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    Calculations of The Connection

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    mile
    The document provides information to calculate the connection between a column base and foundation. It includes details of the column, endplate, stiffeners, anchorage, welds, foundation, loads, and safety factors. The summary calculations show: 1. The tension resistance of the connection is 0 kN, which satisfies the verification against the axial load of 251 kN applied to the column. 2. The shear resistances of 224 kN in the web plane and 224 kN in the flange plane satisfy the verifications against the shear forces of 67 kN and -109 kN respectively. 3. Checks of the stresses in the welds are below the permissible limits, indicating the welds

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    © All Rights Reserved
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    Calculations of The Connection

    Uploaded by

    mile
    98 views6 pages
    The document provides information to calculate the connection between a column base and foundation. It includes details of the column, endplate, stiffeners, anchorage, welds, foundation, loads, and safety factors. The summary calculations show: 1. The tension resistance of the connection is 0 kN, which satisfies the verification against the axial load of 251 kN applied to the column. 2. The shear resistances of 224 kN in the web plane and 224 kN in the flange plane satisfy the verifications against the shear forces of 67 kN and -109 kN respectively. 3. Checks of the stresses in the welds are below the permissible limits, indicating the welds

    Original Description:

    steel connection calculation EC 3 DETAILED EXPLANATION THROUGH CALCULATION

    Original Title

    Calculations of the Connection

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    The document provides information to calculate the connection between a column base and foundation. It includes details of the column, endplate, stiffeners, anchorage, welds, foundation, loads, and safety factors. The summary calculations show: 1. The tension resistance of the connection is 0 kN, which satisfies the verification against the axial load of 251 kN applied to the column. 2. The shear resistances of 224 kN in the web plane and 224 kN in the flange plane satisfy the verifications against the shear forces of 67 kN and -109 kN respectively. 3. Checks of the stresses in the welds are below the permissible limits, indicating the welds

    Copyright:

    © All Rights Reserved
    Download as PDF, TXT or read online from Scribd
    Download as pdf or txt
    98 views6 pages

    Calculations of The Connection

    Uploaded by

    mile
    The document provides information to calculate the connection between a column base and foundation. It includes details of the column, endplate, stiffeners, anchorage, welds, foundation, loads, and safety factors. The summary calculations show: 1. The tension resistance of the connection is 0 kN, which satisfies the verification against the axial load of 251 kN applied to the column. 2. The shear resistances of 224 kN in the web plane and 224 kN in the flange plane satisfy the verifications against the shear forces of 67 kN and -109 kN respectively. 3. Checks of the stresses in the welds are below the permissible limits, indicating the welds

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    Calculations of the connection: Column base

    General Information
    Column: IPE 330

    Material: S 235
    Hb1 = 330 mm Column height
    Wb1 = 160 mm Column width
    twb1 = 7.5 mm Web thickness
    tFb1 = 11.5 mm Flange thickness
    Ab = 62.61 cm2 Section area
    Iby = 11766.9 cm4 Moment of inertia
    Wpl = 804.4 cm3 Plastic section modulus
    W= 713.15 cm3 Elastic section modulus
    fyb = 235 MPa Resistance

    Endplate:

    Material: S 235
    hp = 450 mm Plate height
    bp = 450 mm Plate width
    tp = 22 mm Plate thickness
    fyp = 235 MPa Resistance

    Stiffeners:

    Material: S 235
    h= 150 mm Height of stiffener
    h1 = 10 mm Lower height
    l1 = 20 mm Length of upper part of the stiffener
    es = 10 mm Shift
    wst = 8 mm Thickness of web stiffeners
    fst = 12 mm Thickness of flange stiffeners

    Anchorage:

    Class: 8.8
    Type: Hook
    d= 30 mm Diameter
    h= 1000 mm Length of anchor bolt
    heff = 800 mm Effective length of anchor bolt
    nc = 2 Number of columns
    nr = 1 Number of rows
    n= 2 Number of anchor bolts
    d1 = 90 mm Distance to upper and lower edge of column base
    d2 = 90 mm Distance to left and right edge of column base
    a1;b1;c1 = - mm Row spacing
    a2;b2;c2 = 270; mm Column spacing

    Welds:

    aw = 6 mm Thickness of welds near web


    af = 6 mm Thickness of welds near flanges
    asv = 6 mm Thickness of welds between column and stiffeners
    ash = 6 mm Thickness of welds between column base and stiffener

    Foundation:

    Hf = 1200 mm Foundation height


    Wf = 1000 mm Foundation width
    Lf = 1000 mm Foundation length
    tg = 30 mm Thickness of leveling layer (grout)
    fck.f = 25 MPa Characteristic resistance - concrete
    fck.g = 30 MPa Characteristic resistance - grout
    YC = 1.5 Partial safety factor
    Cf.g = 0.5 Friction coefficient - grout

    Safety factors:

    M0 = 1
    M1 = 1
    M2 = 1.25
    M3 = 1.25

    Case: Case 1:
    Nodal forces:

    N= 251 kN Axial force


    Mz = 0 kNm Bending moment along web
    My = 0 kNm Bending moment along flange
    Vz = 67 kN Shear force along web
    Vy = -109 kN Shear force along flange

    Capacity verification
    Results of calculations

    Resistances of components

    Ft,Rd = 323.14 kN Tension resistance of a single anchor bolt [tab.3.4]


    Ft,Rd,p = 203.06 kN Resistance for pulling out of concrete EN-1992-1-1 point 8.4.2
    Fvj,Rd= 112.19 kN Total shear capacity of anchor bolt EN 1993-1-8 [6.2.2]
    Mc,Rd = 191.95 kNm Design moment resistance of the section EN 1993-1-1 [6.2.5]
    Class: 1 Section class EN 1993-1-1 [5.5.2]

    _____________________________________________________________________________________________
    ____

    Tension resistance
    Bending of endplate

    = 1 Reduction coefficient [3.6.1.(3)]


    leff = 0 mm Effective length for area near left flange of column
    m= 0 mm Distance from bolt to stiffener edge [6.2.6.5]
    Mpl,Rd,1 = 0 kNm Plastic capacity of endplate near left flange of
    column
    FT1-2,Rd1 = 0 kN Capacity of area near left flange of column [tab.6.2]
    leff = 0 mm Effective length for area near web of column
    m= 0 mm Distance from bolt to stiffener edge [6.2.6.5]
    Mpl,Rd,2 = 0 kNm Plastic capacity of endplate near web of column
    FT1-2,Rd2 = 0 kN Capacity of area near web of column [tab.6.2]
    leff = 0 mm Effective length for area near right flange of
    column
    m= 0 mm Distance from bolt to stiffener edge [6.2.6.5]
    Mpl,Rd,3 = 0 kNm Plastic capacity of endplate near right flange of
    column
    FT1-2,Rd3 = 0 kN Capacity of area near right flange of column [tab.6.2]

    Resistances of anchor bolts

    FT,Rd = 203.06 kN Resistance of a single anchor bolt


    FT,Rd1 = 0 kN Sum of resistances of anchor bolts under left flange of column
    FT,Rd2 = 0 kN Sum of resistances of anchor bolts under web of column
    FT,Rd3 = 0 kN Sum of resistances of anchor bolts under right flange of column
    Capacity of endplate

    Ft.pl.1 = 0 kN Capacity of plate near left flange of column


    Ft.pl.2 = 0 kN Capacity of plate near web of column
    Ft.pl.3 = 0 kN Capacity of plate near right flange of column

    Tension capacity of connection for axial force

    Nj,Rd = Ft,pl,n

    Nj,Rd = 0 kN

    Verification of tension capacity :

    N / Nj,Rd = 0 < 1.0 The condition is satisfied (0%)

    ____________________________________________________________________________________
    ___

    Shear verification

    Shear in web plane


    Fv,Rd = 112.19 kN Shear capacity of anchor bolt [6.2.2(7)]
    Fb,Rd = 432 kN Bearing capacity of anchor bolt [tab.3.4]
    Fvj,Rd = 112.19 kN Total shear capacity of anchor bolt
    Ff,Rd = 0 kN Slip capacity of node [6.2.2(6)]

    Shear capacity of connection:

    Vj,Rdz = n*Fvj,Rd + Ff,Rd + Fv,Rd,wg,z

    Vj,Rdz= 224.39 kN

    Verification of shear capacity :

    Vz / Vj,Rdz= 0.3 <1.0 The condition is satisfied (30%)

    Shear in a plane of flanges


    Fv,Rd = 112.19 kN Shear capacity of anchor bolt [6.2.2(7)]
    Fb,Rd = 432 kN Bearing capacity of anchor bolt [tab.3.4]
    Fvj,Rd = 112.19 kN Total shear capacity of anchor bolt
    Ff,Rd = 0 kN Slip capacity of node [6.2.2(6)]

    Shear capacity of connection:

    Vj,Rdy = n*Fvj,Rd + Ff,Rd + Fv,Rd,wg,y

    Vj,Rdy= 224.39 kN

    Verification of shear capacity :


    Vy / Vj,Rdy= 0.49 < 1.0 The condition is satisfied (49%)

    Biaxial shear verification:


    Vy / Vj,Rdy + Vz / Vj,Rdz= 0.78 < 1.0 The condition is satisfied (78%)

    _____________________________________________________________________________________________
    ____

    Welds control

    Horizontal weld check

    Forces applied along flanges

    Aw = 196.5 cm2 Total area of welds


    Awz = 98.52 cm2 Area of horizontal welds
    Iwy = 32382.78 cm4 Moment of inertia of welds about Y axis
    perp = perp = 6.8 MPa Perpendicular stress in welds
    par = 8.12 MPa Parallel stress in welds
    w = 0.8 Appropriate correlation factor [tab.4.1]

    Sqrt[(perp2 + 3(perp2 + par2)]<= fu/(w * M2); 19.57 MPa < 360 MPa The condition is satisfied (5%)

    perp <= 0,9*fu / M2;6.8 MPa < 259.2 MPa The condition is satisfied (3%)

    Forces applied along flanges

    Aw = 196.5 cm2 Total area of welds


    Awy = 97.98 cm2 Area of vertical welds
    Iwz = 15916.82 cm4 Moment of inertia of welds about Z axis
    perp = perp = 6.8 MPa Perpendicular stress in welds
    par = 9.9 MPa Parallel stress in welds
    w = 0.8 Appropriate correlation factor [tab.4.1]

    Sqrt[(perp2 + 3(perp2 + par2)]<= fu/(w * M2); 21.89 MPa < 360 MPa The condition is satisfied (6%)

    perp <= 0,9*fu / M2;6.8 MPa < 259.2 MPa The condition is satisfied (3%)

    Vertical weld check

    Forces applied along web

    Averz = 54 cm2 Area of vertical welds


    Nfz = 94.5 kN Force from column on vertical welds
    perp = perp = 14.81 MPa Perpendicular stress in welds
    par = 17.5 MPa Parallel stress in welds

    Sqrt[(perp2 + 3(perp2 + par2)]<= fu/(w * M2); 42.39 MPa < 360 MPa The condition is satisfied (12%)

    perp <= 0,9*fu / M2;14.81 MPa < 259.2 MPa The condition is satisfied (6%)

    Forces applied along flages


    Avery = 54 cm 2 Area of vertical welds
    Nfy = 94.5 kN Force from column on vertical welds
    perp = perp = 17.96 MPa Perpendicular stress in welds
    par = 17.5 MPa Parallel stress in welds

    Sqrt[(perp2 + 3(perp2 + par2)]<= fu/(w * M2); 47 MPa < 360 MPa The condition is satisfied (13%)

    perp <= 0,9*fu / M2;17.96 MPa < 259.2 MPa The condition is satisfied (7%)

    Additional condition
    Nt,Rd = A * fy / M0

    N / Nt,Rd = 0.09 < 1.0 The condition is satisfied

    V / Vc,Rd = 0.13 < 1.0 The condition is satisfied

    Final verification
    Connection verification:

    Verification of connection FEd force FRd - capacity Ratio FEd/FRd


    Tension capacity N = 251 kN N j,Rd = 0 kN 0%
    Shear capacity Vz = 67 kN Vj,Rdz = 224.39 kN 30 %
    Vy = -109 kN Vj,Rdy = 224.39 kN 49 %
    Horizontal welds - force in web plane 19.57 MPa 360 MPa 5%
    Horizontal welds - force in flanges plane 21.89 MPa 360 MPa 6%
    Vertical welds - force in web plane 42.39 MPa 360 MPa 12 %
    Vertical welds - force in flanges plane 47 MPa 360 MPa 13 %
    Tension capacity of column N = 251 kN Nt,Rd = 2674.45 kN 9%
    Shear capacity of column V = 67 kN Vc,Rd = 526.55 kN 13 %
    Biaxial shear Vz = 67 kN Vj,Rdz = 224.39 kN 78 %
    Vy = -109 kN Vj,Rdy = 224.39 kN

    The connection conforms to the (EN 1993-1-8:2005/AC:2009)

    Additional remarks

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