BasePlate Type 1 for Column 11

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  • 7/24/2019 BasePlate Type 1 for Column 11

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    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

    Anchor bolt row 2: - CASE NAME: WY+SFt2,Ed Ft2,Rd

    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

    Anchor bolt row 3: - CASE NAME: WY+SFt3,Ed Ft3,Rd

    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


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Appendix 2- Prokon Baseplate Calculations 03082015

Appendix 2- Prokon Baseplate Calculations 03082015

Baseplate Application Guide ROADMASTER, INC. 6110 NE 127th ... · BLAZER FULL SIZE Classic-style baseplate.81-91 Classic 1,2 108-1 3 300.00 BLAZER FULL SIZE Classic-style baseplate.

Baseplate Application Guide ROADMASTER, INC. 6110 NE 127th ... · BLAZER FULL SIZE Classic-style baseplate.81-91 Classic 1,2 108-1 3 300.00 BLAZER FULL SIZE Classic-style baseplate.

Coil Management System Baseplate

Coil Management System Baseplate