BasePlate Type 1 for Column 11

7/24/2019 BasePlate Type 1 for Column 11

1/6

Base Plate

Standard: EC3

Base Plate Description

Anchor Bolt Ve rification

Conditions

Anchor Bo lt Tension Verification

Anchor Bo lt Punchi ng Sh ear R esistance

Anchor Bo lt Shear And Tensio n Veri fication

Design Tension Resistance - Individual Anchor Bolt Rows

Design Tension Resistance - Group of Anchor Bolt Rows

Weld Verification

Conditions

Conditions

Resistance of column base plateColumn base plate in axial forces - compression

Column base plate in shear force

Verification of moment resistance

Column base plate in shear force

Column Verification

Column Web Panel in Shear

Conclusion

The connection is correctly designed to resist the applied forces

Base Plate Description

Connection details

Connected elements

Elem ent Profiles Height Width Web thickness Flange thickness R ounding radius Material ID

Column UKB533x312x151 542.5mm 312mm 12.7mm 20.3mm 12.7mm S275 11

Design efforts

Case name M N V

SelfWeight 0kNm -80.3kN -48.4kN

LiveLoads 0kNm -58.6kN -40.6kN

WX+S 0kNm 50.4kN 32.5kN

WX+S2 0kNm 6.5kN 5kN

WX+D 0kNm 14.8kN 8.1kN

WX+D2 0kNm -29.1kN -19.4kN

VX-S 0kNm 48.3kN 32.7kN

WX-S2 0kNm 7.7kN 4.7kN

WX-D 0kNm 12.7kN 8.3kN

WX-D2 0kNm -27.9kN -19.7kN

WY+S 0kNm 53.1kN 36.6kN

WY+D 0kNm 18.2kN 12.7kN

WY-S 0kNm 53kN 36.3kN

WY-D 0kNm 17.5kN 12kN

1.35x[1 SelfWeight] 0kNm -108.4kN -65.3kN

1.35x[1 SelfWeight]+1.5x[2 LiveLoads] 0kNm -196.3kN -126.1kN

1.35x[1 Sel fWeight]+1.5x[2LiveLoads]+0.75x[3 WX+S]

0kNm -158.5kN -101.8kN

1.35x[1 Sel fWeight]+1.5x[2LiveLoads]+0.75x[4 WX+S2]

0kNm -191.4kN -122.4kN

1.35x[1 Sel fWeight]+1.5x[2LiveLoads]+0.75x[5 WX+D]

0kNm -185.2kN -120.1kN

1.35x[1 Sel fWeight]+1.5x[2

LiveLoads]+0.75x[6 WX+D2] 0kNm -218.1kN -140.7kN1.35x[1 Sel fWeight]+1.5x[2LiveLoads]+0.75x[7 VX-S]

0kNm -160kN -101.6kN

1.35x[1 Sel fWeight]+1.5x[2LiveLoads]+0.75x[8 WX-S2]

0kNm -190.5kN -122.6kN

1.35x[1 Sel fWeight]+1.5x[2LiveLoads]+0.75x[9 WX-D]

0kNm -186.8kN -119.9kN

1.35x[1 Sel fWeight]+1.5x[2
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L ive Lo ad s]+0.7 5x [1 0 WX -D2] 0 kNm - 21 7.2 kN - 14 0.9 kN

1.35x[1 Sel fWeight]+1.5x[2LiveLoads]+0.75x[11 WY+S]

0kNm -156.5kN -98.7kN

1.35x[1 Sel fWeight]+1.5x[2LiveLoads]+0.75x[15 WY+D]

0kNm -182.6kN -116.6kN

1.35x[1 Sel fWeight]+1.5x[2LiveLoads]+0.75x[17 WY-S]

0kNm -156.5kN -98.9kN

1.35x[1 Sel fWeight]+1.5x[2LiveLoads]+0.75x[19 WY-D]

0kNm -183.2kN -117.1kN

1.35x[1 SelfWeight]+1.5x[3 WX+S] 0kNm -32.7kN -16.5kN

1.35x[1 SelfWeight]+1.5x[4 WX+S2] 0kNm -98.6kN -57.7kN

1.35x[1 SelfWeight]+1.5x[5 WX+D] 0kNm -86.2kN -53.1kN

1.35x[1 SelfWeight]+1.5x[6 WX+D2] 0kNm -152kN -94.3kN1.35x[1 SelfWeight]+1.5x[7 VX-S] 0kNm -35.9kN -16.2kN

1.35x[1 SelfWeight]+1.5x[8 WX-S2] 0kNm -96.8kN -58.2kN

1.35x[1 SelfWeight]+1.5x[9 WX-D] 0kNm -89.3kN -52.8kN

1.35x[1 SelfWeight]+1.5x[10 WX-D2] 0kNm -150.3kN -94.8kN

1.35x[1 SelfWeight]+1.5x[11 WY+S] 0kNm -28.8kN -10.4kN

1.35x[1 SelfWeight]+1.5x[15 WY+D] 0kNm -81kN -46.3kN

1.35x[1 SelfWeight]+1.5x[17 WY-S] 0kNm -28.9kN -10.8kN

1.35x[1 SelfWeight]+1.5x[19 WY-D] 0kNm -82.1kN -47.2kN

1.35x[1 SelfWeigh t]+1.5x[3 WX+S]+1.05x[2LiveLoads]

0kNm -94.3kN -59.1kN

1.35x[1 SelfWeigh t]+1.5x[4 WX+S2]+1.05x[2LiveLoads]

0kNm -160.1kN -100.3kN

1.35x[1 SelfWeigh t]+1.5x[5 WX+D]+1.05x[2LiveLoads]

0kNm -147.7kN -95.7kN

1.35x[1 SelfWeight]+1.5x[6 WX+D2]+1.05x[2

LiveLoads] 0kNm -213.6kN -136.9kN

1.35x[1 SelfWeigh t]+1.5x[7 VX-S]+1.05x[2LiveLoads]

0kNm -97.4kN -58.8kN

1.35x[1 SelfWeigh t]+1.5x[8 WX-S2]+1.05x[2LiveLoads]

0kNm -158.3kN -100.8kN

1.35x[1 SelfWeigh t]+1.5x[9 WX-D]+1.05x[2LiveLoads]

0kNm -150.9kN -95.4kN

1.35x[1 SelfWeight]+1.5x[10 WX-D2]+1.05x[2LiveLoads]

0kNm -211.8kN -137.4kN

1.35x[1 SelfWeigh t]+1.5x[11 WY+S]+1.05x[2LiveLoads]

0kNm -90.3kN -53kN

1.35x[1 SelfWeight]+1.5x[15 WY+D]+1.05x[2LiveLoads]

0kNm -142.6kN -88.9kN

1.35x[1 SelfWeigh t]+1.5x[17 WY-S]+1.05x[2LiveLoads]

0kNm -90.4kN -53.4kN

1.35x[1 SelfWeight]+1.5x[19 WY-D]+1.05x[2LiveLoads] 0kNm -143.7kN -89.8kN

1x[1 SelfWeight]+1x[12 EX]+0.3x[2 LiveLoads] 0kNm -50.2kN 43.8kN

1x[1 SelfWeight]+1x[13 EY]+0.3x[2 LiveLoads] 0kNm -91.7kN -55.1kN

1x[1 SelfWeight]+1x[12 EX] 0kNm -32.7kN 56kN

1x[1 Se lfWe ig ht]+1 x[13 E Y] 0 kN m -7 4.1 kN -4 2.9 kN

1x[1 SelfWeight]-1x[12 EX]+0.3x[2 LiveLoad s] 0kNm -145.5kN -164.8kN

1x[1 SelfWeight]-1x[13 EY]+0.3x[2 LiveLoads] 0kNm -104kN -66kN

1x[1 Se lfWe ig ht]-1 x[1 2 EX ] 0 kN m -1 27 .9 kN -15 2.7 kN

1x[1 SelfWeight]-1x[13 EY] 0kNm -86.4kN -53.8kN

1x[1 SelfWeight] 0kNm -80.3kN -48.4kN

1x[1 SelfWeight]+1x[2 LiveLoads] 0kNm -138.9kN -88.9kN

1x[1 SelfWeight]+1x[2 LiveLoads]+0.5x[3WX+S]

0kNm -113.7kN -72.7kN

1x[1 SelfWeight]+1x[2 LiveLoads]+0.5x[4WX+S2]

0kNm -135.6kN -86.4kN

1x[1 SelfWeight]+1x[2 LiveLoads]+0.5x[5WX+D]

0kNm -131.5kN -84.9kN

1x[1 SelfWeight]+1x[2 LiveLoads]+0.5x[6WX+D2]

0kNm -153.4kN -98.6kN

1x[1 SelfWeight]+1x[2 LiveLoads]+0.5x[7 VX-S]

0kNm -114.7kN -72.6kN

1x[1 SelfWeight]+1x[2 LiveLoads]+0.5x[8 WX-S2]

0kNm -135kN -86.6kN

1x[1 SelfWeight]+1x[2 LiveLoads]+0.5x[9 WX-D]

0kNm -132.5kN -84.8kN

1x[1 SelfWeight]+1x[2 LiveLoads]+0.5x[10WX-D2]

0kNm -152.8kN -98.8kN

1x[1 SelfWeight]+1x[2 LiveLoads]+0.5x[11WY+S]

0kNm -112.3kN -70.6kN

1x[1 SelfWeight]+1x[2 LiveLoads]+0.5x[15WY+D]

0kNm -129.8kN -82.6kN

1x[1 SelfWeight]+1x[2 LiveLoads]+0.5x[17WY-S] 0kNm -112.4kN -70.8kN

1x[1 SelfWeight]+1x[2 LiveLoads]+0.5x[19WY-D]

0kNm -130.1kN -82.9kN

1x[1 Se lfWe ig ht]+1 x[3 WX+S] 0 kN m -2 9.9 kN -1 5.9 kN

1 x[1 S el fWe ig ht]+1x[4 WX +S 2] 0 kNm -7 3.8 kN - 43 .3 kN

1x[1 Se lfWe ig ht]+1 x[5 WX+D ] 0 kN m -6 5.5 kN -4 0.2 kN

1 x[1 S el fWe ig ht]+1x[6 WX +D2] 0 kNm - 10 9.4 kN - 67 .7 kN


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1x[1 SelfWeight]+1x[7 VX-S] 0kNm -32kN -15.6kN

1 x[1 S el fWe ig ht]+1x[8 WX -S 2] 0 kNm -7 2.6 kN - 43 .6 kN

1x[1 Se lfWe ig ht]+1 x[9 WX-D ] 0 kN m -6 7.6 kN -4 0kN

1 x[1 S el fWe ig ht]+1x[1 0 WX -D2] 0 kNm - 10 8.2 kN -6 8kN

1 x[1 S el fWe ig ht]+1x[1 1 WY +S ] 0 kNm -2 7.2 kN - 11 .8 kN

1 x[1 S el fWe ig ht]+1x[1 5 WY +D] 0 kNm -6 2.1 kN - 35 .7 kN

1x[1 Se lfWe ig ht]+1 x[17 WY-S] 0 kN m -2 7.3 kN - 12 kN

1 x[1 S el fWe ig ht]+1x[1 9 WY -D] 0 kNm -6 2.8 kN - 36 .3 kN

1x[1 SelfWeigh t]+1x[3 WX+S]+0.7x[2LiveLoads]

0kNm -70.9kN -44.3kN

1x[1 SelfWeigh t]+1x[4 WX+S2]+0.7x[2LiveLoads]

0kNm -114.8kN -71.7kN

1x[1 SelfWeigh t]+1x[5 WX+D]+0.7x[2LiveLoads]

0kNm -106.5kN -68.6kN

1x[1 SelfWeight]+1x[6 WX+D2]+0.7x[2LiveLoads]

0kNm -150.4kN -96.1kN

1x[1 SelfWeight]+1x[7 VX-S]+0.7x[2LiveLoads]

0 kNm -7 3k N - 44 kN

1x[1 SelfWeigh t]+1x[8 WX-S2]+0.7x[2LiveLoads]

0kNm -113.6kN -72kN

1x[1 SelfWeigh t]+1x[9 WX-D]+0.7x[2LiveLoads]

0kNm -108.6kN -68.4kN

1x[1 SelfWeight]+1x[10 WX-D2]+0.7x[2LiveLoads]

0kNm -149.2kN -96.4kN

1x[1 SelfWeigh t]+1x[11 WY+S]+0.7x[2LiveLoads]

0kNm -68.2kN -40.2kN

1x[1 SelfWeight]+1x[15 WY+D]+0.7x[2LiveLoads]

0kNm -103.1kN -64.1kN

1x[1 SelfWeigh t]+1x[17 WY-S]+0.7x[2LiveLoads]

0kNm -68.3kN -40.4kN

1x[1 SelfWeight]+1x[19 WY-D]+0.7x[2LiveLoads]

0kNm -103.8kN -64.7kN

1x[1 SelfWeight] 0kNm -80.3kN -48.4kN

1x[1 SelfWeight]+0.3x[2 LiveLoads] 0kNm -97.9kN -60.5kN

Forces Linear element My Max(Concomitant) 0kNm -32.7kN 56kN

Fo rce s S up po rt Fz Max( Co nc omita nt) 0 kNm 0 kN 0 kN

Welds thickness

Weld name Thickness

Column flange - plate 8mm

Column web - plate 8mm

Anchor properties

Connecting Type Diameter N umber of anchors Grade Assembly Hole diameter Area

Base plate - Concrete block HOLDING DOWN BOLTS 20mm 6 8.8 MuS 2mm 0m

Anchor Bolt Verification

Conditions

Min/Max bolt edge distance (on load direction)1.2 * d0 e1 (4 * t + 40mm)

26.4mm 196.25mm 240mmOK

Min/Max bolt edge distance (perpendicular on load direction)1.2 * d0 e2 (4 * t + 40mm)

26.4mm 156mm 240mm

OK

Min/Max bolt spacing distance (on load direction)2.2 * d0 p1 min(14 * t 200mm)

48.4mm 150mm 200mmOK

Min/Max bolt spacing distance (perpendicular on load direction)2.4 * d0 p2 min(14 * t 200mm)

52.8mm 150mm 200mmOK

Anchor Bolt T ension Verification - CASE NAME: WY+S

Ft,Ed Ft,RdNEd/ (nObj* n) k2* fub* As/ Mb53.1kN / (1 * 6) 0.9 * 800N/mm * 0m / 1.258.8kN 141.1kN6.27 %OK

Anchor Bolt Punching Shear Resistance - CASE NAME: 1 x[1 SelfWeight]-1x[ 12 EX]+0.3x[2 LiveLoads]

Fvb,Ed Fvb,RdVEd/(nobj*n) min(k1*b*fu*d*(ti) /M2 b*fub*As/Mb)

164.8kN/(1*6)min(2.5*1*430N/mm*20mm*50mm/1.25 0.25*800N/mm*0m/1.25)


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27.5kN 38.9kN70.65 %OK

Anchor Bolt Shear And Tension Verification

Verification not necessary

Design Tension Resistance - Individual Anchor Bolt Rows

Anchor bolt row 1: - CASE NAME: WY+SFt1,Ed Ft1,Rd

nv * [MEd

* h1

/ (nv * (hr

2)) + NEd

/ (nObj

* nh,t

)] Ft1,ep,Rd2*[0kNm * 411.1mm / (2 * 0.5m) + 53.1kN / (1 * 6)] 282.2kN

17.7kN 282.2kN from(Design tension resistance for end plate in bending)6.27 %OK


nv * [MEd* h2/ (nv * (hr2)) + NEd/ (nObj* nh,t)] Ft2,ep,Rd

2*[0kNm * 261.1mm / (2 * 0.5m) + 53.1kN / (1 * 6)] 282.2kN17.7kN 282.2kN from(Design tension resistance for end plate in bending)6.27 %OK


nv * [MEd* h3/ (nv * (hr2)) + NEd/ (nObj* nh,t)] Ft3,ep,Rd

2*[0kNm * 111.1mm / (2 * 0.5m) + 53.1kN / (1 * 6)] 282.2kN

17.7kN 282.2kN from(Design tension resistance for end plate in bending)6.27 %OK

Design Tension Resistance - Group of Anchor Bolt Rows

Anchor bolt rows 1-2: - CASE NAME: WY+S(Ftr,Ed) Ft1-2,ep,Rd35.4kN 564.5kN from(Design tension resistance for base plate in bending)6.27 %OK

Anchor bolt rows 2-3: - CASE NAME: WY+S(Ftr,Ed) Ft2-3,ep,Rd35.4kN 564.5kN from(Design tension resistance for base plate in bending)6.27 %OK

Anchor bolt rows 1-2-3: - CASE NAME: WY+S(Ftr,Ed) Ft1-2-3,ep,Rd53.1kN 846.7kN from(Design tension resistance for base plate in bending)6.27 %OK

Weld Verification

Conditions

a < 0.7 * min(tp tcf)

8mm 14.21mmOK

Minimum weld thickness3 mm a

3mm 8mmOK

Minimum weld lengthmax(30mm 6 * a) leff48mm 120.95mmOK

Maximum weld lengthleff 150 * a

296mm 1200mmOK

Weld Verification - CASE NAME: 1x[1 SelfWeight]-1x[12 EX]+0.3x[2 LiveLoads]Fw,Ed,Res Fw,RdVEd nObj* nw* fvw,d* a * leff164.8kN 1 * 2 * 233.7N/mm * 8mm * 460.5mm164.8kN 1721.6kN

9.57 %OK

Conditions

a < 0.7 * min(tp tcf)

8mm 14.21mmOK


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Minimum weld thickness3 mm a3mm 8mmOK

Minimum weld lengthmax(30mm 6 * a) leff48mm 120.95mmOK

Maximum weld lengthleff 150 * a

296mm 1200mm

OK

Weld Verification - CASE NAME: 1x[1 SelfWeight]-1x[12 EX]+0.3x[2 LiveLoads]Fw,Ed,Res Fw,RdVEd nObj* nw* fvw,d* a * leff164.8kN 1 * 2 * 233.7N/mm * 8mm * 460.5mm164.8kN 1721.6kN9.57 %OK

Resistance of column base plate

Column base plate in axial forces - compression

Conditions - CASE NAME: 1.35x[1 SelfWeight]+1.5x[2 LiveLoads]+0.75x[6 WX+D2]Nc,Ed< 0

-218.1kN < 0kNOK

Nc,Ed Nc,RdNc,Ed 2*Fc,f,Rd+ 1 * Fc,w,RdNc,Ed 2*(fjd*beff*leff)f+1 * (fjd*beff*leff)w218.1kN 2 * 8N/mm*264.55mm*462mm + 1 * 8N/mm*351.2mm*163.4mm218.1kN 2414.6kN9.03 %OK

Geometrical parameters for the base platee = 0mmNEd,r> 0

-40.1kN 0kNNot CalculatedOK-ZC,r< e 0

-261.1mm < 0mm 0mmOKe -ZT,r0mm 0mmOKCase: Dominant bending moment

Column base plate in shear force - CASE NAME: 1x[1 SelfWeight]-1x[12 EX]+0.3x[2 LiveLoads]

Fv,Ed Fv,RdFv,Ed CF,d*NC,Ed+n*Fvb,Rd164.8kN 0.2*145.5kN+6*38.9kN164.8kN 262.4kN62.82 %OK

Verification of moment resistance - CASE NAME: Forces Support Fz Max(Concomitant)MEd Mj,RdMEd min((-Fc,l,Rd*z)/(1+zcr/e) (-Fc,r,Rd*z)/(-1+zcl/e))

0kNm min((-977.8kN*522.2mm)/(1+261.1mm/2.12mm) (-977.8kN*522.2mm)/(-1+261.1mm/2.12mm))4.1kN = min(-4.1kN -4.2kN)0kN 4.1kN0 %OK

Column base plate in shear force - CASE NAME: 1x[1 SelfWeight]-1x[12 EX]+0.3x[2 LiveLoads]

Fv,Ed Fv,RdFv,Ed CF,d*NC,Ed+n*Fvb,Rd164.8kN 0.2*145.5kN+6*38.9kN164.8kN 262.4kN62.82 %OK

Column Verification

Column Web Panel in Shear

Conditionsd / tw 69 *


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476.5mm / 12.7mm 69 * 0.9237.52 63.78OK

Column web panel in shear - CASE NAME: 1x[1 SelfWeight]-1x[12 EX]+0.3x[2 LiveLoads]Vwp,Ed Vwp,RdVEd 0.9 * fy,wc* Avc/ (SQRT(3) * M0)

164.8kN 0.9 * 275N/mm * 0.01m / (1.73 * 1)164.8kN 1021.3kN16.14 %OK

Conclusion

The connection is correctly designed to resist the applied forces

BasePlate Type 1 for Column 11

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