUB 406 X 178 X 6016Width of flange = fw =600mmNPB 400 x 180 x 66.320Thickness of flange = tf =32mmNPB 450 x 190 x 77.625NPB 500 x 200 x 90.732Shear check for web:NPB 600 x 220 x 122.440Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw1732.05kN(section 8.4.1)UB 610 x 229 x 125.150Design shear = 1.2*.Vfull =2078.46kN(as per clause 12.12.2)WPB 600 x 300 x 128.8WPB 600 x 300 x 177.8Shear on each bolt =259.81kNWPB 700 x 300 x 204.5Ultimate shear capacity of each bolt =655.223kNUC 152x152x23Shear resistance of bolt in combination with tension154.20kNXShear Key is requied16UC 152x152x30ZShear to be resisted by web of shear key =844.84kN200UC 203 x 203 X 4616UC 203 x 203 X 52Thickness of web plate for shear key = twp =16mmUC 254 X 254 X 731618516UC 254 X 254 X 89Depth of web plate required for shear key = dp =182.91mm217UC 305 x 305 x 97UC 305 x 305 x 118Provide depth of web plate for shear key =185mmUC 305 x 305 x 137PG400X400Depth of shear key below TOC =125mmIxx =8.17E+07mm4PG600X400Izz =6.32E+07mm4PG600X600Thickness of grout25mmZxx =7.53E+05mm3Zzz =6.32E+05mm3Moment due to web shear = Mw =73.923kNmArea =9360mm2Bending stress = Mw / Zxx98.217N/mm2OK33.7934815741UNSAFEPermissible bending stress = fy / gmo227.27N/mm2(section 8.2.1.2)Check for combined bending3.327>1UNSAFE

BP3DESIGN OF BASE PLATE BP3:APPROACH: LIMIT STATE DESIGNFACTORED LOAD COMBINATIONSBeamL/CNodeAxial Force kNShear-Y kNShear-Z kNTorsion kNmMoment-Y kNmMoment-Z kNmResultantShear244336168-4397.427-277.34531.795000279.162443111682807.451199.34620.2540.00100200.37244321168-1668.595-681.36437.347000682.39Factored Design Forces:LIMITING RESISTANCEPmax (P)4397.000kN( Bolt capacities taken from 3669-AA-DC-101002)FAILURE IN FRACTURE MODEPtension (T)2807.450kNMax resultant shear (S)682.40kNdiatensionSheardiaUltimate tensile stress-MpaTdb kNVdb kN1635.3320.391641051.49629.7312294622Input2055.1331.832041080.3646.3958676321Yield stress of steel Fy =250Mpa2268.1839.362241099.38457.3793791531Permissible bending stress fbs = Fy/1.1227.27Mpa(Ref, clause 8.2.1.2 IS800:2007)2479.4345.8624410115.78466.8479235679Permissible bearing stress for M40 Grout =24Mpa(Ref, Clause 7.4.1, IS800-2007)27103.2859.6327410150.55286.921237727(As per Cl. 8.4 of 3669-AXSG-002)30126.2372.8830410184.008106.237068333Dia of bolt =52mm33156.1590.1533410227.632131.4233964762Total no of bolts =8nos.36183.83106.1336410267.976154.7160157364No of bolts on each side =4nos.39219.60126.7939410320.128184.8259869751Limiting Tension capacity of bolt =396.00kN42252.00145.4942410367.36212.0953948895Limiting Shear capacity of bolt =228.63kN45294.75170.1745410429.68248.0758636654Ultimate Tension capacity of bolt=577.3kN48330.75190.9648410482.16278.3752057925Ultimate shear capacity of bolt=333.293kN52396.00228.6352410577.28333.292763397856456.75263.7056410665.84384.422903237260531.00306.5760410774.08446.9152963743Strength Increase Factors for Wind/Seismic loads.64603.00348.1464410879.04507.5139806284Strength increase factor for Bolt Capacity168688.50397.51684101003.68579.4749181802Stress increase factor for fbs172778.50449.47724101134.88655.2232734979L =1100mm270mmacolumn sectionPG600X400b eff.600=b eff.B350aa=1401) Check for bearing pressure:for Beam244L/C336Pmax (P)4397.00kNMax pressure =P/( L x B ) =6.662MpaPermissible bearing pressure =24MpaMax pressure < permissible bearing pressuresafe in bearing pressureAs per Clause 7.4.3.1 (Fig-9) of IS 800: 2007,ts = sqrt (2.5wc2gmo/fy)Thus, c =ts x sqrt (fy/2.5wgmo)c =77.85mm(Provided all around the column, effective area somes within theprovided base plate only)2) Check for Tension in bolt:for Beam244L/C311Ptension (T)2807.45kNTension per bolt = T / Total no of boltsTension per bolt =350.93kNLimiting Tension capacity of bolt =396kNTension per bolt < Tension capacity of boltBolt is safe in tension3) Check for Shear in bolt:for Beam244L/C321Max resultant shear (S)682.40kNshear per bolt = Resultant shear / total no of boltshear per bolt =85.30kNPermissible shear force in bolt =228.63kNbolt is safe in Shear4) Check for combined shear and tension in bolt:( Cl. 10.3.6 of IS 800)(Actual tension/allow. Tension)2 + (Actual shear/allow. Shear)2< 1.00.92< 1.0Bolt is Safe in combined shear & tension5) Calculation of base plate thickness:Case 1) Due to max pressure with Three edges fixed:Max pressure =6.662MpaConsidering roark's formulae, for three edges fixeda/bB31.51.07321.5680.5032a=269mmb=291mma/b =0.92( By interpolation)b3 =0.5110b =291mmThickness of plate t1 = sqrt[(b*qmax*b2)/1.5*fbs]t1 =29.080mmCase 2) Due to max Tension:Max tension in bolt =350.93kNlever arm (a) =70.5mmfor 30 degree disperation angleeffective width b eff =81.4mmMoment @ section web =tension per bolt x lever arm (a)Mt =24.7kNmThickness of plate t2 = sqrt[(6*Mt)/fbs*b eff]t2 =89.58mmCase 2) Due to max Tension:Max tension in bolt =350.93kNPanel dimension:a1Stiffener provided (insert YES or NO)YESa=269mmbb1b=290mma1=140mmb1=165mmeffective width b eff =min(a,b,2a1,2b1)269mmMoment @ face =Mt=T.a1/(1+2(a1/b1))(if stiffner is present)=T.max(a1,b1)(otherwise)aMt =18.216880618kNmThickness of plate t2 = sqrt[(6*Mt)/(1.5*fbs*b eff)]t2 =34.52mmCase 3) Due to max pressure for Cantilever:Moment @ section Flange =qmax x lever arm (a)^2 / 2Mt =0.0653kNm/mmsection used:Thk. Of platesUB 203X133X 25Thickness of plate t3 = sqrt[(6*Mt)/(1.5*fbs*1)]t3 =33.90mmUB 254x146x378UB 305 x 165 x 4610Hence provide base plate thickness40mmUB 356 x 171 x 5112UB 406 X 178 X 6016NPB 400 x 180 x 66.320CHECK FOR BOLT CAPACITY AS PER CLAUSE 12.12.2NPB 450 x 190 x 77.625NPB 500 x 200 x 90.732For design of Shear Key consider Tension caseNPB 600 x 220 x 122.440Column Section used:UB 610 x 229 x 125.150Designation of member =PG600X400WPB 600 x 300 x 128.8Depth of membe r= d =600mmWPB 600 x 300 x 177.8Thickness of web = tw =20mmWPB 700 x 300 x 204.5Width of flange = fw =600mmUC 152x152x23Thickness of flange = tf =25mmShear check for web:UC 152x152x30Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw1732.05kN(section 8.4.1)Design shear = 1.2*.Vfull =2078.46kN(as per clause 12.12.2)UC 203 x 203 X 46UC 203 x 203 X 52Shear on each bolt =259.81kNUC 254 X 254 X 73Ultimate shear capacity of each bolt =333.293kNUC 254 X 254 X 89Shear resistance of bolt in combination with tension105.93kNUC 305 x 305 x 97XUC 305 x 305 x 118Shear Key is requied25UC 305 x 305 x 137ZPG400X400Shear to be resisted by web of shear key =1231.02kN200PG600X40025PG600X600Thickness of web plate for shear key = twp =25mm1618516Depth of web plate required for shear key = dp =170.58mm217Provide depth of web plate for shear key =185mm41.0341317089UNSAFEDepth of shear key below TOC =150mmIxx =9.12E+07mm4Izz =7.38E+07mm4Thickness of grout25mmZxx =8.40E+05mm3Zzz =7.38E+05mm3Moment due to web shear = Mw =123.102kNmArea =11025mm2Bending stress = Mw / Zxx146.518N/mm2OKPermissible bending stress = fy / gmo227.27N/mm2(section 8.2.1.2)Check for combined bending2.670>1UNSAFE

BP4DESIGN OF BASE PLATE BP4:APPROACH: LIMIT STATE DESIGNFACTORED LOAD COMBINATIONSBeamL/CNodeAxial Force kNShear-Y kNShear-Z kNTorsion kNmMoment-Y kNmMoment-Z kNmResultantShear5854333220-5978.74295.225497.518-0.0020.001-0.003506.5558543142203397.123-83.404-409.165-0.004-0.0010417.585854367220-3988.509-42.115697.369-0.0050.001-0.003698.64Factored Design Forces:LIMITING RESISTANCEPmax (P)5979.000kN( Bolt capacities taken from 3669-AA-DC-101002)FAILURE IN FRACTURE MODEPtension (T)3398.000kNMax resultant shear (S)699.00kNdiatensionSheardiaUltimate tensile stress-MpaTdb kNVdb kN1635.3320.391641051.49629.7312294622Input2055.1331.832041080.3646.3958676321Yield stress of steel Fy =250Mpa2268.1839.362241099.38457.3793791531Permissible bending stress fbs = Fy/1.1227.27Mpa(Ref, clause 8.2.1.2 IS800:2007)2479.4345.8624410115.78466.8479235679Permissible bearing stress for M40 Grout =24Mpa(Ref, Clause 7.4.1, IS800-2007)27103.2859.6327410150.55286.921237727(As per Cl. 8.4 of 3669-AXSG-002)30126.2372.8830410184.008106.237068333Dia of bolt =60mm33156.1590.1533410227.632131.4233964762Total no of bolts =10nos.36183.83106.1336410267.976154.7160157364No of bolts on each side =5nos.39219.60126.7939410320.128184.8259869751Limiting Tension capacity of bolt =531.00kN42252.00145.4942410367.36212.0953948895Limiting Shear capacity of bolt =306.57kN45294.75170.1745410429.68248.0758636654Ultimate Tension capacity of bolt=774.1kN48330.75190.9648410482.16278.3752057925Ultimate shear capacity of bolt=446.915kN52396.00228.6352410577.28333.292763397856456.75263.7056410665.84384.422903237260531.00306.5760410774.08446.9152963743Strength Increase Factors for Wind/Seismic loads.64603.00348.1464410879.04507.5139806284Strength increase factor for Bolt Capacity168688.50397.51684101003.68579.4749181802Stress increase factor for fbs172778.50449.47724101134.88655.2232734979L =1100mm270mmacolumn sectionPG600X600b eff.800=b eff.B270aa=1451) Check for bearing pressure:for Beam5854L/C333Pmax (P)5979.00kNMax pressure =P/( L x B ) =6.794MpaPermissible bearing pressure =24MpaMax pressure < permissible bearing pressuresafe in bearing pressureAs per Clause 7.4.3.1 (Fig-9) of IS 800: 2007,ts = sqrt (2.5wc2gmo/fy)Thus, c =ts x sqrt (fy/2.5wgmo)c =97.31mm(Provided all around the column, effective area somes within theprovided base plate only)2) Check for Tension in bolt:for Beam5854L/C314Ptension (T)3398.00kNTension per bolt = T / Total no of boltsTension per bolt =339.80kNLimiting Tension capacity of bolt =531kNTension per bolt < Tension capacity of boltBolt is safe in tension3) Check for Shear in bolt:for Beam5854L/C367Max resultant shear (S)699.00kNshear per bolt = Resultant shear / total no of boltshear per bolt =69.90kNPermissible shear force in bolt =306.57kNbolt is safe in Shear4) Check for combined shear and tension in bolt:( Cl. 10.3.6 of IS 800)(Actual tension/allow. Tension)2 + (Actual shear/allow. Shear)2< 1.00.46< 1.0Bolt is Safe in combined shear & tension5) Calculation of base plate thickness:Case 1) Due to max pressure with Three edges fixed:Max pressure =6.794MpaConsidering roark's formulae, for three edges fixeda/bB31.51.07321.5680.2531a=262mmb=390mma/b =0.67( By interpolation)b3 =0.5110b =390mmThickness of plate t1 = sqrt[(b*qmax*b2)/1.5*fbs]t1 =39.358mmCase 2) Due to max Tension:Max tension in bolt =339.80kNlever arm (a) =70.5mmfor 30 degree disperation angleeffective width b eff =81.4mmMoment @ section web =tension per bolt x lever arm (a)Mt =24.0kNmThickness of plate t2 = sqrt[(6*Mt)/fbs*b eff]t2 =88.14mmCase 2) Due to max Tension:Max tension in bolt =339.80kNPanel dimension:a1Stiffener provided (insert YES or NO)YESa=262mmbb1b=390mma1=133mmb1=125mmeffective width b eff =min(a,b,2a1,2b1)250mmMoment @ face =Mt=T.a1/(1+2(a1/b1))(if stiffner is present)=T.max(a1,b1)(otherwise)aMt =14.4480179028kNmThickness of plate t2 = sqrt[(6*Mt)/(1.5*fbs*b eff)]t2 =31.89mmCase 3) Due to max pressure for Cantilever:Moment @ section Flange =qmax x lever arm (a)^2 / 2Mt =0.0714kNm/mmsection used:Thk. Of platesUB 203X133X 25Thickness of plate t3 = sqrt[(6*Mt)/(1.5*fbs*1)]t3 =35.46mmUB 254x146x378UB 305 x 165 x 4610Hence provide base plate thickness50mmUB 356 x 171 x 5112UB 406 X 178 X 6016NPB 400 x 180 x 66.320CHECK FOR BOLT CAPACITY AS PER CLAUSE 12.12.2NPB 450 x 190 x 77.625NPB 500 x 200 x 90.732For design of Shear Key consider Tension caseNPB 600 x 220 x 122.440Column Section used:UB 610 x 229 x 125.150Designation of member =PG600X600WPB 600 x 300 x 128.8Depth of membe r= d =600mmWPB 600 x 300 x 177.8Thickness of web = tw =20mmWPB 700 x 300 x 204.5Width of flange = fw =600mmUC 152x152x23Thickness of flange = tf =32mmShear check for web:UC 152x152x30Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw1732.05kN(section 8.4.1)Design shear = 1.2*.Vfull =2078.46kN(as per clause 12.12.2)UC 203 x 203 X 46UC 203 x 203 X 52Shear on each bolt =207.85kNUC 254 X 254 X 73Ultimate shear capacity of each bolt =446.915kNUC 254 X 254 X 89Shear resistance of bolt in combination with tension235.58kNUC 305 x 305 x 97XUC 305 x 305 x 118No need for Shear Key20UC 305 x 305 x 137ZPG400X400Shear to be resisted by web of shear key =0.00kN200PG600X40020PG600X600Thickness of web plate for shear key = twp =20mm1618516Depth of web plate required for shear key = dp =-mm217Provide depth of web plate for shear key =185mm0OKDepth of shear key below TOC =150mmIxx =8.59E+07mm4Izz =6.89E+07mm4Thickness of grout25mmZxx =7.92E+05mm3Zzz =6.89E+05mm3Moment due to web shear = Mw =0.000kNmArea =10100mm2Bending stress = Mw / Zxx0.000N/mm2OKPermissible bending stress = fy / gmo227.27N/mm2(section 8.2.1.2)Check for combined bending2.741>1UNSAFE

BP5DESIGN OF BASE PLATE BP5:APPROACH: LIMIT STATE DESIGNFACTORED LOAD COMBINATIONSBeamL/CNodeAxial Force kNShear-Y kNShear-Z kNTorsion kNmMoment-Y kNmMoment-Z kNmResultantShear255381178-404.36-17.512-204.7090.00200205.46255381178-404.36-17.512-204.7090.00200205.46243337167-339.266-14.98209.387-0.00200209.92Factored Design Forces:LIMITING RESISTANCEPmax (P)405.000kN( Bolt capacities taken from 3669-AA-DC-101002)FAILURE IN FRACTURE MODEPtension (T)0.000kNMax resultant shear (S)210.00kNdiatensionSheardiaUltimate tensile stress-MpaTdb kNVdb kN1635.3320.391641051.49629.7312294622Input2055.1331.832041080.3646.3958676321Yield stress of steel Fy =250Mpa2268.1839.362241099.38457.3793791531Permissible bending stress fbs = Fy/1.1227.27Mpa(Ref, clause 8.2.1.2 IS800:2007)2479.4345.8624410115.78466.8479235679Permissible bearing stress for M40 Grout =24Mpa(Ref, Clause 7.4.1, IS800-2007)27103.2859.6327410150.55286.921237727(As per Cl. 8.4 of 3669-AXSG-002)30126.2372.8830410184.008106.237068333Dia of bolt =33mm33156.1590.1533410227.632131.4233964762Total no of bolts =4nos.36183.83106.1336410267.976154.7160157364No of bolts on each side =2nos.39219.60126.7939410320.128184.8259869751Limiting Tension capacity of bolt =156.15kN42252.00145.4942410367.36212.0953948895Limiting Shear capacity of bolt =90.15kN45294.75170.1745410429.68248.0758636654Ultimate Tension capacity of bolt=227.6kN48330.75190.9648410482.16278.3752057925Ultimate shear capacity of bolt=131.423kN52396.00228.6352410577.28333.292763397856456.75263.7056410665.84384.422903237260531.00306.5760410774.08446.9152963743Strength Increase Factors for Wind/Seismic loads.64603.00348.1464410879.04507.5139806284Strength increase factor for Bolt Capacity168688.50397.51684101003.68579.4749181802Stress increase factor for fbs172778.50449.47724101134.88655.2232734979L =600mm250mmacolumn sectionNPB 500 x 200 x 90.7b eff.300=b eff.B180aa=501) Check for bearing pressure:for Beam255L/C381Pmax (P)405.00kNMax pressure =P/( L x B ) =2.250MpaPermissible bearing pressure =24MpaMax pressure < permissible bearing pressuresafe in bearing pressureAs per Clause 7.4.3.1 (Fig-9) of IS 800: 2007,ts = sqrt (2.5wc2gmo/fy)Thus, c =ts x sqrt (fy/2.5wgmo)c =77.85mm(Provided all around the column, effective area somes within theprovided base plate only)2) Check for Tension in bolt:for Beam255L/C381Ptension (T)0.00kNTension per bolt = T / Total no of boltsTension per bolt =0.00kNLimiting Tension capacity of bolt =156.15kNTension per bolt < Tension capacity of boltBolt is safe in tension3) Check for Shear in bolt:for Beam243L/C337Max resultant shear (S)210.00kNshear per bolt = Resultant shear / total no of boltshear per bolt =52.50kNPermissible shear force in bolt =90.15kNbolt is safe in Shear4) Check for combined shear and tension in bolt:( Cl. 10.3.6 of IS 800)(Actual tension/allow. Tension)2 + (Actual shear/allow. Shear)2< 1.00.34< 1.0Bolt is Safe in combined shear & tension5) Calculation of base plate thickness:Case 1) Due to max pressure with Three edges fixed:Max pressure =2.250MpaConsidering roark's formulae, for three edges fixeda/bB31.51.07321.5681.1458a=228mmb=144.9mma/b =1.57( By interpolation)b3 =1.0730b =144.9mmThickness of plate t1 = sqrt[(b*qmax*b2)/1.5*fbs]t1 =12.194mmCase 2) Due to max Tension:Max tension in bolt =0.00kNlever arm (a) =70.5mmfor 30 degree disperation angleeffective width b eff =81.4mmMoment @ section web =tension per bolt x lever arm (a)Mt =0.0kNmThickness of plate t2 = sqrt[(6*Mt)/fbs*b eff]t2 =0.00mmCase 2) Due to max Tension:Max tension in bolt =0.00kNPanel dimension:a1Stiffener provided (insert YES or NO)YESa=228mmbb1b=144.9mma1=119mmb1=84.9mmeffective width b eff =min(a,b,2a1,2b1)144.9mmMoment @ face =Mt=T.a1/(1+2(a1/b1))(if stiffner is present)=T.max(a1,b1)(otherwise)aMt =0kNmThickness of plate t2 = sqrt[(6*Mt)/(1.5*fbs*b eff)]t2 =0.00mmCase 3) Due to max pressure for Cantilever:Moment @ section Flange =qmax x lever arm (a)^2 / 2Mt =0.0028kNm/mmsection used:Thk. Of platesUB 203X133X 25Thickness of plate t3 = sqrt[(6*Mt)/(1.5*fbs*1)]t3 =7.04mmUB 254x146x378UB 305 x 165 x 4610Hence provide base plate thickness40mmUB 356 x 171 x 5112UB 406 X 178 X 6016NPB 400 x 180 x 66.320CHECK FOR BOLT CAPACITY AS PER CLAUSE 12.12.2NPB 450 x 190 x 77.625NPB 500 x 200 x 90.732For design of Shear Key consider Tension caseNPB 600 x 220 x 122.440Column Section used:UB 610 x 229 x 125.150Designation of member =NPB 500 x 200 x 90.7WPB 600 x 300 x 128.8Depth of membe r= d =500mmWPB 600 x 300 x 177.8Thickness of web = tw =10.2mmWPB 700 x 300 x 204.5Width of flange = fw =200mmUC 152x152x23Thickness of flange = tf =16mmShear check for web:UC 152x152x30Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw736.12kN(section 8.4.1)Design shear = 1.2*.Vfull =883.35kN(as per clause 12.12.2)UC 203 x 203 X 46UC 203 x 203 X 52Shear on each bolt =220.84kNUC 254 X 254 X 73Ultimate shear capacity of each bolt =131.423kNUC 254 X 254 X 89Shear resistance of bolt in combination with tension90.15kNUC 305 x 305 x 97XUC 305 x 305 x 118Shear Key is requied16UC 305 x 305 x 137ZPG400X400Shear to be resisted by web of shear key =522.73kN110PG600X40016PG600X600Thickness of web plate for shear key = twp =16mm2012020Depth of web plate required for shear key = dp =113.18mm160Provide depth of web plate for shear key =120mmOK38.0169406345UNSAFEDepth of shear key below TOC =125mmIxx =2.63E+07mm4Izz =1.04E+07mm4Thickness of grout25mmZxx =3.29E+05mm3Zzz =1.88E+05mm3Moment due to web shear = Mw =45.739kNmArea =6320mm2Bending stress = Mw / Zxx139.053N/mm2OKPermissible bending stress = fy / gmo227.27N/mm2(section 8.2.1.2)Check for combined bending1.647>1UNSAFE

BP6DESIGN OF BASE PLATE BP5:APPROACH: LIMIT STATE DESIGNFACTORED LOAD COMBINATIONSBeamL/CNodeAxial Force kNShear-Y kNShear-Z kNTorsion kNmMoment-Y kNmMoment-Z kNmResultantShear32053173488-138.602-46.267-0.0020.0040046.2732053173488-138.602-46.267-0.0020.0040046.2732053213488-124.696-50.8920.00300050.89Factored Design Forces:LIMITING RESISTANCEPmax (P)140.000kN( Bolt capacities taken from 3669-AA-DC-101002)FAILURE IN FRACTURE MODEPtension (T)0.000kNMax resultant shear (S)60.00kNdiatensionSheardiaUltimate tensile stress-MpaTdb kNVdb kN1635.3320.391641051.49629.7312294622Input2055.1331.832041080.3646.3958676321Yield stress of steel Fy =250Mpa2268.1839.362241099.38457.3793791531Permissible bending stress fbs = Fy/1.1227.27Mpa(Ref, clause 8.2.1.2 IS800:2007)2479.4345.8624410115.78466.8479235679Permissible bearing stress for M40 Grout =24Mpa(Ref, Clause 7.4.1, IS800-2007)27103.2859.6327410150.55286.921237727(As per Cl. 8.4 of 3669-AXSG-002)30126.2372.8830410184.008106.237068333Dia of bolt =24mm33156.1590.1533410227.632131.4233964762Total no of bolts =4nos.36183.83106.1336410267.976154.7160157364No of bolts on each side =2nos.39219.60126.7939410320.128184.8259869751Limiting Tension capacity of bolt =79.43kN42252.00145.4942410367.36212.0953948895Limiting Shear capacity of bolt =45.86kN45294.75170.1745410429.68248.0758636654Ultimate Tension capacity of bolt=115.8kN48330.75190.9648410482.16278.3752057925Ultimate shear capacity of bolt=66.848kN52396.00228.6352410577.28333.292763397856456.75263.7056410665.84384.422903237260531.00306.5760410774.08446.9152963743Strength Increase Factors for Wind/Seismic loads.64603.00348.1464410879.04507.5139806284Strength increase factor for Bolt Capacity168688.50397.51684101003.68579.4749181802Stress increase factor for fbs172778.50449.47724101134.88655.2232734979L =400mm200mmacolumn sectionUB 305 x 165 x 46b eff.200=b eff.B150aa=501) Check for bearing pressure:for Beam3205L/C317Pmax (P)140.00kNMax pressure =P/( L x B ) =1.750MpaPermissible bearing pressure =24MpaMax pressure < permissible bearing pressuresafe in bearing pressureAs per Clause 7.4.3.1 (Fig-9) of IS 800: 2007,ts = sqrt (2.5wc2gmo/fy)Thus, c =ts x sqrt (fy/2.5wgmo)c =0mm(Provided all around the column, effective area somes within theprovided base plate only)2) Check for Tension in bolt:for Beam3205L/C317Ptension (T)0.00kNTension per bolt = T / Total no of boltsTension per bolt =0.00kNLimiting Tension capacity of bolt =79.425kNTension per bolt < Tension capacity of boltBolt is safe in tension3) Check for Shear in bolt:for Beam3205L/C321Max resultant shear (S)60.00kNshear per bolt = Resultant shear / total no of boltshear per bolt =15.00kNPermissible shear force in bolt =45.86kNbolt is safe in Shear4) Check for combined shear and tension in bolt:( Cl. 10.3.6 of IS 800)(Actual tension/allow. Tension)2 + (Actual shear/allow. Shear)2< 1.00.11< 1.0Bolt is Safe in combined shear & tension5) Calculation of base plate thickness:Case 1) Due to max pressure with Three edges fixed:Max pressure =1.750MpaConsidering roark's formulae, for three edges fixeda/bB31.51.07321.5680.9759a=135.5mmb=96.65mma/b =1.40( By interpolation)b3 =1.0730b =96.65mmThickness of plate t1 = sqrt[(b*qmax*b2)/1.5*fbs]t1 =7.173mmCase 2) Due to max Tension:Max tension in bolt =0.00kNlever arm (a) =70.5mmfor 30 degree disperation angleeffective width b eff =81.4mmMoment @ section web =tension per bolt x lever arm (a)Mt =0.0kNmThickness of plate t2 = sqrt[(6*Mt)/fbs*b eff]t2 =0.00mmCase 2) Due to max Tension:Max tension in bolt =0.00kNPanel dimension:a1Stiffener provided (insert YES or NO)YESa=135.5mmbb1b=96.65mma1=94mmb1=71.65mmeffective width b eff =min(a,b,2a1,2b1)96.65mmMoment @ face =Mt=T.a1/(1+2(a1/b1))(if stiffner is present)=T.max(a1,b1)(otherwise)aMt =0kNmThickness of plate t2 = sqrt[(6*Mt)/(1.5*fbs*b eff)]t2 =0.00mmCase 3) Due to max pressure for Cantilever:Moment @ section Flange =qmax x lever arm (a)^2 / 2Mt =0.0022kNm/mmsection used:Thk. Of platesUB 203X133X 25Thickness of plate t3 = sqrt[(6*Mt)/(1.5*fbs*1)]t3 =6.20mmUB 254x146x378UB 305 x 165 x 4610Hence provide base plate thickness32mmUB 356 x 171 x 5112UB 406 X 178 X 6016NPB 400 x 180 x 66.320CHECK FOR BOLT CAPACITY AS PER CLAUSE 12.12.2NPB 450 x 190 x 77.625NPB 500 x 200 x 90.732For design of Shear Key consider Tension caseNPB 600 x 220 x 122.440Column Section used:UB 610 x 229 x 125.150Designation of member =UB 305 x 165 x 46WPB 600 x 300 x 128.8Depth of membe r= d =306.6mmWPB 600 x 300 x 177.8Thickness of web = tw =6.7mmWPB 700 x 300 x 204.5Width of flange = fw =165.7mmUC 152x152x23Thickness of flange = tf =11.8mmShear check for web:UC 152x152x30Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw296.50kN(section 8.4.1)Design shear = 1.2*.Vfull =355.80kN(as per clause 12.12.2)UC 203 x 203 X 46UC 203 x 203 X 52Shear on each bolt =88.95kNUC 254 X 254 X 73Ultimate shear capacity of each bolt =66.848kNUC 254 X 254 X 89Shear resistance of bolt in combination with tension45.86kNUC 305 x 305 x 97XUC 305 x 305 x 118Shear Key is requiedUC 305 x 305 x 137ZPG400X400Shear to be resisted by web of shear key =172.38kN10016PG600X400PG600X600Thickness of web plate for shear key = twp =16mm1210012Depth of web plate required for shear key = dp =74.64mm124Provide depth of web plate for shear key =100mmOK13.7901728377OKDepth of shear key below TOC =125mmIxx =8.89E+06mm4Izz =2.03E+06mm4Thickness of grout25mmZxx =1.43E+05mm3Zzz =4.07E+04mm3Moment due to web shear = Mw =15.083kNmArea =4000mm2Bending stress = Mw / Zxx105.208N/mm2OKPermissible bending stress = fy / gmo227.27N/mm2(section 8.2.1.2)Check for combined bending4.697>1UNSAFE

BP7DESIGN OF BASE PLATE BP7:APPROACH: LIMIT STATE DESIGNFACTORED LOAD COMBINATIONSBeamL/CNodeAxial Force kNShear-Y kNShear-Z kNTorsion kNmMoment-Y kNmMoment-Z kNmResultantShear30643193490-565.64-32.70324.9620.1570041.1430643193490-565.64-32.70324.9620.1570041.14303232191-302.407-202.787-1.3090.00600202.79Factored Design Forces:LIMITING RESISTANCEPmax (P)566.000kN( Bolt capacities taken from 3669-AA-DC-101002)FAILURE IN FRACTURE MODEPtension (T)0.000kNMax resultant shear (S)203.00kNdiatensionSheardiaUltimate tensile stress-MpaTdb kNVdb kN1635.3320.391641051.49629.7312294622Input2055.1331.832041080.3646.3958676321Yield stress of steel Fy =250Mpa2268.1839.362241099.38457.3793791531Permissible bending stress fbs = Fy/1.1227.27Mpa(Ref, clause 8.2.1.2 IS800:2007)2479.4345.8624410115.78466.8479235679Permissible bearing stress for M40 Grout =24Mpa(Ref, Clause 7.4.1, IS800-2007)27103.2859.6327410150.55286.921237727(As per Cl. 8.4 of 3669-AXSG-002)30126.2372.8830410184.008106.237068333Dia of bolt =27mm33156.1590.1533410227.632131.4233964762Total no of bolts =4nos.36183.83106.1336410267.976154.7160157364No of bolts on each side =2nos.39219.60126.7939410320.128184.8259869751Limiting Tension capacity of bolt =103.28kN42252.00145.4942410367.36212.0953948895Limiting Shear capacity of bolt =59.63kN45294.75170.1745410429.68248.0758636654Ultimate Tension capacity of bolt=150.6kN48330.75190.9648410482.16278.3752057925Ultimate shear capacity of bolt=86.921kN52396.00228.6352410577.28333.292763397856456.75263.7056410665.84384.422903237260531.00306.5760410774.08446.9152963743Strength Increase Factors for Wind/Seismic loads.64603.00348.1464410879.04507.5139806284Strength increase factor for Bolt Capacity168688.50397.51684101003.68579.4749181802Stress increase factor for fbs172778.50449.47724101134.88655.2232734979L =550mm200mmacolumn sectionNPB 400 x 180 x 66.3b eff.300=b eff.B150aa=501) Check for bearing pressure:for Beam3064L/C319Pmax (P)566.00kNMax pressure =P/( L x B ) =3.430MpaPermissible bearing pressure =24MpaMax pressure < permissible bearing pressuresafe in bearing pressureAs per Clause 7.4.3.1 (Fig-9) of IS 800: 2007,ts = sqrt (2.5wc2gmo/fy)Thus, c =ts x sqrt (fy/2.5wgmo)c =62.28mm(Provided all around the column, effective area somes within theprovided base plate only)2) Check for Tension in bolt:for Beam3064L/C319Ptension (T)0.00kNTension per bolt = T / Total no of boltsTension per bolt =0.00kNLimiting Tension capacity of bolt =103.275kNTension per bolt < Tension capacity of boltBolt is safe in tension3) Check for Shear in bolt:for Beam3032L/C321Max resultant shear (S)203.00kNshear per bolt = Resultant shear / total no of boltshear per bolt =50.75kNPermissible shear force in bolt =59.63kNbolt is safe in Shear4) Check for combined shear and tension in bolt:( Cl. 10.3.6 of IS 800)(Actual tension/allow. Tension)2 + (Actual shear/allow. Shear)2< 1.00.72< 1.0Bolt is Safe in combined shear & tension5) Calculation of base plate thickness:Case 1) Due to max pressure with Three edges fixed:Max pressure =3.430MpaConsidering roark's formulae, for three edges fixeda/bB31.51.07321.5680.8145a=180.5mmb=145.7mma/b =1.24( By interpolation)b3 =0.8000b =145.7mmThickness of plate t1 = sqrt[(b*qmax*b2)/1.5*fbs]t1 =13.072mmCase 2) Due to max Tension:Max tension in bolt =0.00kNlever arm (a) =70.5mmfor 30 degree disperation angleeffective width b eff =81.4mmMoment @ section web =tension per bolt x lever arm (a)Mt =0.0kNmThickness of plate t2 = sqrt[(6*Mt)/fbs*b eff]t2 =0.00mmCase 2) Due to max Tension:Max tension in bolt =0.00kNPanel dimension:a1Stiffener provided (insert YES or NO)YESa=180.5mmbb1b=145.7mma1=94mmb1=70.7mmeffective width b eff =min(a,b,2a1,2b1)141.4mmMoment @ face =Mt=T.a1/(1+2(a1/b1))(if stiffner is present)=T.max(a1,b1)(otherwise)aMt =0kNmThickness of plate t2 = sqrt[(6*Mt)/(1.5*fbs*b eff)]t2 =0.00mmCase 3) Due to max pressure for Cantilever:Moment @ section Flange =qmax x lever arm (a)^2 / 2Mt =0.0043kNm/mmsection used:Thk. Of platesUB 203X133X 25Thickness of plate t3 = sqrt[(6*Mt)/(1.5*fbs*1)]t3 =8.69mmUB 254x146x378UB 305 x 165 x 4610Hence provide base plate thickness32mmUB 356 x 171 x 5112UB 406 X 178 X 6016NPB 400 x 180 x 66.320CHECK FOR BOLT CAPACITY AS PER CLAUSE 12.12.2NPB 450 x 190 x 77.625NPB 500 x 200 x 90.732For design of Shear Key consider Tension caseNPB 600 x 220 x 122.440Column Section used:UB 610 x 229 x 125.150Designation of member =NPB 400 x 180 x 66.3WPB 600 x 300 x 128.8Depth of membe r= d =400mmWPB 600 x 300 x 177.8Thickness of web = tw =8.6mmWPB 700 x 300 x 204.5Width of flange = fw =180mmUC 152x152x23Thickness of flange = tf =13.5mmShear check for web:UC 152x152x30Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw496.52kN(section 8.4.1)Design shear = 1.2*.Vfull =595.83kN(as per clause 12.12.2)UC 203 x 203 X 46UC 203 x 203 X 52Shear on each bolt =148.96kNUC 254 X 254 X 73Ultimate shear capacity of each bolt =86.921kNUC 254 X 254 X 89Shear resistance of bolt in combination with tension59.63kNUC 305 x 305 x 97XUC 305 x 305 x 118Shear Key is requied25UC 305 x 305 x 137ZPG400X400Shear to be resisted by web of shear key =357.32kN150PG600X40025PG600X600Thickness of web plate for shear key = twp =25mm1210012Depth of web plate required for shear key = dp =49.51mm124Provide depth of web plate for shear key =100mmOK19.0571776854OKDepth of shear key below TOC =125mmIxx =1.55E+07mm4Izz =1.95E+07mm4Thickness of grout25mmZxx =2.50E+05mm3Zzz =2.60E+05mm3Moment due to web shear = Mw =31.266kNmArea =6100mm2Bending stress = Mw / Zxx125.067N/mm2OK