9.4 CBwAP9.4 Column base with anchor plate

Conditions of calculation!1) MEd > 0 clockwise direction2) NEd > 0 tension3) Design tolerances: anchor plate - distance +/- 4mm between HS and TSbase plate - distance +/- 2mm inside bolt hole4) The weld between column and base plate is not a critical element.5) User data for calculation in colored cells

Password for dokument: INFASO12345The imput data for calculation:

EsM0 =1.002.10E+05MPaM1 =1.00EcM2 =1.253.30E+04MPaMs =1.15Mc =1.50

Column:HEB200S355h =200.0mmfy =355MPab =200.0mmfu =510MPatw =9.0mmtf =15.0mmA =7808.0mm2Wpl =642.5mm3

Anchor plate:S355tp1 =10mmfy =355MPaap1 =350mmfu =510MPabp1 =540mmaw,1 =1.0mmm1 =84mm76mm80mmea1 =50mmeb1 =125mmp1 =100mmGrout:tg =0mmBase plate:S355tp2 =30mmfy =355MPaap2 =250mmfu =510MPabp2 =360mmawf,2 =6.0mmm2 =38mm42mm40mmea2 =40mmeb2 =75mmp2 =100mmm =31.2mm

Headed stud:8.8d1 =22mmfub =800MPadh =37mmAs =380.13mm2n1 =2pc in tensionk2 =0.90heff =200mmb =0.60

Threated stud:8.8d2 =22mmfub =800MPad0,2 =24mmAs =303mm2n2 =2pc in tensionk1 =2.50(7.052.50)k2 =0.90b =0.56(1.571.000.56) Concrete:C30/37fck =30.0MPafctk;0,05 =2.0MPak1 =12.7non-cracked =0.49Stirrup:B500Ads =8mmfy =500MPanre =4pc of legsdp =25mmc =-537.0s =12100.0

Concrete foundation: a =1600mmb =1600mmh =1000mm

Load of column:FEd =45kNMEd =20kNm

Design conditionsInteraction in shear and tension (see 1.15.)

Maximal resistant shear loadMaximal designed shear loadVRd =291.94kNx0.85VEd =248.15kN

Control designed conditionsConcrete:0.781.00.7778490814Steel:0.911.00.913694991

Plastification

FEd =45.0kN171.08kN171.08MEd =20.0kNm25.71kNm25.71

The calculation of example1. Components in tension

Base plate1.1. Threaded studs in tension - V

F't,Rd,2 =349.06kN

1.2. Punching of the anchor plate under threaded studs -V

Fp,Rd,V,2 =355.21kN

1.3. Base plate in bending - V

leff,2 =a)174.85mmb)196.11mmc)125.00mmd)137.42mme)162.42mmf)496.11mmg)396.11mm

leff,2 =125.00mmMode1FT,1,Rd,2 =1279.57kNMode2FT,2,Rd,2 =476.48kNMode3FT,3,Rd,2 =349.06kN

FT,Rd,2 =349.06kN

1.4. Threaded studs in shear and bearing - H

Fb,Rd,2 =374.00kN

Anchor plate1.5. Headed studs in tension - V

F't,Rd,1 =437.91kN

1.6. Punching of the anchor plate under headed studs - V

Fp,Rd,V,1 =355.21kN

1.7. Concrete cone failure without reinforcement - V

NRd,c =153.03kN

1.8. Concrete cone failure with reinforcement - V

NRd,max =351.96kN

NRd,1 =296.68kN

NRd,2 =361.85kN

NRd,min =296.68kN

1.9. Pull-out failure of headed studs - V

NRd,p =333.64kN

1.10. T-stub of the anchor plate in bending - V

ap =220mmleff,1 =a)398.50mmb)527.79mmc)110.00mmd)249.25mme)293.00mmf)746.54mmg)363.89mm

leff,1 =110.00mmMode1FT,1,Rd,1 =46.49kN

Mode2FT,2,Rd,1 =125.27kNMode3FT,3,Rd,1 =296.68kN

FT,Rd,1 =46.49kN

1.11. Anchor plate in tension - V

Ft,Rd,1 =176.28kN

1.12. Headed studs in shear - H

FV,Rd,1 =291.94kN

1.13. Pry-out failure of headed studs - H

VRd,CP,1 =306.05kN

1.14. Reduction of resistance in the vertical/horinzontal direction

Plast. EffectMembr. EffectA =46.49kN66.49Q =39.05kN39.05NHS =85.54kN105.54Headed studsThreaded studs

T-STUB =5.28mmFt,pl =46.49kN60.43el =3.52mmFt,el =30.99kN40.292.22 =7.81mmFt,2.22 =46.49kN60.43a+a =85.26mmFp,Rd =176.28kNF'p,Rd,V =30.21kNp,tot =14.61mmFp,Rd,V =76.69kN99.70Fp,Rd,V-FT,pl30.21kNF'p,Rd,V30.21Fp,Rd,H =440.97kNVRd =291.94kNap,tot =9.67mmFap,Rd =66.49kN86.43Date for chart:F0.0060.4360.4399.700.005.287.8122.42F2.2240.2960.432.223.527.81Fap,Rd86.43ap,tot17.481.15. Interaction in shear and tension for threaded and headed studsThreaded studs:0.78+0.041.00.82151.00.8215147518

Headed studs:1.00+0.061.01.06371.01.063694991Headed studs in concrete:0.93+0.051.00.97941.00.9794008672Threaded studs (reduction shear force):0.66+0.041.00.70441.00.7044257456

Headed studs (reduction shear force):0.85+0.061.00.91371.00.913694991Headed studs in concrete (reduction shear force):0.73+0.051.00.77781.00.7778490814Concrete:0.781.00.7778490814Steel:0.911.00.9136949912. Component in compressiona1 =a)1600.00mmb)750.00mmc)1250.00mm

b1 =a)1600.00mmb)1080.00mmc)1360.00mm

a1 =750.0mmap2 =250.0mmb1 =1080.0mmbp2 =360.0mm

kj =3.00fjd =40.00MPac =68.80mm3. Assembly for resistence

3.1 Column base resistancePlastification calculationEnd iterationAeff =1664.29mm2Aeff =1604.68mm2beff =6.16mmbeff =5.94mmbeff,1 =6.16mmbeff,1 =5.94mmbeff,2 =0.00mmbeff,2 =0.00mmbeff,3 =0.00mmbeff,3 =0.00mmCenter of gravityyc =3.08mmyc =2.97mm

rt =138.00mmr't =222.00mmrc =165.72mmrc =165.83mm

Membrane calculationEnd iterationAeff =2316.37mm2Aeff =2245.69mm2beff =8.58mmbeff =8.32mmbeff,1 =8.58mmbeff,1 =8.32mmbeff,2 =0.00mmbeff,2 =0.00mmbeff,3 =0.00mmbeff,3 =0.00mmCenter of gravityyc =4.29mmyc =4.16mm

rt =138.00mmr't =222.00mmrc =164.51mmrc =164.64mm

Moment resistance

MRd,pl =25.71kNmMRd,memb =33.40kNm

3.2. End of column resistanceNpl,Rd =2771.84kNMpl,Rd =228.09kNm

3.3 Comparation of results

FEd NRd,plNRd,membNpl,Rd [kN][kN][kN][kN]45171.08211.072771.84171.08211.072771.84

MEd MRd,plMRd,membMpl,Rd[kNm][kNm][kNm][kNm]2025.7133.40228.0925.7133.40228.09

4. Stiffness for components4.1. Component threaded stud in tensionkb2 =12.24mm4.2. Component base plate in bendingkp2 =47.17mm4.3. Component base plate in bending and concrete block in compressionkc =18.69mm4.4. Component anchor plate in tension

kp1 =0.39mm

4.5. Component headed stud in tensionkb1 =4.32mm5. Assembly for stiffness zc =92.5mmzt1 =222.0mmzt2 =138.0mmz =230.5mm kc =18.69mmkt1 =0.36mm0.26mm-1kt2 =9.72mmkt =0.26mma =89.38mme =444.4mm

Sj,ini =2.35E+09Nmmrad-1

Data for end charts (next sheets)F =0.00kN =0.00mm2/3FRd =114.05kNel =3.52mmF2.22,Rd =171.08kN2.22 =7.81mmFap,Rd =211.07kNap,tot =17.48mm

M =0.00kNm =0.0000rad2/3Mj,Rd =22.26kNmj,el =0.0073radM2.22,Rd =25.71kNm2.22 =0.0162radMap,tot,Rd =33.40kNmap,tot =0.0919rad

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Chart F-

Chart M-

Interactive dataSteel:t40t