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    Abs Bukl+sf

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    ding liu
    The document provides input and output data for buckling checks of plate panels, stiffeners, and girders in accordance with ABS rules. The input data includes material properties, plate dimensions and scantlings, loading values, and girder properties if applicable. The output data provides the critical buckling stresses and unity check results to determine if the design is acceptable or not for various buckling modes. The checks indicate the plate and girder designs are acceptable but the stiffener design is not adequate for the loads.

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    © All Rights Reserved
    Download as XLS, PDF, TXT or read online from Scribd

    Abs Bukl+sf

    Uploaded by

    ding liu
    45 views269 pages
    The document provides input and output data for buckling checks of plate panels, stiffeners, and girders in accordance with ABS rules. The input data includes material properties, plate dimensions and scantlings, loading values, and girder properties if applicable. The output data provides the critical buckling stresses and unity check results to determine if the design is acceptable or not for various buckling modes. The checks indicate the plate and girder designs are acceptable but the stiffener design is not adequate for the loads.

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    Abs_bukl+sf

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    The document provides input and output data for buckling checks of plate panels, stiffeners, and girders in accordance with ABS rules. The input data includes material properties, plate dimensions and scantlings, loading values, and girder properties if applicable. The output data provides the critical buckling stresses and unity check results to determine if the design is acceptable or not for various buckling modes. The checks indicate the plate and girder designs are acceptable but the stiffener design is not adequate for the loads.

    Copyright:

    © All Rights Reserved
    Download as XLS, PDF, TXT or read online from Scribd
    Download as xls, pdf, or txt
    45 views269 pages

    Abs Bukl+sf

    Uploaded by

    ding liu
    The document provides input and output data for buckling checks of plate panels, stiffeners, and girders in accordance with ABS rules. The input data includes material properties, plate dimensions and scantlings, loading values, and girder properties if applicable. The output data provides the critical buckling stresses and unity check results to determine if the design is acceptable or not for various buckling modes. The checks indicate the plate and girder designs are acceptable but the stiffener design is not adequate for the loads.

    Copyright:

    © All Rights Reserved
    Download as XLS, PDF, TXT or read online from Scribd
    Download as xls, pdf, or txt
    of 269

    Buckling Check

    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID MSC check Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 9.5 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2210 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 150 mm Web height of longitudinals
    tw 10 mm Web thickness of longitudinals
    bf 90 mm Flange width of longitudinals
    tf 10 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 105 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 25 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 38 N/mm2 Calculated total shear stress
    pn 0.083 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 25 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.058 (Factor of safety = 1.25 is applied)
    169 63 120 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    182 74 123
    Unity Check Criteria
    U.C. 1 0.671 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.361 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.744 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.33 (Factor of safety = 1.25 is applied)
    235 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 618 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 1.08 (Factor of safety = 1.25 is applied)
    225 214 Results Not Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.03 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 20.652 IxL 5.369E+06
    eyLo 99.348 IyL 1.588E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 38.400 mm4
    Section modu Sme = 206408.558 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 471.49 697.73
    Eccentricity mm 35.98 411.50
    Net sectional mm2 2400.00 18720.00
    Inertia moment mm4 5.80E+06 1.12E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 2.26E+07 3.21E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3898115
    KLT 6.2092184
    q 0.6913108 Lateral load parameter
    Rt 0.9139101 Reduction factor acconting for lateral load effects
    fEL 199.46 N/mm2 Eular stress in longitudinal direction
    fET 63.00 N/mm2 Eular stress in transverse direction
    fELT 281.47 N/mm2 Eular shear stress
    Effective Width
    b 2.16
    h 0.42
    C 0.77
    bwL 471.49 mm Effective width of associated plate for longitudinals
    bwT 697.73 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 13.434426 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 17.970588 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 8.426E+09
    DT 3.303E+11
    FL 9.9187317
    FT 0.1008193
    h 0.2995818
    kL 4
    kT 98.990566
    fEL 31424.29 N/mm2 Eular stress in longitudinal direction
    fET 36999.575 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 2400 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 8195 mm2 Total net sectional area
    Ae 6879.14 mm2 Effective net sectional area
    r 57.31 mm2 Radius of gyration
    m 1.0828365 Amplification factor
    M 15455124 N-mm Max. bending moment induced by lateral pressure
    fb 75 N/mm2 Local bending stress
    fE 1373 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.623
    Co 96982
    Iyf 1746562.5 mm4
    Io 30821918 mm4 Polar moment of inertia
    G 1.84E+10 Warping constant
    K 80000.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 689 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Tr bhd fr.33 - PS Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 6.35 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1200 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type FB A (angle), FB(flat bar) or T (Tee bar)
    hw 100 mm Web height of longitudinals
    tw 6.3 mm Web thickness of longitudinals
    bf mm Flange width of longitudinals
    tf mm Flange thickness of longitudinals
    b1 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 4 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 55 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 30 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 55 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 3.323 (Factor of safety = 1.25 is applied)
    89 38 105 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    135 82 115
    Unity Check Criteria
    U.C. 1 0.108 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.808 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.809 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.09 (Factor of safety = 1.25 is applied)
    234 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 136 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.06 (Factor of safety = 1.25 is applied)
    220 136 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.15 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 0.000 IxL 5.250E+05
    eyLo 50.000 IyL 0.000E+00
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 10.928 mm4
    Section modu Sme = 20948.549 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 351.26 419.23
    Eccentricity mm 11.01 487.84
    Net sectional mm2 630.00 18720.00
    Inertia moment mm4 2.70E+05 6.34E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 1.75E+06 2.41E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.9002931
    KLT 7.0109722
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 89.11 N/mm2 Eular stress in longitudinal direction
    fET 38.49 N/mm2 Eular stress in transverse direction
    fELT 141.99 N/mm2 Eular shear stress
    Effective Width
    b 3.24
    h 0.00
    C 0.58
    bwL 351.26 mm Effective width of associated plate for longitudinals
    bwT 419.23 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 7.3827869 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 21.95 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 653747978
    DT 4.574E+11
    FL 20.386782
    FT 0.0490514
    h 0.2012717
    kL 4
    kT 416.02581
    fEL 18743.095 N/mm2 Eular stress in longitudinal direction
    fET 41728.042 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 630 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 4503.5 mm2 Total net sectional area
    Ae 2860.49 mm2 Effective net sectional area
    r 24.76 mm2 Radius of gyration
    m 1.0046262 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 869 N/mm2 Eular stress
    Torsional/flexural buckling
    u 0 Unsymmetry factor
    mt 0
    a 1.967
    Co 28963
    Iyf 0 mm4
    Io 2100000 mm4 Polar moment of inertia
    G 6.95E+06 Warping constant
    K 8334.90 St. Venant trosion constant for longitudinals(only) cross section
    fcL 124 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Tr bhd fr.33 - PS Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 7.9 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1200 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 10 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 10 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 6 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 20 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 92 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 20 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.169 (Factor of safety = 1.25 is applied)
    138 60 116 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    160 96 122
    Unity Check Criteria
    U.C. 1 0.887 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.953 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.953 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.01 (Factor of safety = 1.25 is applied)
    235 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 814 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.04 (Factor of safety = 1.25 is applied)
    234 219 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.02 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 20.517 IxL 1.227E+07
    eyLo 129.483 IyL 2.054E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 60.518 mm4
    Section modu Sme = 313346.998 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 414.90 489.51
    Eccentricity mm 63.72 461.81
    Net sectional mm2 3000.00 18720.00
    Inertia moment mm4 1.33E+07 8.25E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 4.12E+07 2.68E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.9002931
    KLT 7.0109722
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 137.93 N/mm2 Eular stress in longitudinal direction
    fET 59.57 N/mm2 Eular stress in transverse direction
    fELT 219.78 N/mm2 Eular shear stress
    Effective Width
    b 2.60
    h 0.20
    C 0.68
    bwL 414.90 mm Effective width of associated plate for longitudinals
    bwT 489.51 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 12.818033 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 23.5 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 1.536E+10
    DT 5.089E+11
    FL 9.5105866
    FT 0.105146
    h 0.3150943
    kL 4
    kT 91.092501
    fEL 55185.817 N/mm2 Eular stress in longitudinal direction
    fET 43625.883 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3000 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 7819 mm2 Total net sectional area
    Ae 6277.67 mm2 Effective net sectional area
    r 80.99 mm2 Radius of gyration
    m 1.0006458 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 9297 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 1.967
    Co 55770
    Iyf 2500000 mm4
    Io 64855671 mm4 Polar moment of inertia
    G 5.02E+10 Warping constant
    K 100000.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 192 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Tr bhd fr.1 - 36' off cl Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 11.1 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 3960 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 10 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 10 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 2 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 8 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 124 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 8 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.586 (Factor of safety = 1.25 is applied)
    186 78 124 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    200 78 125
    Unity Check Criteria
    U.C. 1 1.533 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 1.549 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 1.548 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Not Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.00 (Factor of safety = 1.25 is applied)
    235 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 1682 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.01 (Factor of safety = 1.25 is applied)
    217 227 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 20.517 IxL 1.227E+07
    eyLo 129.483 IyL 2.054E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 50.971 mm4
    Section modu Sme = 322777.135 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 518.84 1055.40
    Eccentricity mm 45.67 342.73
    Net sectional mm2 3000.00 18720.00
    Inertia moment mm4 1.20E+07 1.38E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 4.84E+07 3.93E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.2576239
    KLT 5.9784052
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 272.30 N/mm2 Eular stress in longitudinal direction
    fET 77.83 N/mm2 Eular stress in transverse direction
    fELT 369.98 N/mm2 Eular shear stress
    Effective Width
    b 1.85
    h 0.57
    C 0.85
    bwL 518.84 mm Effective width of associated plate for longitudinals
    bwT 1055.40 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 16.018033 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 15.827273 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 1.805E+10
    DT 2.255E+11
    FL 7.4529572
    FT 0.1341749
    h 0.2949003
    kL 4
    kT 56.154375
    fEL 31874.722 N/mm2 Eular stress in longitudinal direction
    fET 28821.31 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3000 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 9771 mm2 Total net sectional area
    Ae 8759.12 mm2 Effective net sectional area
    r 74.33 mm2 Radius of gyration
    m 1.0027888 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 719 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 6.492
    Co 154699
    Iyf 2500000 mm4
    Io 64855671 mm4 Polar moment of inertia
    G 5.02E+10 Warping constant
    K 100000.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 2733 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Tr bhd fr.22 - PS Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 9.5 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1200 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 10 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 10 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 6 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 21 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 81 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 21 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.786 (Factor of safety = 1.25 is applied)
    169 86 122 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    235 235 126
    Unity Check Criteria
    U.C. 1 0.643 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.654 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.654 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.01 (Factor of safety = 1.25 is applied)
    235 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 805 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.03 (Factor of safety = 1.25 is applied)
    233 219 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.02 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 20.517 IxL 1.227E+07
    eyLo 129.483 IyL 2.054E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 55.169 mm4
    Section modu Sme = 318437.648 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 1200.00
    Eccentricity mm 45.48 346.31
    Net sectional mm2 3000.00 18720.00
    Inertia moment mm4 1.20E+07 1.37E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 4.85E+07 3.89E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.9002931
    KLT 7.0109722
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 199.46 N/mm2 Eular stress in longitudinal direction
    fET 86.14 N/mm2 Eular stress in transverse direction
    fELT 317.81 N/mm2 Eular shear stress
    Effective Width
    b 2.16
    h 0.42
    C 0.77
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 1200.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 14.418033 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 25.1 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 1.808E+10
    DT 7.372E+11
    FL 10.017319
    FT 0.0998271
    h 0.2948435
    kL 4
    kT 100.94634
    fEL 64071.298 N/mm2 Eular stress in longitudinal direction
    fET 59110.82 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3000 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 8795 mm2 Total net sectional area
    Ae 8795.00 mm2 Effective net sectional area
    r 74.24 mm2 Radius of gyration
    m 1.0007687 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 7812 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 1.967
    Co 96982
    Iyf 2500000 mm4
    Io 64855671 mm4 Polar moment of inertia
    G 5.02E+10 Warping constant
    K 100000.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 278 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Tr bhd fr.18 - 36' off cl Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 9.5 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1500 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 10 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 10 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 7 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 21 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 91 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 21 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.014 (Factor of safety = 1.25 is applied)
    169 74 121 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    182 94 125
    Unity Check Criteria
    U.C. 1 0.830 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.906 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.903 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.01 (Factor of safety = 1.25 is applied)
    235 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 609 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.05 (Factor of safety = 1.25 is applied)
    233 213 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.02 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 20.517 IxL 1.227E+07
    eyLo 129.483 IyL 2.054E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 55.169 mm4
    Section modu Sme = 318437.648 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 471.49 597.34
    Eccentricity mm 53.48 427.59
    Net sectional mm2 3000.00 18720.00
    Inertia moment mm4 1.28E+07 1.04E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 4.53E+07 3.04E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.6297264
    KLT 6.6016622
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 199.46 N/mm2 Eular stress in longitudinal direction
    fET 73.88 N/mm2 Eular stress in transverse direction
    fELT 299.26 N/mm2 Eular shear stress
    Effective Width
    b 2.16
    h 0.42
    C 0.77
    bwL 471.49 mm Effective width of associated plate for longitudinals
    bwT 597.34 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 14.418033 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 21.98 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 1.688E+10
    DT 4.612E+11
    FL 9.0623909
    FT 0.1103462
    h 0.3107085
    kL 4
    kT 82.760522
    fEL 48975.609 N/mm2 Eular stress in longitudinal direction
    fET 42302.107 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3000 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 8795 mm2 Total net sectional area
    Ae 7479.14 mm2 Effective net sectional area
    r 77.80 mm2 Radius of gyration
    m 1.0012765 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 5491 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 2.459
    Co 96982
    Iyf 2500000 mm4
    Io 64855671 mm4 Polar moment of inertia
    G 5.02E+10 Warping constant
    K 100000.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 372 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Tr bhd fr.18 - PS Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 11.1 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1200 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 10 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 10 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 20 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 33 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 87 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 33 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.892 (Factor of safety = 1.25 is applied)
    186 118 125 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    235 235 129
    Unity Check Criteria
    U.C. 1 0.723 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.743 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.744 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.04 (Factor of safety = 1.25 is applied)
    235 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 818 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.11 (Factor of safety = 1.25 is applied)
    233 219 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.05 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 20.517 IxL 1.227E+07
    eyLo 129.483 IyL 2.054E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 50.971 mm4
    Section modu Sme = 322777.135 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 1200.00
    Eccentricity mm 40.94 325.56
    Net sectional mm2 3000.00 18720.00
    Inertia moment mm4 1.13E+07 1.41E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.03E+07 4.11E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.9002931
    KLT 7.0109722
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 272.30 N/mm2 Eular stress in longitudinal direction
    fET 117.60 N/mm2 Eular stress in transverse direction
    fELT 433.88 N/mm2 Eular shear stress
    Effective Width
    b 1.85
    h 0.57
    C 0.85
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 1200.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 16.018033 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 26.7 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 1.875E+10
    DT 7.783E+11
    FL 10.060904
    FT 0.0993946
    h 0.2785457
    kL 4
    kT 101.78875
    fEL 60355.105 N/mm2 Eular stress in longitudinal direction
    fET 58639.78 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3000 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 9771 mm2 Total net sectional area
    Ae 9771.00 mm2 Effective net sectional area
    r 71.74 mm2 Radius of gyration
    m 1.0027491 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 7295 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 1.967
    Co 154699
    Iyf 2500000 mm4
    Io 64855671 mm4 Polar moment of inertia
    G 5.02E+10 Warping constant
    K 100000.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 379 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Longl bhd at CL - middle Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 6.35 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 100 mm Web height of longitudinals
    tw 7 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 7 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 4 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 2 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 76 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 2 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.901 (Factor of safety = 1.25 is applied)
    89 28 101 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    235 235 108
    Unity Check Criteria
    U.C. 1 0.773 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.773 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.773 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.00 (Factor of safety = 1.25 is applied)
    235 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 302 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.03 (Factor of safety = 1.25 is applied)
    210 191 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 18.679 IxL 1.196E+06
    eyLo 68.821 IyL 6.564E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 22.595 mm4
    Section modu Sme = 75906.736 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2135.00
    Eccentricity mm 17.16 323.17
    Net sectional mm2 1225.00 18720.00
    Inertia moment mm4 1.14E+06 1.42E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 6.08E+06 4.13E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 89.11 N/mm2 Eular stress in longitudinal direction
    fET 28.43 N/mm2 Eular stress in transverse direction
    fELT 126.24 N/mm2 Eular shear stress
    Effective Width
    b 3.24
    h 0.00
    C 0.58
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2135.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 8.3581967 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 15.11815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.268E+09
    DT 4.401E+11
    FL 14.794808
    FT 0.0675913
    h 0.253581
    kL 4
    kT 219.39808
    fEL 30246.959 N/mm2 Eular stress in longitudinal direction
    fET 58372.608 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1225 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 5098.5 mm2 Total net sectional area
    Ae 5098.50 mm2 Effective net sectional area
    r 34.54 mm2 Radius of gyration
    m 1.0075459 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 534 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.500
    Co 28963
    Iyf 667968.75 mm4
    Io 7709871 mm4 Polar moment of inertia
    G 2.90E+09 Warping constant
    K 20008.33 St. Venant trosion constant for longitudinals(only) cross section
    fcL 290 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Longl bhd 59' - aft column Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 10 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 100 mm Web height of longitudinals
    tw 7 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 7 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 13 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 104 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 24 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 104 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 3.434 (Factor of safety = 1.25 is applied)
    218 71 173 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    247 103 180
    Unity Check Criteria
    U.C. 1 0.036 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 1.784 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 1.767 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Not Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.15 (Factor of safety = 1.25 is applied)
    353 354 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 687 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.11 (Factor of safety = 1.25 is applied)
    209 216 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.54 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 18.679 IxL 1.196E+06
    eyLo 68.821 IyL 6.564E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 18.367 mm4
    Section modu Sme = 79246.799 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 423.83 619.71
    Eccentricity mm 16.02 418.63
    Net sectional mm2 1225.00 18720.00
    Inertia moment mm4 1.09E+06 1.09E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 6.18E+06 3.13E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 221.00 N/mm2 Eular stress in longitudinal direction
    fET 70.52 N/mm2 Eular stress in transverse direction
    fELT 313.08 N/mm2 Eular shear stress
    Effective Width
    b 2.53
    h 0.24
    C 0.69
    bwL 423.83 mm Effective width of associated plate for longitudinals
    bwT 619.71 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 12.008197 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 18.76815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.305E+09
    DT 3.34E+11
    FL 13.752599
    FT 0.0727135
    h 0.2468326
    kL 4
    kT 189.63293
    fEL 18491.382 N/mm2 Eular stress in longitudinal direction
    fET 35696.042 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1225 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 7325 mm2 Total net sectional area
    Ae 5463.30 mm2 Effective net sectional area
    r 33.64 mm2 Radius of gyration
    m 1.0263347 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 507 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.500
    Co 113115
    Iyf 667968.75 mm4
    Io 7709871 mm4 Polar moment of inertia
    G 2.90E+09 Warping constant
    K 20008.33 St. Venant trosion constant for longitudinals(only) cross section
    fcL 720 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Longl bhd 59' - mid column Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 7.9 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 100 mm Web height of longitudinals
    tw 7 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 7 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 30 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 3 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 113 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 3 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.642 (Factor of safety = 1.25 is applied)
    138 44 113 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    160 67 118
    Unity Check Criteria
    U.C. 1 1.492 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 1.440 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 1.492 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Not Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.03 (Factor of safety = 1.25 is applied)
    234 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 440 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.25 (Factor of safety = 1.25 is applied)
    212 205 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 18.679 IxL 1.196E+06
    eyLo 68.821 IyL 6.564E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 20.278 mm4
    Section modu Sme = 77301.856 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 414.90 607.75
    Eccentricity mm 19.43 443.47
    Net sectional mm2 1225.00 18720.00
    Inertia moment mm4 1.24E+06 9.44E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.88E+06 2.88E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 137.93 N/mm2 Eular stress in longitudinal direction
    fET 44.01 N/mm2 Eular stress in transverse direction
    fELT 195.39 N/mm2 Eular shear stress
    Effective Width
    b 2.60
    h 0.20
    C 0.68
    bwL 414.90 mm Effective width of associated plate for longitudinals
    bwT 607.75 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 9.9081967 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 16.66815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.194E+09
    DT 3.064E+11
    FL 13.626959
    FT 0.0733839
    h 0.2628417
    kL 4
    kT 186.22508
    fEL 20938.801 N/mm2 Eular stress in longitudinal direction
    fET 36878.888 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1225 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 6044 mm2 Total net sectional area
    Ae 4502.67 mm2 Effective net sectional area
    r 36.15 mm2 Radius of gyration
    m 1.0540536 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 585 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.500
    Co 55770
    Iyf 667968.75 mm4
    Io 7709871 mm4 Polar moment of inertia
    G 2.90E+09 Warping constant
    K 20008.33 St. Venant trosion constant for longitudinals(only) cross section
    fcL 449 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Longl bhd 59' - mid column Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 10 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 100 mm Web height of longitudinals
    tw 7 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 7 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 12 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 12 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 124 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 12 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.855 (Factor of safety = 1.25 is applied)
    218 71 173 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 180
    Unity Check Criteria
    U.C. 1 0.823 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.823 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.824 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.00 (Factor of safety = 1.25 is applied)
    354 354 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 687 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.08 (Factor of safety = 1.25 is applied)
    202 216 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.01 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 18.679 IxL 1.196E+06
    eyLo 68.821 IyL 6.564E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 18.367 mm4
    Section modu Sme = 79246.799 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2135.00
    Eccentricity mm 11.95 260.32
    Net sectional mm2 1225.00 18720.00
    Inertia moment mm4 8.70E+05 1.45E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 6.54E+06 4.79E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 221.00 N/mm2 Eular stress in longitudinal direction
    fET 70.52 N/mm2 Eular stress in transverse direction
    fELT 313.08 N/mm2 Eular shear stress
    Effective Width
    b 2.53
    h 0.24
    C 0.69
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2135.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 12.008197 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 18.76815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.438E+09
    DT 5.099E+11
    FL 15.074609
    FT 0.0663367
    h 0.2006097
    kL 4
    kT 227.64944
    fEL 23497.393 N/mm2 Eular stress in longitudinal direction
    fET 54453.176 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1225 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 7325 mm2 Total net sectional area
    Ae 7325.00 mm2 Effective net sectional area
    r 29.88 mm2 Radius of gyration
    m 1.0309559 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 400 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.500
    Co 113115
    Iyf 667968.75 mm4
    Io 7709871 mm4 Polar moment of inertia
    G 2.90E+09 Warping constant
    K 20008.33 St. Venant trosion constant for longitudinals(only) cross section
    fcL 720 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Longl bhd 36' - mid column Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 7.9 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 100 mm Web height of longitudinals
    tw 7 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 7 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 12 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 56 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 45 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 56 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 2.789 (Factor of safety = 1.25 is applied)
    138 44 113 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    160 67 118
    Unity Check Criteria
    U.C. 1 0.237 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 1.323 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 1.312 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Not Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.09 (Factor of safety = 1.25 is applied)
    234 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 440 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.10 (Factor of safety = 1.25 is applied)
    212 205 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.16 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 18.679 IxL 1.196E+06
    eyLo 68.821 IyL 6.564E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 20.278 mm4
    Section modu Sme = 77301.856 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 414.90 607.75
    Eccentricity mm 19.43 443.47
    Net sectional mm2 1225.00 18720.00
    Inertia moment mm4 1.24E+06 9.44E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.88E+06 2.88E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 137.93 N/mm2 Eular stress in longitudinal direction
    fET 44.01 N/mm2 Eular stress in transverse direction
    fELT 195.39 N/mm2 Eular shear stress
    Effective Width
    b 2.60
    h 0.20
    C 0.68
    bwL 414.90 mm Effective width of associated plate for longitudinals
    bwT 607.75 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 9.9081967 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 16.66815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.194E+09
    DT 3.064E+11
    FL 13.626959
    FT 0.0733839
    h 0.2628417
    kL 4
    kT 186.22508
    fEL 20938.801 N/mm2 Eular stress in longitudinal direction
    fET 36878.888 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1225 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 6044 mm2 Total net sectional area
    Ae 4502.67 mm2 Effective net sectional area
    r 36.15 mm2 Radius of gyration
    m 1.0209423 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 585 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.500
    Co 55770
    Iyf 667968.75 mm4
    Io 7709871 mm4 Polar moment of inertia
    G 2.90E+09 Warping constant
    K 20008.33 St. Venant trosion constant for longitudinals(only) cross section
    fcL 449 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Longl bhd 36' - door open Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 9.5 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2400 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 100 mm Web height of longitudinals
    tw 7 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 7 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 110 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 13 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 21 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 13 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.783 (Factor of safety = 1.25 is applied)
    169 62 120 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    235 235 123
    Unity Check Criteria
    U.C. 1 0.388 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.050 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.376 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.35 (Factor of safety = 1.25 is applied)
    234 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 751 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.71 (Factor of safety = 1.25 is applied)
    195 217 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.01 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 18.679 IxL 1.196E+06
    eyLo 68.821 IyL 6.564E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 18.728 mm4
    Section modu Sme = 78767.559 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2400.00
    Eccentricity mm 12.46 251.23
    Net sectional mm2 1225.00 18720.00
    Inertia moment mm4 9.00E+05 1.44E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 6.49E+06 4.88E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3600496
    KLT 6.1582431
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 199.46 N/mm2 Eular stress in longitudinal direction
    fET 61.65 N/mm2 Eular stress in transverse direction
    fELT 279.16 N/mm2 Eular shear stress
    Effective Width
    b 2.16
    h 0.42
    C 0.77
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2400.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 11.508197 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 17.3 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.421E+09
    DT 4.626E+11
    FL 14.737697
    FT 0.0678532
    h 0.2021938
    kL 4
    kT 217.60871
    fEL 23271.82 N/mm2 Eular stress in longitudinal direction
    fET 53597.978 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1225 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 7020 mm2 Total net sectional area
    Ae 7020.00 mm2 Effective net sectional area
    r 30.41 mm2 Radius of gyration
    m 1.5052494 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 328 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.934
    Co 96982
    Iyf 667968.75 mm4
    Io 7709871 mm4 Polar moment of inertia
    G 2.90E+09 Warping constant
    K 20008.33 St. Venant trosion constant for longitudinals(only) cross section
    fcL 795 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Longl bhd 36' fwd Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12.7 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 800 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 100 mm Web height of longitudinals
    tw 7 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 7 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 2 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 138 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 87 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 138 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.818 (Factor of safety = 1.25 is applied)
    270 246 190 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 197
    Unity Check Criteria
    U.C. 1 0.337 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.597 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.595 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.26 (Factor of safety = 1.25 is applied)
    354 354 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 509 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.01 (Factor of safety = 1.25 is applied)
    229 209 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.95 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 18.679 IxL 1.196E+06
    eyLo 68.821 IyL 6.564E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 17.117 mm4
    Section modu Sme = 82130.743 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 800.00
    Eccentricity mm 9.75 361.18
    Net sectional mm2 1225.00 18720.00
    Inertia moment mm4 7.37E+05 1.33E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 6.73E+06 3.73E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 3.0010149
    KLT 8.4321875
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 356.46 N/mm2 Eular stress in longitudinal direction
    fET 243.12 N/mm2 Eular stress in transverse direction
    fELT 683.12 N/mm2 Eular shear stress
    Effective Width
    b 1.99
    h 0.51
    C 0.82
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 800.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 14.708197 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 36.1 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.51E+09
    DT 1.062E+12
    FL 17.977546
    FT 0.0556249
    h 0.1971359
    kL 4
    kT 323.58953
    fEL 28084.616 N/mm2 Eular stress in longitudinal direction
    fET 58910.919 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1225 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 8972 mm2 Total net sectional area
    Ae 8972.00 mm2 Effective net sectional area
    r 27.39 mm2 Radius of gyration
    m 1.0008368 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 2392 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 1.311
    Co 231702
    Iyf 667968.75 mm4
    Io 7709871 mm4 Polar moment of inertia
    G 2.90E+09 Warping constant
    K 20008.33 St. Venant trosion constant for longitudinals(only) cross section
    fcL 348 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pipe rack deck fwd Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 9.5 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2400 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 125 mm Web height of longitudinals
    tw 7 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 7 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 35 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 30 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 123 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 30 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 2.083 (Factor of safety = 1.25 is applied)
    169 62 120 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    182 71 123
    Unity Check Criteria
    U.C. 1 1.623 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 1.845 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 1.850 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Not Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.06 (Factor of safety = 1.25 is applied)
    234 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 719 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.25 (Factor of safety = 1.25 is applied)
    214 217 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.04 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 16.712 IxL 2.212E+06
    eyLo 83.288 IyL 6.234E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 23.530 mm4
    Section modu Sme = 103514.332 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 471.49 724.60
    Eccentricity mm 20.46 407.40
    Net sectional mm2 1400.00 18720.00
    Inertia moment mm4 1.88E+06 1.14E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 1.03E+07 3.25E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3600496
    KLT 6.1582431
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 199.46 N/mm2 Eular stress in longitudinal direction
    fET 61.65 N/mm2 Eular stress in transverse direction
    fELT 279.16 N/mm2 Eular shear stress
    Effective Width
    b 2.16
    h 0.42
    C 0.77
    bwL 471.49 mm Effective width of associated plate for longitudinals
    bwT 724.60 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 11.795082 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 17.3 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 3.84E+09
    DT 3.082E+11
    FL 11.864594
    FT 0.0842844
    h 0.2529736
    kL 4
    kT 141.28164
    fEL 23341.221 N/mm2 Eular stress in longitudinal direction
    fET 35772.127 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1400 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 7195 mm2 Total net sectional area
    Ae 5879.14 mm2 Effective net sectional area
    r 41.85 mm2 Radius of gyration
    m 1.0597608 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 621 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.934
    Co 96982
    Iyf 707519.53 mm4
    Io 12605991 mm4 Polar moment of inertia
    G 5.18E+09 Warping constant
    K 22866.67 St. Venant trosion constant for longitudinals(only) cross section
    fcL 795 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Upper hull pipe rack deck Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 7.9 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2400 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 75 mm Web height of longitudinals
    tw 6 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 6 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 26 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 41 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 23 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 41 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.566 (Factor of safety = 1.25 is applied)
    138 43 113 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    160 63 117
    Unity Check Criteria
    U.C. 1 0.102 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.726 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.735 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.07 (Factor of safety = 1.25 is applied)
    234 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 538 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.25 (Factor of safety = 1.25 is applied)
    178 210 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.08 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 20.969 IxL 4.676E+05
    eyLo 54.031 IyL 5.908E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 13.934 mm4
    Section modu Sme = 47584.589 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 414.90 641.26
    Eccentricity mm 12.12 438.54
    Net sectional mm2 900.00 18720.00
    Inertia moment mm4 4.81E+05 9.74E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 2.76E+06 2.93E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3600496
    KLT 6.1582431
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 137.93 N/mm2 Eular stress in longitudinal direction
    fET 42.63 N/mm2 Eular stress in transverse direction
    fELT 193.04 N/mm2 Eular shear stress
    Effective Width
    b 2.60
    h 0.20
    C 0.68
    bwL 414.90 mm Effective width of associated plate for longitudinals
    bwT 641.26 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 9.3754098 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 15.7 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 1.03E+09
    DT 2.774E+11
    FL 16.059571
    FT 0.0622682
    h 0.2408526
    kL 4
    kT 258.39539
    fEL 14427.128 N/mm2 Eular stress in longitudinal direction
    fET 35418.965 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 900 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 5719 mm2 Total net sectional area
    Ae 4177.67 mm2 Effective net sectional area
    r 25.71 mm2 Radius of gyration
    m 1.1248685 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 234 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.934
    Co 55770
    Iyf 527343.75 mm4
    Io 3727075 mm4 Polar moment of inertia
    G 1.19E+09 Warping constant
    K 10800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 550 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Upper hull 6' deck Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 6.35 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 75 mm Web height of longitudinals
    tw 6 mm Web thickness of longitudinals
    bf 50 mm Flange width of longitudinals
    tf 6 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 16 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 21 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 20 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 21 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.964 (Factor of safety = 1.25 is applied)
    89 28 101 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    235 235 108
    Unity Check Criteria
    U.C. 1 0.061 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.066 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.073 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.02 (Factor of safety = 1.25 is applied)
    234 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 294 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.12 (Factor of safety = 1.25 is applied)
    173 190 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.02 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 12.244 IxL 4.090E+05
    eyLo 50.256 IyL 1.695E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 12.829 mm4
    Section modu Sme = 34855.182 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2135.00
    Eccentricity mm 8.52 323.17
    Net sectional mm2 750.00 18720.00
    Inertia moment mm4 2.81E+05 1.42E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 2.20E+06 4.13E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 89.11 N/mm2 Eular stress in longitudinal direction
    fET 28.43 N/mm2 Eular stress in transverse direction
    fELT 126.24 N/mm2 Eular shear stress
    Effective Width
    b 3.24
    h 0.00
    C 0.58
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2135.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 7.5795082 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 15.11815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 818871882
    DT 4.401E+11
    FL 19.085818
    FT 0.0523949
    h 0.209413
    kL 4
    kT 364.69001
    fEL 20042.432 N/mm2 Eular stress in longitudinal direction
    fET 58303.855 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 750 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 4623.5 mm2 Total net sectional area
    Ae 4623.50 mm2 Effective net sectional area
    r 21.79 mm2 Radius of gyration
    m 1.0813599 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 213 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.500
    Co 28963
    Iyf 175000 mm4
    Io 2491973 mm4 Polar moment of inertia
    G 4.46E+08 Warping constant
    K 9000.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 290 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Upper hull 6' deck Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 7.9 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1220 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 75 mm Web height of longitudinals
    tw 6 mm Web thickness of longitudinals
    bf 50 mm Flange width of longitudinals
    tf 6 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 0 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 72 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 23 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 72 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 2.407 (Factor of safety = 1.25 is applied)
    138 59 115 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    160 95 122
    Unity Check Criteria
    U.C. 1 0.055 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.957 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.957 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.15 (Factor of safety = 1.25 is applied)
    234 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 214 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.00 (Factor of safety = 1.25 is applied)
    217 173 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.26 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 12.244 IxL 4.090E+05
    eyLo 50.256 IyL 1.695E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 11.889 mm4
    Section modu Sme = 35799.094 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 414.90 492.04
    Eccentricity mm 9.78 461.40
    Net sectional mm2 750.00 18720.00
    Inertia moment mm4 3.13E+05 8.28E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 2.15E+06 2.69E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.875
    KLT 6.974
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 137.93 N/mm2 Eular stress in longitudinal direction
    fET 58.78 N/mm2 Eular stress in transverse direction
    fELT 218.62 N/mm2 Eular shear stress
    Effective Width
    b 2.60
    h 0.20
    C 0.68
    bwL 414.90 mm Effective width of associated plate for longitudinals
    bwT 492.04 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 9.1295082 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 23.244262 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 8E+08
    DT 5.013E+11
    FL 19.830408
    FT 0.0504276
    h 0.2119485
    kL 4
    kT 393.6715
    fEL 17557.492 N/mm2 Eular stress in longitudinal direction
    fET 43192.535 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 750 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 5569 mm2 Total net sectional area
    Ae 4027.67 mm2 Effective net sectional area
    r 23.08 mm2 Radius of gyration
    m 1 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 731 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 2.000
    Co 55770
    Iyf 175000 mm4
    Io 2491973 mm4 Polar moment of inertia
    G 4.46E+08 Warping constant
    K 9000.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 196 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Upper hull btm btw col Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 6.35 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1880 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 125 mm Web height of longitudinals
    tw 6 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 6 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 6 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 0 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 92 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.297 (Factor of safety = 1.25 is applied)
    89 30 101 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    135 62 109
    Unity Check Criteria
    U.C. 1 1.109 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 1.106 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 1.109 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Not Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.00 (Factor of safety = 1.25 is applied)
    235 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 256 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.06 (Factor of safety = 1.25 is applied)
    225 183 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 16.338 IxL 1.921E+06
    eyLo 83.662 IyL 5.216E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 26.184 mm4
    Section modu Sme = 86388.578 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 351.26 497.56
    Eccentricity mm 30.06 476.75
    Net sectional mm2 1200.00 18720.00
    Inertia moment mm4 2.02E+06 7.18E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 7.84E+06 2.53E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.4659714
    KLT 6.33723
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 89.11 N/mm2 Eular stress in longitudinal direction
    fET 29.69 N/mm2 Eular stress in transverse direction
    fELT 128.35 N/mm2 Eular shear stress
    Effective Width
    b 3.24
    h 0.00
    C 0.58
    bwL 351.26 mm Effective width of associated plate for longitudinals
    bwT 497.56 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 8.3172131 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 16.307447 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.923E+09
    DT 3.059E+11
    FL 12.679405
    FT 0.0788681
    h 0.2702598
    kL 4
    kT 161.31405
    fEL 28770.43 N/mm2 Eular stress in longitudinal direction
    fET 37660.929 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1200 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 5073.5 mm2 Total net sectional area
    Ae 3430.49 mm2 Effective net sectional area
    r 47.80 mm2 Radius of gyration
    m 1.0045688 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 1319 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.082
    Co 28963
    Iyf 606445.31 mm4
    Io 10883933 mm4 Polar moment of inertia
    G 4.43E+09 Warping constant
    K 14400.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 235 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Upper hull btm btw col Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 7.9 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2400 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 125 mm Web height of longitudinals
    tw 6 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 6 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 6 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 47 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 66 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 47 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 2.437 (Factor of safety = 1.25 is applied)
    138 43 113 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    160 63 117
    Unity Check Criteria
    U.C. 1 0.498 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 1.371 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 1.365 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Not Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.06 (Factor of safety = 1.25 is applied)
    234 235 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 503 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.05 (Factor of safety = 1.25 is applied)
    215 209 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.11 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 16.338 IxL 1.921E+06
    eyLo 83.662 IyL 5.216E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 23.316 mm4
    Section modu Sme = 87804.394 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 414.90 641.26
    Eccentricity mm 23.03 438.54
    Net sectional mm2 1200.00 18720.00
    Inertia moment mm4 1.74E+06 9.74E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 8.56E+06 2.93E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3600496
    KLT 6.1582431
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 137.93 N/mm2 Eular stress in longitudinal direction
    fET 42.63 N/mm2 Eular stress in transverse direction
    fELT 193.04 N/mm2 Eular shear stress
    Effective Width
    b 2.60
    h 0.20
    C 0.68
    bwL 414.90 mm Effective width of associated plate for longitudinals
    bwT 641.26 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 9.8672131 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 15.7 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 3.193E+09
    DT 2.774E+11
    FL 12.102412
    FT 0.0826282
    h 0.259961
    kL 4
    kT 146.99512
    fEL 24137.909 N/mm2 Eular stress in longitudinal direction
    fET 35479.544 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1200 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 6019 mm2 Total net sectional area
    Ae 4477.67 mm2 Effective net sectional area
    r 43.73 mm2 Radius of gyration
    m 1.0089343 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 678 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.934
    Co 55770
    Iyf 606445.31 mm4
    Io 10883933 mm4 Polar moment of inertia
    G 4.43E+09 Warping constant
    K 14400.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 550 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Upper hull btm 36' of cl Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 9.5 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2400 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 2220 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 125 mm Web height of longitudinals
    tw 6 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 6 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 48 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 78 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 82 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 2220 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 78 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 2.960 (Factor of safety = 1.25 is applied)
    199 62 169 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    238 94 176
    Unity Check Criteria
    U.C. 1 0.445 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 1.572 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 1.593 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Not Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.12 (Factor of safety = 1.25 is applied)
    354 354 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 723 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.43 (Factor of safety = 1.25 is applied)
    214 217 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.30 (Factor of safety = 1.25 is applied)
    177 227 123 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 16.338 IxL 1.921E+06
    eyLo 83.662 IyL 5.216E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 21.351 mm4
    Section modu Sme = 89207.154 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 408.31 632.20
    Eccentricity mm 20.30 421.87
    Net sectional mm2 1200.00 18720.00
    Inertia moment mm4 1.60E+06 1.07E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 8.84E+06 3.10E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3600496
    KLT 6.1582431
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 199.46 N/mm2 Eular stress in longitudinal direction
    fET 61.65 N/mm2 Eular stress in transverse direction
    fELT 279.16 N/mm2 Eular shear stress
    Effective Width
    b 2.66
    h 0.17
    C 0.67
    bwL 408.31 mm Effective width of associated plate for longitudinals
    bwT 632.20 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 11.467213 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 17.3 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 3.298E+09
    DT 2.939E+11
    FL 12.179489
    FT 0.0821052
    h 0.2496541
    kL 4
    kT 148.84601
    fEL 21726.189 N/mm2 Eular stress in longitudinal direction
    fET 34104.613 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1200 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 6995 mm2 Total net sectional area
    Ae 5078.98 mm2 Effective net sectional area
    r 41.73 mm2 Radius of gyration
    m 1.0843637 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 617 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.934
    Co 96982
    Iyf 606445.31 mm4
    Io 10883933 mm4 Polar moment of inertia
    G 4.43E+09 Warping constant
    K 14400.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 795 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 6.0195106
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 344.01 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Longl bhd 59 off cl Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12.7 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 100 mm Web height of longitudinals
    tw 7 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 7 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 55 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 39 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 92 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.635 (Factor of safety = 1.25 is applied)
    270 114 185 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 189
    Unity Check Criteria
    U.C. 1 0.448 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.428 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.454 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.07 (Factor of safety = 1.25 is applied)
    340 349 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 1100 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.39 (Factor of safety = 1.25 is applied)
    196 223 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 18.679 IxL 1.196E+06
    eyLo 68.821 IyL 6.564E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 17.117 mm4
    Section modu Sme = 82130.743 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2135.00
    Eccentricity mm 9.75 227.58
    Net sectional mm2 1225.00 18720.00
    Inertia moment mm4 7.37E+05 1.40E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 6.73E+06 5.13E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 356.46 N/mm2 Eular stress in longitudinal direction
    fET 113.74 N/mm2 Eular stress in transverse direction
    fELT 504.97 N/mm2 Eular shear stress
    Effective Width
    b 1.99
    h 0.51
    C 0.82
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2135.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 14.708197 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 21.46815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.51E+09
    DT 5.463E+11
    FL 4.8288505
    FT 0.2070886
    h 0.1731624
    kL 4
    kT 23.707008
    fEL 2026.2601 N/mm2 Eular stress in longitudinal direction
    fET 5206.0397 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1225 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 8972 mm2 Total net sectional area
    Ae 8972.00 mm2 Effective net sectional area
    r 27.39 mm2 Radius of gyration
    m 1.1958269 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 336 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.500
    Co 231702
    Iyf 667968.75 mm4
    Io 7709871 mm4 Polar moment of inertia
    G 2.90E+09 Warping constant
    K 20008.33 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1161 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Box Btm Flat fr.8 Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12.7 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 100 mm Web height of longitudinals
    tw 7 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 7 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 38 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 17 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 51 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.185 (Factor of safety = 1.25 is applied)
    270 114 185 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 189
    Unity Check Criteria
    U.C. 1 0.145 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.129 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.144 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.03 (Factor of safety = 1.25 is applied)
    340 349 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 1100 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.27 (Factor of safety = 1.25 is applied)
    196 223 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 18.679 IxL 1.196E+06
    eyLo 68.821 IyL 6.564E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 17.117 mm4
    Section modu Sme = 82130.743 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2135.00
    Eccentricity mm 9.75 227.58
    Net sectional mm2 1225.00 18720.00
    Inertia moment mm4 7.37E+05 1.40E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 6.73E+06 5.13E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 356.46 N/mm2 Eular stress in longitudinal direction
    fET 113.74 N/mm2 Eular stress in transverse direction
    fELT 504.97 N/mm2 Eular shear stress
    Effective Width
    b 1.99
    h 0.51
    C 0.82
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2135.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 14.708197 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 21.46815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.51E+09
    DT 5.463E+11
    FL 4.8288505
    FT 0.2070886
    h 0.1731624
    kL 4
    kT 23.707008
    fEL 2026.2601 N/mm2 Eular stress in longitudinal direction
    fET 5206.0397 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1225 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 8972 mm2 Total net sectional area
    Ae 8972.00 mm2 Effective net sectional area
    r 27.39 mm2 Radius of gyration
    m 1.1275766 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 336 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.500
    Co 231702
    Iyf 667968.75 mm4
    Io 7709871 mm4 Polar moment of inertia
    G 2.90E+09 Warping constant
    K 20008.33 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1161 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Longl bhd at 59' Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 19 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 100 mm Web height of longitudinals
    tw 7 mm Web thickness of longitudinals
    bf 75 mm Flange width of longitudinals
    tf 7 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 82 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 30 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 135 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.868 (Factor of safety = 1.25 is applied)
    317 251 196 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 198
    Unity Check Criteria
    U.C. 1 0.892 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.813 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.877 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.12 (Factor of safety = 1.25 is applied)
    335 348 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 2481 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.62 (Factor of safety = 1.25 is applied)
    181 230 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 18.679 IxL 1.196E+06
    eyLo 68.821 IyL 6.564E+05
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 16.745 mm4
    Section modu Sme = 92008.016 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2135.00
    Eccentricity mm 6.83 175.95
    Net sectional mm2 1225.00 18720.00
    Inertia moment mm4 5.40E+05 1.26E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 6.99E+06 5.67E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 797.82 N/mm2 Eular stress in longitudinal direction
    fET 254.56 N/mm2 Eular stress in transverse direction
    fELT 1130.22 N/mm2 Eular shear stress
    Effective Width
    b 1.33
    h 0.84
    C 0.99
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2135.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 21.008197 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 27.76815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.605E+09
    DT 6.037E+11
    FL 4.9049645
    FT 0.2038751
    h 0.1309272
    kL 4
    kT 24.362096
    fEL 1519.3495 N/mm2 Eular stress in longitudinal direction
    fET 4429.8082 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 1225 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 12815 mm2 Total net sectional area
    Ae 12815.00 mm2 Effective net sectional area
    r 23.35 mm2 Radius of gyration
    m 1.5059147 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 244 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 0
    a 3.500
    Co 775854
    Iyf 667968.75 mm4
    Io 7709871 mm4 Polar moment of inertia
    G 2.90E+09 Warping constant
    K 20008.33 St. Venant trosion constant for longitudinals(only) cross section
    fcL 2599 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column CL bhd Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12.7 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 355 N/mm2 Yeild strength of longitudinals
    Sm 0.908 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 91 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 34 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 115 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes
    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.921 (Factor of safety = 1.25 is applied)
    270 114 185 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 189
    Unity Check Criteria
    U.C. 1 0.749 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.651 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.743 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.13 (Factor of safety = 1.25 is applied)
    349 350 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 874 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.39 (Factor of safety = 1.25 is applied)
    342 320 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s

    -fb -fb -fb


    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 53.017 mm4
    Section modu Sme = 388285.213 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2135.00
    Eccentricity mm 42.30 227.58
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.39E+07 1.40E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.97E+07 5.13E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 356.46 N/mm2 Eular stress in longitudinal direction
    fET 113.74 N/mm2 Eular stress in transverse direction
    fELT 504.97 N/mm2 Eular shear stress
    Effective Width
    b 1.99
    h 0.51
    C 0.82
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2135.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 18.601639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 21.46815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.226E+10
    DT 5.463E+11
    FL 2.7980962
    FT 0.3573859
    h 0.2521928
    kL 4
    kT 8.4614527
    fEL 4771.6175 N/mm2 Eular stress in longitudinal direction
    fET 5533.984 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 11347 mm2 Total net sectional area
    Ae 11347.00 mm2 Effective net sectional area
    r 72.53 mm2 Radius of gyration
    m 1.0401847 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 2356 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.500
    Co 231702
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1161 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column inner tr bhd Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 11.1 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2440 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 355 N/mm2 Yeild strength of longitudinals
    Sm 0.908 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 96 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 87 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 54 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 2.393 (Factor of safety = 1.25 is applied)
    186 84 124 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    200 84 126
    Unity Check Criteria
    U.C. 1 0.646 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 1.968 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 1.882 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Not Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.49 (Factor of safety = 1.25 is applied)
    232 232 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 796 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.42 (Factor of safety = 1.25 is applied)
    340 317 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 56.612 mm4
    Section modu Sme = 383418.558 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 518.84 811.95
    Eccentricity mm 51.29 376.13
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.51E+07 1.28E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.54E+07 3.58E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3546875
    KLT 6.149
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 272.30 N/mm2 Eular stress in longitudinal direction
    fET 83.84 N/mm2 Eular stress in transverse direction
    fELT 380.54 N/mm2 Eular shear stress
    Effective Width
    b 1.85
    h 0.57
    C 0.85
    bwL 518.84 mm Effective width of associated plate for longitudinals
    bwT 811.95 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 17.001639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 18.772131 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.065E+10
    DT 3.336E+11
    FL 2.5202372
    FT 0.3967881
    h 0.312198
    kL 4
    kT 7.1334322
    fEL 3929.308 N/mm2 Eular stress in longitudinal direction
    fET 4015.7121 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 10371 mm2 Total net sectional area
    Ae 9359.12 mm2 Effective net sectional area
    r 76.93 mm2 Radius of gyration
    m 1.0496753 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 2029 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 4.000
    Co 154699
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1118 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column longl bhd @ 54' Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 9.5 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1800 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 355 N/mm2 Yeild strength of longitudinals
    Sm 0.908 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 19 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 153 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 64 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 8.463 (Factor of safety = 1.25 is applied)
    169 68 120 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    182 84 124
    Unity Check Criteria
    U.C. 1 0.433 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 5.658 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 5.550 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Not Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.69 (Factor of safety = 1.25 is applied)
    232 232 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 589 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.09 (Factor of safety = 1.25 is applied)
    347 304 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 61.049 mm4
    Section modu Sme = 377927.628 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 471.49 639.76
    Eccentricity mm 59.41 420.64
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.58E+07 1.08E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.15E+07 3.11E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.4914571
    KLT 6.379321
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 199.46 N/mm2 Eular stress in longitudinal direction
    fET 67.61 N/mm2 Eular stress in transverse direction
    fELT 289.18 N/mm2 Eular shear stress
    Effective Width
    b 2.16
    h 0.42
    C 0.77
    bwL 471.49 mm Effective width of associated plate for longitudinals
    bwT 639.76 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 15.401639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 19.9 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 1.92E+10
    DT 3.935E+11
    FL 2.6748994
    FT 0.3738458
    h 0.3256747
    kL 4
    kT 7.9461966
    fEL 4542.1065 N/mm2 Eular stress in longitudinal direction
    fET 4418.7684 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 9395 mm2 Total net sectional area
    Ae 8079.14 mm2 Effective net sectional area
    r 79.83 mm2 Radius of gyration
    m 1.004756 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 4014 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 2.951
    Co 96982
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 491 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column inner longl bhd Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12.7 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 600 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 355 N/mm2 Yeild strength of longitudinals
    Sm 0.908 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 82 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 107 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 95 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.736 (Factor of safety = 1.25 is applied)
    270 289 193 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 199
    Unity Check Criteria
    U.C. 1 0.484 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.548 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.580 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.25 (Factor of safety = 1.25 is applied)
    351 350 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 3534 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.33 (Factor of safety = 1.25 is applied)
    354 346 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 53.017 mm4
    Section modu Sme = 388285.213 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 600.00
    Eccentricity mm 42.30 396.01
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.39E+07 1.20E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.97E+07 3.37E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 4.962689
    KLT 10.421889
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 356.46 N/mm2 Eular stress in longitudinal direction
    fET 402.04 N/mm2 Eular stress in transverse direction
    fELT 844.31 N/mm2 Eular shear stress
    Effective Width
    b 1.99
    h 0.51
    C 0.82
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 600.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 18.601639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 43.9 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.226E+10
    DT 1.278E+12
    FL 3.4603915
    FT 0.2889846
    h 0.2869354
    kL 4
    kT 12.631693
    fEL 7297.7809 N/mm2 Eular stress in longitudinal direction
    fET 6178.8807 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 11347 mm2 Total net sectional area
    Ae 11347.00 mm2 Effective net sectional area
    r 72.53 mm2 Radius of gyration
    m 1.0027569 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 29825 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 0.984
    Co 231702
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 324 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column inner longl bhd Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 9.5 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 3050 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 355 N/mm2 Yeild strength of longitudinals
    Sm 0.908 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 5 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 3 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 95 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.992 (Factor of safety = 1.25 is applied)
    169 59 120 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    235 235 122
    Unity Check Criteria
    U.C. 1 0.947 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.947 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.947 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.00 (Factor of safety = 1.25 is applied)
    232 233 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 781 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.02 (Factor of safety = 1.25 is applied)
    332 316 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 61.049 mm4
    Section modu Sme = 377927.628 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 3050.00
    Eccentricity mm 51.09 218.70
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.51E+07 1.39E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.55E+07 5.22E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.29792
    KLT 6.05
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 199.46 N/mm2 Eular stress in longitudinal direction
    fET 58.84 N/mm2 Eular stress in transverse direction
    fELT 274.25 N/mm2 Eular shear stress
    Effective Width
    b 2.16
    h 0.42
    C 0.77
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 3050.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 15.401639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 15.637705 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.069E+10
    DT 3.893E+11
    FL 2.6184129
    FT 0.3819107
    h 0.2690521
    kL 4
    kT 7.540046
    fEL 4689.9692 N/mm2 Eular stress in longitudinal direction
    fET 5509.4553 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 9395 mm2 Total net sectional area
    Ae 9395.00 mm2 Effective net sectional area
    r 76.84 mm2 Radius of gyration
    m 1.0038744 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 1296 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 5.000
    Co 96982
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1226 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column inner longl bhd Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12.7 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 355 N/mm2 Yeild strength of longitudinals
    Sm 0.908 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 158 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 6 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 36 N/mm2 Calculated total shear stress
    pn 0.11 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.598 (Factor of safety = 1.25 is applied)
    270 114 185 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 189
    Unity Check Criteria
    U.C. 1 0.403 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.063 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.397 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.35 (Factor of safety = 1.25 is applied)
    349 350 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 874 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.84 (Factor of safety = 1.25 is applied)
    342 320 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 53.017 mm4
    Section modu Sme = 388285.213 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2135.00
    Eccentricity mm 42.30 227.58
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.39E+07 1.40E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.97E+07 5.13E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 356.46 N/mm2 Eular stress in longitudinal direction
    fET 113.74 N/mm2 Eular stress in transverse direction
    fELT 504.97 N/mm2 Eular shear stress
    Effective Width
    b 1.99
    h 0.51
    C 0.82
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2135.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 18.601639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 21.46815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.226E+10
    DT 5.463E+11
    FL 2.7980962
    FT 0.3573859
    h 0.2521928
    kL 4
    kT 8.4614527
    fEL 4771.6175 N/mm2 Eular stress in longitudinal direction
    fET 5533.984 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 11347 mm2 Total net sectional area
    Ae 11347.00 mm2 Effective net sectional area
    r 72.53 mm2 Radius of gyration
    m 1.0718984 Amplification factor
    M 19116056 N-mm Max. bending moment induced by lateral pressure
    fb 49 N/mm2 Local bending stress
    fE 2356 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.500
    Co 231702
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1161 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column shell tr bhd fr19 Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 9.5 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1500 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 355 N/mm2 Yeild strength of longitudinals
    Sm 0.908 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 60 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 53 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 13 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes
    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.020 (Factor of safety = 1.25 is applied)
    169 74 121 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    182 94 125
    Unity Check Criteria
    U.C. 1 0.187 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.518 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.566 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.19 (Factor of safety = 1.25 is applied)
    232 232 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 664 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.28 (Factor of safety = 1.25 is applied)
    350 309 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s

    -fb -fb -fb


    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 61.049 mm4
    Section modu Sme = 377927.628 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 471.49 597.34
    Eccentricity mm 59.41 427.59
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.58E+07 1.04E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.15E+07 3.04E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.6297264
    KLT 6.6016622
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 199.46 N/mm2 Eular stress in longitudinal direction
    fET 73.88 N/mm2 Eular stress in transverse direction
    fELT 299.26 N/mm2 Eular shear stress
    Effective Width
    b 2.16
    h 0.42
    C 0.77
    bwL 471.49 mm Effective width of associated plate for longitudinals
    bwT 597.34 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 15.401639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 21.98 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 1.92E+10
    DT 4.612E+11
    FL 2.7832066
    FT 0.3592978
    h 0.3236804
    kL 4
    kT 8.5226949
    fEL 4917.3749 N/mm2 Eular stress in longitudinal direction
    fET 4645.3696 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 9395 mm2 Total net sectional area
    Ae 8079.14 mm2 Effective net sectional area
    r 79.83 mm2 Radius of gyration
    m 1.0104893 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 5780 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 2.459
    Co 96982
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 372 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column shell tr bhd fr9 Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 9.5 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1220 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 48 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 48 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 19 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.663 (Factor of safety = 1.25 is applied)
    169 85 122 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    235 235 126
    Unity Check Criteria
    U.C. 1 0.101 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.101 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.138 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.13 (Factor of safety = 1.25 is applied)
    233 233 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 864 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.27 (Factor of safety = 1.25 is applied)
    233 220 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 61.049 mm4
    Section modu Sme = 377927.628 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 1220.00
    Eccentricity mm 51.09 344.14
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.51E+07 1.37E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.55E+07 3.91E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.875
    KLT 6.974
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 199.46 N/mm2 Eular stress in longitudinal direction
    fET 85.00 N/mm2 Eular stress in transverse direction
    fELT 316.14 N/mm2 Eular shear stress
    Effective Width
    b 2.16
    h 0.42
    C 0.77
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 1220.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 15.401639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 24.844262 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.069E+10
    DT 7.294E+11
    FL 3.0633287
    FT 0.3264423
    h 0.3093231
    kL 4
    kT 10.109193
    fEL 6419.2003 N/mm2 Eular stress in longitudinal direction
    fET 6363.6901 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 9395 mm2 Total net sectional area
    Ae 9395.00 mm2 Effective net sectional area
    r 76.84 mm2 Radius of gyration
    m 1.0059635 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 8097 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 2.000
    Co 96982
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 283 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column shell tr bhd Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2440 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 355 N/mm2 Yeild strength of longitudinals
    Sm 0.908 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 160 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 22 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 92 N/mm2 Calculated total shear stress
    pn 0.11 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.069 (Factor of safety = 1.25 is applied)
    260 98 182 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    279 108 187
    Unity Check Criteria
    U.C. 1 0.983 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.490 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.965 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.37 (Factor of safety = 1.25 is applied)
    347 347 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 911 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 1.02 (Factor of safety = 1.25 is applied)
    340 322 Results Not Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 54.500 mm4
    Section modu Sme = 386215.808 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 479.92 743.83
    Eccentricity mm 51.29 377.31
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.51E+07 1.27E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.54E+07 3.57E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3546875
    KLT 6.149
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 318.25 N/mm2 Eular stress in longitudinal direction
    fET 97.98 N/mm2 Eular stress in transverse direction
    fELT 444.75 N/mm2 Eular shear stress
    Effective Width
    b 2.11
    h 0.45
    C 0.79
    bwL 479.92 mm Effective width of associated plate for longitudinals
    bwT 743.83 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 17.901639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 19.672131 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.065E+10
    DT 3.324E+11
    FL 2.5180725
    FT 0.3971292
    h 0.3122056
    kL 4
    kT 7.1228119
    fEL 3725.3388 N/mm2 Eular stress in longitudinal direction
    fET 3819.7012 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 10920 mm2 Total net sectional area
    Ae 9359.03 mm2 Effective net sectional area
    r 76.93 mm2 Radius of gyration
    m 1.0856273 Amplification factor
    M 24967910 N-mm Max. bending moment induced by lateral pressure
    fb 65 N/mm2 Local bending stress
    fE 2029 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 4.000
    Co 195462
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1306 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column shell - mid-2 plate Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1500 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 100 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 52 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 104 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 52 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.035 (Factor of safety = 1.25 is applied)
    260 118 184 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    279 144 190
    Unity Check Criteria
    U.C. 1 0.737 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.741 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.862 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.18 (Factor of safety = 1.25 is applied)
    348 348 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 744 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.74 (Factor of safety = 1.25 is applied)
    233 217 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.13 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 54.500 mm4
    Section modu Sme = 386215.808 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 479.92 608.27
    Eccentricity mm 51.29 400.90
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.51E+07 1.17E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.54E+07 3.32E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.6297264
    KLT 6.6016622
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 318.25 N/mm2 Eular stress in longitudinal direction
    fET 117.88 N/mm2 Eular stress in transverse direction
    fELT 477.49 N/mm2 Eular shear stress
    Effective Width
    b 2.11
    h 0.45
    C 0.79
    bwL 479.92 mm Effective width of associated plate for longitudinals
    bwT 608.27 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 17.901639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 24.48 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.065E+10
    DT 5.034E+11
    FL 2.7933782
    FT 0.3579895
    h 0.310896
    kL 4
    kT 8.5529103
    fEL 4584.4665 N/mm2 Eular stress in longitudinal direction
    fET 4535.81 N/mm2 Eular stress in transverse direction
    calculated data of stiffener buckling check
    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 10920 mm2 Total net sectional area
    Ae 9359.03 mm2 Effective net sectional area
    r 76.93 mm2 Radius of gyration
    m 1.0189837 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 5368 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 2.459
    Co 195462
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 594 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column shell - mid plate Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 127 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 48 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 80 N/mm2 Calculated total shear stress
    pn 0.036 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 48 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.022 (Factor of safety = 1.25 is applied)
    260 102 183 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    279 116 187
    Unity Check Criteria
    U.C. 1 0.670 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.607 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.818 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.26 (Factor of safety = 1.25 is applied)
    347 347 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 799 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 1.01 (Factor of safety = 1.25 is applied)
    230 218 Results Not Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.11 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 54.500 mm4
    Section modu Sme = 386215.808 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 479.92 699.85
    Eccentricity mm 51.29 384.65
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.51E+07 1.24E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.54E+07 3.49E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 318.25 N/mm2 Eular stress in longitudinal direction
    fET 101.54 N/mm2 Eular stress in transverse direction
    fELT 450.84 N/mm2 Eular shear stress
    Effective Width
    b 2.11
    h 0.45
    C 0.79
    bwL 479.92 mm Effective width of associated plate for longitudinals
    bwT 699.85 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 17.901639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 20.76815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.065E+10
    DT 3.718E+11
    FL 2.589455
    FT 0.3861817
    h 0.3120989
    kL 4
    kT 7.4786111
    fEL 3939.5448 N/mm2 Eular stress in longitudinal direction
    fET 4017.2858 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 10920 mm2 Total net sectional area
    Ae 9359.03 mm2 Effective net sectional area
    r 76.93 mm2 Radius of gyration
    m 1.0503459 Amplification factor
    M 6256164 N-mm Max. bending moment induced by lateral pressure
    fb 16 N/mm2 Local bending stress
    fE 2650 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.500
    Co 195462
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1037 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column shell - top plate Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 12.7 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1000 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 83 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 43 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 85 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 43 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.058 (Factor of safety = 1.25 is applied)
    198 172 128 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    215 172 131
    Unity Check Criteria
    U.C. 1 0.890 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.754 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.884 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.25 (Factor of safety = 1.25 is applied)
    233 233 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 1194 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.49 (Factor of safety = 1.25 is applied)
    234 224 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.09 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 53.017 mm4
    Section modu Sme = 388285.213 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 556.95 628.44
    Eccentricity mm 44.97 390.66
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.43E+07 1.22E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.84E+07 3.43E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 2.2591901
    KLT 7.51124
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 356.46 N/mm2 Eular stress in longitudinal direction
    fET 183.02 N/mm2 Eular stress in transverse direction
    fELT 608.51 N/mm2 Eular shear stress
    Effective Width
    b 1.62
    h 0.69
    C 0.91
    bwL 556.95 mm Effective width of associated plate for longitudinals
    bwT 628.44 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 18.601639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 31.42 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.178E+10
    DT 7.795E+11
    FL 3.0747133
    FT 0.3252336
    h 0.2950501
    kL 4
    kT 10.149739
    fEL 5637.9742 N/mm2 Eular stress in longitudinal direction
    fET 5359.1233 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 11347 mm2 Total net sectional area
    Ae 10673.25 mm2 Effective net sectional area
    r 73.98 mm2 Radius of gyration
    m 1.0074864 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 11170 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 1.639
    Co 231702
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 410 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column shell el.42' to 52' Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12.7 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 3050 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 355 N/mm2 Yeild strength of longitudinals
    Sm 0.908 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 187 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 63 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 81 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.611 (Factor of safety = 1.25 is applied)
    270 105 184 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    289 105 188
    Unity Check Criteria
    U.C. 1 1.039 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.939 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 1.320 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Not Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.56 (Factor of safety = 1.25 is applied)
    346 346 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 1389 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.89 (Factor of safety = 1.25 is applied)
    331 333 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 53.017 mm4
    Section modu Sme = 388285.213 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 497.29 864.90
    Eccentricity mm 48.41 351.16
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.48E+07 1.35E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.68E+07 3.84E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.29792
    KLT 6.05
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 356.46 N/mm2 Eular stress in longitudinal direction
    fET 105.15 N/mm2 Eular stress in transverse direction
    fELT 490.13 N/mm2 Eular shear stress
    Effective Width
    b 1.99
    h 0.51
    C 0.82
    bwL 497.29 mm Effective width of associated plate for longitudinals
    bwT 864.90 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 18.601639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 18.837705 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.117E+10
    DT 2.863E+11
    FL 2.4108291
    FT 0.4147951
    h 0.3033202
    kL 4
    kT 6.5907924
    fEL 3368.27 N/mm2 Eular stress in longitudinal direction
    fET 3467.676 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 11347 mm2 Total net sectional area
    Ae 9915.60 mm2 Effective net sectional area
    r 75.66 mm2 Radius of gyration
    m 1.174933 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 1256 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 5.000
    Co 231702
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 2191 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column shell el.34' to 42' Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12.7 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1220 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 177 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 58 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 43 N/mm2 Calculated total shear stress
    pn 0.036 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.981 (Factor of safety = 1.25 is applied)
    270 152 187 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 193
    Unity Check Criteria
    U.C. 1 0.513 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.131 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.488 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.49 (Factor of safety = 1.25 is applied)
    350 350 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 900 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 1.13 (Factor of safety = 1.25 is applied)
    233 220 Results Not Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 53.017 mm4
    Section modu Sme = 388285.213 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 1220.00
    Eccentricity mm 42.30 304.88
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.39E+07 1.44E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.97E+07 4.32E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.875
    KLT 6.974
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 356.46 N/mm2 Eular stress in longitudinal direction
    fET 151.90 N/mm2 Eular stress in transverse direction
    fELT 564.98 N/mm2 Eular shear stress
    Effective Width
    b 1.99
    h 0.51
    C 0.82
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 1220.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 18.601639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 28.044262 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.226E+10
    DT 8.057E+11
    FL 3.0835301
    FT 0.3243036
    h 0.2781956
    kL 4
    kT 10.169722
    fEL 5794.777 N/mm2 Eular stress in longitudinal direction
    fET 6183.3489 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 11347 mm2 Total net sectional area
    Ae 11347.00 mm2 Effective net sectional area
    r 72.53 mm2 Radius of gyration
    m 1.0251533 Amplification factor
    M 2042829 N-mm Max. bending moment induced by lateral pressure
    fb 5 N/mm2 Local bending stress
    fE 7214 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 2.000
    Co 231702
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 506 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column shell el.27' to 34' Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12.7 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 1067 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 158 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 48 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 73 N/mm2 Calculated total shear stress
    pn 0.08 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bendin L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.893 (Factor of safety = 1.25 is applied)
    270 171 188 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 194
    Unity Check Criteria
    U.C. 1 0.584 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.275 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.564 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Chec 0.38 (Factor of safety = 1.25 is applied)
    350 350 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 1075 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial compretorsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 1.02 (Factor of safety = 1.25 is applied)
    234 223 Results Not Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    s l
    s
    s s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia mom mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 53.017 mm4
    Section mod Sme = ### mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinal Transverses
    Effective pla mm 610.00 1067.00
    Eccentricity mm 42.30 323.23
    Net sectiona mm2 3600.00 18720.00
    Inertia mome mm4 1.39E+07 1.42E+09 (alone about neutral axis of combined cross section)
    Intertia mom mm4 5.97E+07 4.13E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 2.11259479
    KLT 7.31208153
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 356.46 N/mm2 Eular stress in longitudinal direction
    fET 171.15 N/mm2 Eular stress in transverse direction
    fELT 592.37 N/mm2 Eular shear stress
    Effective Width
    b 1.99
    h 0.51
    C 0.82
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 1067.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 18.6016393 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 30.2445173 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.2261E+10
    DT 8.8045E+11
    FL 3.15265335
    FT 0.31719314
    h 0.28215447
    kL 4
    kT 10.6041436
    fEL 6057.49095 N/mm2 Eular stress in longitudinal direction
    fET 6249.47707 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 11347 mm2 Total net sectional area
    Ae 11347.00 mm2 Effective net sectional area
    r 72.53 mm2 Radius of gyration
    m 1.01703869 Amplification factor
    M 3472391.45 N-mm Max. bending moment induced by lateral pressure
    fb 9 N/mm2 Local bending stress
    fE 9431 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 1.749
    Co 231702
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 436 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    ripping bkt applied
    m or double side
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column shell el.27' to 34' Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12.7 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 158 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 48 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 73 N/mm2 Calculated total shear stress
    pn 0.08 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.056 (Factor of safety = 1.25 is applied)
    270 114 185 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    289 121 189
    Unity Check Criteria
    U.C. 1 0.769 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.527 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.852 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.39 (Factor of safety = 1.25 is applied)
    347 347 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 874 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 1.31 (Factor of safety = 1.25 is applied)
    230 220 Results Not Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 53.017 mm4
    Section modu Sme = 388285.213 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 497.29 727.05
    Eccentricity mm 48.41 373.16
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.48E+07 1.29E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.68E+07 3.61E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 356.46 N/mm2 Eular stress in longitudinal direction
    fET 113.74 N/mm2 Eular stress in transverse direction
    fELT 504.97 N/mm2 Eular shear stress
    Effective Width
    b 1.99
    h 0.51
    C 0.82
    bwL 497.29 mm Effective width of associated plate for longitudinals
    bwT 727.05 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 18.601639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 21.46815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.117E+10
    DT 3.845E+11
    FL 2.59538
    FT 0.3853
    h 0.3047641
    kL 4
    kT 7.4939815
    fEL 3903.6956 N/mm2 Eular stress in longitudinal direction
    fET 4009.7372 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 11347 mm2 Total net sectional area
    Ae 9915.60 mm2 Effective net sectional area
    r 75.66 mm2 Radius of gyration
    m 1.0656903 Amplification factor
    M 13902586 N-mm Max. bending moment induced by lateral pressure
    fb 36 N/mm2 Local bending stress
    fE 2563 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.500
    Co 231702
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1161 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column shell el.27' to 34' Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 9.5 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 3050 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 58 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 20 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 35 N/mm2 Calculated total shear stress
    pn 0 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.499 (Factor of safety = 1.25 is applied)
    169 59 120 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    235 235 122
    Unity Check Criteria
    U.C. 1 0.224 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.140 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.221 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.11 (Factor of safety = 1.25 is applied)
    232 233 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 781 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.33 (Factor of safety = 1.25 is applied)
    225 218 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 61.049 mm4
    Section modu Sme = 377927.628 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 3050.00
    Eccentricity mm 51.09 218.70
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.51E+07 1.39E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.55E+07 5.22E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.29792
    KLT 6.05
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 199.46 N/mm2 Eular stress in longitudinal direction
    fET 58.84 N/mm2 Eular stress in transverse direction
    fELT 274.25 N/mm2 Eular shear stress
    Effective Width
    b 2.16
    h 0.42
    C 0.77
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 3050.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 15.401639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 15.637705 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.069E+10
    DT 3.893E+11
    FL 2.6184129
    FT 0.3819107
    h 0.2690521
    kL 4
    kT 7.540046
    fEL 4689.9692 N/mm2 Eular stress in longitudinal direction
    fET 5509.4553 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 9395 mm2 Total net sectional area
    Ae 9395.00 mm2 Effective net sectional area
    r 76.84 mm2 Radius of gyration
    m 1.0468683 Amplification factor
    M 0 N-mm Max. bending moment induced by lateral pressure
    fb 0 N/mm2 Local bending stress
    fE 1296 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 5.000
    Co 96982
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1226 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column shell below deck Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2135 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 116 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 58 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 43 N/mm2 Calculated total shear stress
    pn 0.08 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.908 (Factor of safety = 1.25 is applied)
    260 102 183 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 187
    Unity Check Criteria
    U.C. 1 0.274 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.137 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.279 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.24 (Factor of safety = 1.25 is applied)
    349 350 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 799 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.91 (Factor of safety = 1.25 is applied)
    230 218 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 54.500 mm4
    Section modu Sme = 386215.808 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2135.00
    Eccentricity mm 43.96 235.25
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.41E+07 1.42E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.89E+07 5.05E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.403915
    KLT 6.2331837
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 318.25 N/mm2 Eular stress in longitudinal direction
    fET 101.54 N/mm2 Eular stress in transverse direction
    fELT 450.84 N/mm2 Eular shear stress
    Effective Width
    b 2.11
    h 0.45
    C 0.79
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2135.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 17.901639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 20.76815 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.196E+10
    DT 5.378E+11
    FL 2.7964616
    FT 0.3575948
    h 0.2597096
    kL 4
    kT 8.4674907
    fEL 4886.539 N/mm2 Eular stress in longitudinal direction
    fET 5641.854 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 10920 mm2 Total net sectional area
    Ae 10920.00 mm2 Effective net sectional area
    r 73.44 mm2 Radius of gyration
    m 1.0504546 Amplification factor
    M 13902586 N-mm Max. bending moment induced by lateral pressure
    fb 36 N/mm2 Local bending stress
    fE 2415 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.500
    Co 195462
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1037 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Column shell el.27' to 34' Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 14 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2240 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 133 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 24 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 40 N/mm2 Calculated total shear stress
    pn 0.036 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 0 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.459 (Factor of safety = 1.25 is applied)
    285 136 188 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 192
    Unity Check Criteria
    U.C. 1 0.316 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.083 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.298 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.26 (Factor of safety = 1.25 is applied)
    348 349 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 1089 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.91 (Factor of safety = 1.25 is applied)
    229 223 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 50.585 mm4
    Section modu Sme = 391942.442 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2240.00
    Eccentricity mm 39.54 208.29
    Net sectional mm2 3600.00 18720.00
    Inertia moment mm4 1.34E+07 1.36E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 6.10E+07 5.33E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.384581
    KLT 6.2002994
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 433.17 N/mm2 Eular stress in longitudinal direction
    fET 136.31 N/mm2 Eular stress in transverse direction
    fELT 610.40 N/mm2 Eular shear stress
    Effective Width
    b 1.80
    h 0.60
    C 0.86
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2240.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 19.901639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 22.357143 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.276E+10
    DT 5.412E+11
    FL 2.7761559
    FT 0.3602103
    h 0.2363422
    kL 4
    kT 8.3094773
    fEL 4487.8072 N/mm2 Eular stress in longitudinal direction
    fET 5251.1109 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 12140 mm2 Total net sectional area
    Ae 12140.00 mm2 Effective net sectional area
    r 70.90 mm2 Radius of gyration
    m 1.0695771 Amplification factor
    M 6886656 N-mm Max. bending moment induced by lateral pressure
    fb 18 N/mm2 Local bending stress
    fE 2045 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.672
    Co 310387
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1532 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pont bhd fr.9-mid Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 508 mm Longitudinal spacing
    sT 2540 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 508 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 89 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 5 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 56 N/mm2 Calculated total shear stress
    pn 0.153 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 5 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bendin L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.589 (Factor of safety = 1.25 is applied)
    206 135 129 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    235 235 130
    Unity Check Criteria
    U.C. 1 0.515 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.292 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.506 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Criteria
    Critical buckling stress (lbf/in2) (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Chec 0.23 (Factor of safety = 1.25 is applied)
    232 232 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 1418 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial compretorsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.86 (Factor of safety = 1.25 is applied)
    228 226 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875
    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    s l
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia mom mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 54.020 mm4
    Section mod Sme = ### mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinal Transverses
    Effective pla mm 508.00 2540.00
    Eccentricity mm 49.50 175.70
    Net sectiona mm2 3600.00 15260.00
    Inertia mome mm4 1.49E+07 9.41E+08 (alone about neutral axis of combined cross section)
    Intertia mom mm4 5.62E+07 4.10E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.29792
    KLT 6.05
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 458.88 N/mm2 Eular stress in longitudinal direction
    fET 135.36 N/mm2 Eular stress in transverse direction
    fELT 630.95 N/mm2 Eular shear stress
    Effective Width
    b 1.43
    h 0.79
    C 0.96
    bwL 508.00 mm Effective width of associated plate for longitudinals
    bwT 2540.00 mm Effective width of associated plate for transverses
    calculated data of panel buckling check
    tL 19.0866142 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 18.007874 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.5182E+10
    DT 3.6679E+11
    FL 2.45593143
    FT 0.40717749
    h 0.24705009
    kL 4
    kT 6.69149286
    fEL 4052.74916 N/mm2 Eular stress in longitudinal direction
    fET 4546.84279 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 9696 mm2 Total net sectional area
    Ae 9696.00 mm2 Effective net sectional area
    r 76.16 mm2 Radius of gyration
    m 1.05097853 Amplification factor
    M 31340259.9 N-mm Max. bending moment induced by lateral pressure
    fb 81 N/mm2 Local bending stress
    fE 1835 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 5.000
    Co 234709
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 2820 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.40466122
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    ripping bkt applied
    m or double side
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pont bhd fr.9-CL top Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 508 mm Longitudinal spacing
    sT 508 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 508 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 105 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 24 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 54 N/mm2 Calculated total shear stress
    pn 0.153 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 24 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bendin L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.335 (Factor of safety = 1.25 is applied)
    289 302 196 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 200
    Unity Check Criteria
    U.C. 1 0.276 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.133 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.262 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Criteria
    Critical buckling stress (lbf/in2) (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Chec 0.16 (Factor of safety = 1.25 is applied)
    351 350 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 5421 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial compretorsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.64 (Factor of safety = 1.25 is applied)
    235 233 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.03 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875
    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    s l
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia mom mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 54.020 mm4
    Section mod Sme = ### mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinal Transverses
    Effective pla mm 508.00 508.00
    Eccentricity mm 49.50 376.32
    Net sectiona mm2 3600.00 15260.00
    Inertia mome mm4 1.49E+07 8.63E+08 (alone about neutral axis of combined cross section)
    Intertia mom mm4 5.62E+07 2.48E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 4.8
    KLT 10.274
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 458.88 N/mm2 Eular stress in longitudinal direction
    fET 500.59 N/mm2 Eular stress in transverse direction
    fELT 1071.47 N/mm2 Eular shear stress
    Effective Width
    b 1.75
    h 0.62
    C 0.88
    bwL 508.00 mm Effective width of associated plate for longitudinals
    bwT 508.00 mm Effective width of associated plate for transverses
    calculated data of panel buckling check
    tL 19.0866142 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 42.0393701 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.5182E+10
    DT 1.112E+12
    FL 3.24069261
    FT 0.30857601
    h 0.30389116
    kL 4
    kT 11.20509
    fEL 7056.5582 N/mm2 Eular stress in longitudinal direction
    fET 5678.73649 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 9696 mm2 Total net sectional area
    Ae 9696.00 mm2 Effective net sectional area
    r 76.16 mm2 Radius of gyration
    m 1.00229429 Amplification factor
    M 1253610.4 N-mm Max. bending moment induced by lateral pressure
    fb 3 N/mm2 Local bending stress
    fE 45871 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 1.000
    Co 234709
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 417 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.40466122
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    ripping bkt applied
    m or double side
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pont longl bhd 44' - 1e mi Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 11 mm Plate thickness
    sL 508 mm Longitudinal spacing
    sT 2540 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 508 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 5 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 57 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 36 N/mm2 Calculated total shear stress
    pn 0.153 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 57 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bendin L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.518 (Factor of safety = 1.25 is applied)
    201 114 127 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    235 235 129
    Unity Check Criteria
    U.C. 1 0.123 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.214 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.209 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Criteria
    Critical buckling stress (lbf/in2) (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Chec 0.09 (Factor of safety = 1.25 is applied)
    232 232 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 1191 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial compretorsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.38 (Factor of safety = 1.25 is applied)
    228 224 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.19 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875
    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    s l
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia mom mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 56.371 mm4
    Section mod Sme = ### mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinal Transverses
    Effective pla mm 508.00 2540.00
    Eccentricity mm 52.24 186.03
    Net sectiona mm2 3600.00 15260.00
    Inertia mome mm4 1.53E+07 9.67E+08 (alone about neutral axis of combined cross section)
    Intertia mom mm4 5.49E+07 4.01E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.29792
    KLT 6.05
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 385.58 N/mm2 Eular stress in longitudinal direction
    fET 113.74 N/mm2 Eular stress in transverse direction
    fELT 530.18 N/mm2 Eular shear stress
    Effective Width
    b 1.56
    h 0.72
    C 0.93
    bwL 508.00 mm Effective width of associated plate for longitudinals
    bwT 2540.00 mm Effective width of associated plate for transverses
    calculated data of panel buckling check
    tL 18.0866142 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 17.007874 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.4594E+10
    DT 3.5936E+11
    FL 2.45787188
    FT 0.40685603
    h 0.25867875
    kL 4
    kT 6.72402351
    fEL 4183.51256 N/mm2 Eular stress in longitudinal direction
    fET 4732.03871 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 9188 mm2 Total net sectional area
    Ae 9188.00 mm2 Effective net sectional area
    r 77.32 mm2 Radius of gyration
    m 1.00265105 Amplification factor
    M 31340259.9 N-mm Max. bending moment induced by lateral pressure
    fb 82 N/mm2 Local bending stress
    fE 1891 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 5.000
    Co 180785
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 2370 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.40466122
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    ripping bkt applied
    m or double side
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pont longl bhd 44' -1e top Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 25.4 mm Plate thickness
    sL 508 mm Longitudinal spacing
    sT 2540 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 508 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 5 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 124 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 36 N/mm2 Calculated total shear stress
    pn 0.153 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 124 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bendin L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.298 (Factor of safety = 1.25 is applied)
    340 311 201 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 202
    Unity Check Criteria
    U.C. 1 0.055 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.265 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.256 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Criteria
    Critical buckling stress (lbf/in2) (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.22 (Factor of safety = 1.25 is applied)
    344 345 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 7744 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial compretorsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.38 (Factor of safety = 1.25 is applied)
    225 233 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.90 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875
    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    s l
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 39.451 mm4
    Section mod Sme = 422378.512 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective pla mm 508.00 2540.00
    Eccentricity mm 29.09 100.74
    Net sectiona mm2 3600.00 15260.00
    Inertia mome mm4 1.09E+07 6.55E+08 (alone about neutral axis of combined cross section)
    Intertia mome mm4 6.60E+07 4.70E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.29792
    KLT 6.05
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 2055.89 N/mm2 Eular stress in longitudinal direction
    fET 606.45 N/mm2 Eular stress in transverse direction
    fELT 2826.85 N/mm2 Eular shear stress
    Effective Width
    b 0.83
    h 1.09
    C 1.00
    bwL 508.00 mm Effective width of associated plate for longitudinals
    bwT 2540.00 mm Effective width of associated plate for transverses
    calculated data of panel buckling check
    tL 32.4866142 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 31.407874 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.9571E+10
    DT 4.2074E+11
    FL 2.44158992
    FT 0.40956919
    h 0.15177452
    kL 4
    kT 6.43265729
    fEL 2763.51061 N/mm2 Eular stress in longitudinal direction
    fET 2908.62816 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 16503.2 mm2 Total net sectional area
    Ae 16503.20 mm2 Effective net sectional area
    r 63.26 mm2 Radius of gyration
    m 1.00396546 Amplification factor
    M 31340259.9 N-mm Max. bending moment induced by lateral pressure
    fb 74 N/mm2 Local bending stress
    fE 1266 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 5.000
    Co 2225802
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 12634 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.40466122
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    ripping bkt applied
    m or double side
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pont CL bhd - top Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 508 mm Longitudinal spacing
    sT 1830 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 508 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 53 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 105 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 15 N/mm2 Calculated total shear stress
    pn 0.153 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 105 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bendin L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.840 (Factor of safety = 1.25 is applied)
    206 155 129 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    235 235 130
    Unity Check Criteria
    U.C. 1 0.100 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.333 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.288 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Criteria
    Critical buckling stress (lbf/in2) (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Chec 0.40 (Factor of safety = 1.25 is applied)
    232 232 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 1019 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial compretorsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.48 (Factor of safety = 1.25 is applied)
    231 222 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.65 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875
    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    s l
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia mom mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 54.020 mm4
    Section mod Sme = ### mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinal Transverses
    Effective pla mm 508.00 1830.00
    Eccentricity mm 49.50 215.92
    Net sectiona mm2 3600.00 15260.00
    Inertia mome mm4 1.49E+07 1.02E+09 (alone about neutral axis of combined cross section)
    Intertia mom mm4 5.62E+07 3.77E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.39206817
    KLT 6.21306106
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 458.88 N/mm2 Eular stress in longitudinal direction
    fET 145.18 N/mm2 Eular stress in transverse direction
    fELT 647.96 N/mm2 Eular shear stress
    Effective Width
    b 1.43
    h 0.79
    C 0.96
    bwL 508.00 mm Effective width of associated plate for longitudinals
    bwT 1830.00 mm Effective width of associated plate for transverses
    calculated data of panel buckling check
    tL 19.0866142 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 20.3387978 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.5182E+10
    DT 4.6892E+11
    FL 2.6114756
    FT 0.38292527
    h 0.26851301
    kL 4
    kT 7.50346258
    fEL 4582.35989 N/mm2 Eular stress in longitudinal direction
    fET 5104.1717 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 9696 mm2 Total net sectional area
    Ae 9696.00 mm2 Effective net sectional area
    r 76.16 mm2 Radius of gyration
    m 1.01522212 Amplification factor
    M 16268119 N-mm Max. bending moment induced by lateral pressure
    fb 42 N/mm2 Local bending stress
    fE 3535 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.602
    Co 234709
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1570 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.40466122
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    ripping bkt applied
    m or double side
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pont CL bhd - top Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 508 mm Longitudinal spacing
    sT 2210 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 508 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 38 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 104 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 7 N/mm2 Calculated total shear stress
    pn 0.153 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 104 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bendin L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.907 (Factor of safety = 1.25 is applied)
    289 139 189 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 192
    Unity Check Criteria
    U.C. 1 0.022 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.150 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.136 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Criteria
    Critical buckling stress (lbf/in2) (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Chec 0.17 (Factor of safety = 1.25 is applied)
    348 349 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 1193 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial compretorsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.53 (Factor of safety = 1.25 is applied)
    230 224 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.63 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875
    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    s l
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia mom mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 54.020 mm4
    Section mod Sme = ### mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinal Transverses
    Effective pla mm 508.00 2210.00
    Eccentricity mm 49.50 192.36
    Net sectiona mm2 3600.00 15260.00
    Inertia mome mm4 1.49E+07 9.81E+08 (alone about neutral axis of combined cross section)
    Intertia mom mm4 5.62E+07 3.96E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.33016035
    KLT 6.10648533
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 458.88 N/mm2 Eular stress in longitudinal direction
    fET 138.72 N/mm2 Eular stress in transverse direction
    fELT 636.84 N/mm2 Eular shear stress
    Effective Width
    b 1.75
    h 0.62
    C 0.88
    bwL 508.00 mm Effective width of associated plate for longitudinals
    bwT 2210.00 mm Effective width of associated plate for transverses
    calculated data of panel buckling check
    tL 19.0866142 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 18.9049774 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.5182E+10
    DT 4.0778E+11
    FL 2.5218503
    FT 0.39653424
    h 0.25651136
    kL 4
    kT 7.02999105
    fEL 4273.22594 N/mm2 Eular stress in longitudinal direction
    fET 4797.71124 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 9696 mm2 Total net sectional area
    Ae 9696.00 mm2 Effective net sectional area
    r 76.16 mm2 Radius of gyration
    m 1.01592822 Amplification factor
    M 23725737 N-mm Max. bending moment induced by lateral pressure
    fb 61 N/mm2 Local bending stress
    fE 2424 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 4.350
    Co 234709
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 2188 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.40466122
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    ripping bkt applied
    m or double side
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pont CL bhd - 1e (reinf) Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 508 mm Longitudinal spacing
    sT 737 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 508 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 109 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 11 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 26 N/mm2 Calculated total shear stress
    pn 0.153 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 11 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bendin L Long plate (L) or Wide plate (W), see notes
    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.253 (Factor of safety = 1.25 is applied)
    289 258 193 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 198
    Unity Check Criteria
    U.C. 1 0.192 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.031 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.183 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Criteria
    Critical buckling stress (lbf/in2) (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Chec 0.17 (Factor of safety = 1.25 is applied)
    350 350 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 2436 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial compretorsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.69 (Factor of safety = 1.25 is applied)
    234 230 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.01 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    s l
    s
    -fb -fb -fb
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia mom mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 54.020 mm4
    Section mod Sme = ### mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinal Transverses
    Effective pla mm 508.00 737.00
    Eccentricity mm 49.50 333.42
    Net sectiona mm2 3600.00 15260.00
    Inertia mome mm4 1.49E+07 9.83E+08 (alone about neutral axis of combined cross section)
    Intertia mom mm4 5.62E+07 2.83E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 2.61113274
    KLT 7.96447571
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 458.88 N/mm2 Eular stress in longitudinal direction
    fET 272.31 N/mm2 Eular stress in transverse direction
    fELT 830.61 N/mm2 Eular shear stress
    Effective Width
    b 1.75
    h 0.62
    C 0.88
    bwL 508.00 mm Effective width of associated plate for longitudinals
    bwT 737.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 19.0866142 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 32.7055631 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.5182E+10
    DT 8.729E+11
    FL 3.05037225
    FT 0.32782884
    h 0.30389171
    kL 4
    kT 10.020026
    fEL 6252.05707 N/mm2 Eular stress in longitudinal direction
    fET 5783.22103 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 9696 mm2 Total net sectional area
    Ae 9696.00 mm2 Effective net sectional area
    r 76.16 mm2 Radius of gyration
    m 1.00502661 Amplification factor
    M 2638579.21 N-mm Max. bending moment induced by lateral pressure
    fb 7 N/mm2 Local bending stress
    fE 21794 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 1.451
    Co 234709
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 478 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.40466122
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    ripping bkt applied
    m or double side
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pontoon CL lbhd - 1e Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2210 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 109 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 11 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 26 N/mm2 Calculated total shear stress
    pn 0.153 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 11 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.582 (Factor of safety = 1.25 is applied)
    193 101 126 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    235 235 128
    Unity Check Criteria
    U.C. 1 0.401 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.068 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.382 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.35 (Factor of safety = 1.25 is applied)
    232 232 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 823 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.95 (Factor of safety = 1.25 is applied)
    229 219 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.01 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 54.500 mm4
    Section modu Sme = 386215.808 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2210.00
    Eccentricity mm 43.96 192.36
    Net sectional mm2 3600.00 15260.00
    Inertia moment mm4 1.41E+07 9.81E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.89E+07 3.96E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3898115
    KLT 6.2092184
    q 0.50056 Lateral load parameter
    Rt 0.999748 Reduction factor acconting for lateral load effects
    fEL 318.25 N/mm2 Eular stress in longitudinal direction
    fET 100.52 N/mm2 Eular stress in transverse direction
    fELT 449.10 N/mm2 Eular shear stress
    Effective Width
    b 1.71
    h 0.64
    C 0.89
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2210.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 17.901639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 18.904977 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.196E+10
    DT 4.078E+11
    FL 2.6095266
    FT 0.3832113
    h 0.2438717
    kL 4
    kT 7.4442232
    fEL 4255.0739 N/mm2 Eular stress in longitudinal direction
    fET 4744.7559 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 10920 mm2 Total net sectional area
    Ae 10920.00 mm2 Effective net sectional area
    r 73.44 mm2 Radius of gyration
    m 1.0508168 Amplification factor
    M 28489566 N-mm Max. bending moment induced by lateral pressure
    fb 74 N/mm2 Local bending stress
    fE 2254 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.623
    Co 195462
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1100 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4046612
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member Pont inner shell - 1c (reinf) Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12.7 mm Plate thickness
    sL 508 mm Longitudinal spacing
    sT 737 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 126 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 28 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 64 N/mm2 Calculated total shear stress
    pn 0.153 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 28 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal ben L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.470 (Factor of safety = 1.25 is applied)
    296 268 194 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 199
    Unity Check Criteria
    U.C. 1 0.396 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.190 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.374 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress Criteria
    (lbf/in2) (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.23 (Factor of safety = 1.25 is applied)
    350 350 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 2422 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial c torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.79 (Factor of safety = 1.25 is applied)
    234 230 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.05 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentrici mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricit eyLe = 53.017 mm4
    Section m Sme = 388285.213 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective mm 508.00 737.00
    Eccentrici mm 47.75 326.43
    Net secti mm2 3600.00 15260.00
    Inertia m mm4 1.47E+07 9.97E+08 (alone about neutral axis of combined cross section)
    Intertia m mm4 5.71E+07 2.88E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 2.6111327
    KLT 7.9644757
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 513.97 N/mm2 Eular stress in longitudinal direction
    fET 305.01 N/mm2 Eular stress in transverse direction
    fELT 930.35 N/mm2 Eular shear stress
    Effective Width
    b 1.66
    h 0.67
    C 0.90
    bwL 508.00 mm Effective width of associated plate for longitudinals
    bwT 737.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 19.786614 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 33.405563 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.556E+10
    DT 8.902E+11
    FL 3.0540514
    FT 0.3274339
    h 0.2985456
    kL 4
    kT 10.031534
    fEL 6135.8005 N/mm2 Eular stress in longitudinal direction
    fET 5767.1602 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 10051.6 mm2 Total net sectional area
    Ae 10051.60 mm2 Effective net sectional area
    r 75.36 mm2 Radius of gyration
    m 1.0059404 Amplification factor
    M 2638579 N-mm Max. bending moment induced by lateral pressure
    fb 7 N/mm2 Local bending stress
    fE 21337 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 1.451
    Co 278225
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 535 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4046612
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pontoon inner shell - 1c Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12.7 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2210 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 12 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 12 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 193 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 28 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 64 N/mm2 Calculated total shear stress
    pn 0.153 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 28 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.081 (Factor of safety = 1.25 is applied)
    270 113 185 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    289 119 189
    Unity Check Criteria
    U.C. 1 0.963 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.293 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.922 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.55 (Factor of safety = 1.25 is applied)
    346 346 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 903 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 1.75 (Factor of safety = 1.25 is applied)
    229 220 Results Not Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.05 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 21.278 IxL 1.448E+07
    eyLo 128.722 IyL 2.565E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 53.017 mm4
    Section modu Sme = 388285.213 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 497.29 738.35
    Eccentricity mm 48.41 326.20
    Net sectional mm2 3600.00 15260.00
    Inertia moment mm4 1.48E+07 9.98E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.68E+07 2.89E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3898115
    KLT 6.2092184
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 356.46 N/mm2 Eular stress in longitudinal direction
    fET 112.59 N/mm2 Eular stress in transverse direction
    fELT 503.03 N/mm2 Eular shear stress
    Effective Width
    b 1.99
    h 0.51
    C 0.82
    bwL 497.29 mm Effective width of associated plate for longitudinals
    bwT 738.35 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 18.601639 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 19.604977 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 2.117E+10
    DT 2.971E+11
    FL 2.4332121
    FT 0.4109794
    h 0.3002323
    kL 4
    kT 6.6898897
    fEL 3431.1047 N/mm2 Eular stress in longitudinal direction
    fET 3445.1533 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3600 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 11347 mm2 Total net sectional area
    Ae 9915.60 mm2 Effective net sectional area
    r 75.66 mm2 Radius of gyration
    m 1.087759 Amplification factor
    M 28489566 N-mm Max. bending moment induced by lateral pressure
    fb 73 N/mm2 Local bending stress
    fE 2392 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.623
    Co 231702
    Iyf 3000000 mm4
    Io 77041830 mm4 Polar moment of inertia
    G 6.04E+10 Warping constant
    K 172800.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1232 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4046612
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pontoon deck outbd - 1a Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2210 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 10 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 10 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 92 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 5 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 44 N/mm2 Calculated total shear stress
    pn 0.11 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 5 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.290 (Factor of safety = 1.25 is applied)
    260 101 183 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 187
    Unity Check Criteria
    U.C. 1 0.211 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.095 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.208 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.12 (Factor of safety = 1.25 is applied)
    348 349 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 823 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.89 (Factor of safety = 1.25 is applied)
    229 219 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.00 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 20.517 IxL 1.227E+07
    eyLo 129.483 IyL 2.054E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 49.000 mm4
    Section modu Sme = 325004.415 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2210.00
    Eccentricity mm 38.76 192.36
    Net sectional mm2 3000.00 15260.00
    Inertia moment mm4 1.10E+07 9.81E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.12E+07 3.96E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3898115
    KLT 6.2092184
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 318.25 N/mm2 Eular stress in longitudinal direction
    fET 100.52 N/mm2 Eular stress in transverse direction
    fELT 449.10 N/mm2 Eular shear stress
    Effective Width
    b 2.11
    h 0.45
    C 0.79
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2210.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 16.918033 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 18.904977 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 1.908E+10
    DT 4.078E+11
    FL 2.7030496
    FT 0.3699525
    h 0.2307319
    kL 4
    kT 7.9048059
    fEL 4196.2897 N/mm2 Eular stress in longitudinal direction
    fET 4695.7084 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3000 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 10320 mm2 Total net sectional area
    Ae 10320.00 mm2 Effective net sectional area
    r 70.41 mm2 Radius of gyration
    m 1.0464725 Amplification factor
    M 20482694 N-mm Max. bending moment induced by lateral pressure
    fb 63 N/mm2 Local bending stress
    fE 2072 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.623
    Co 195462
    Iyf 2500000 mm4
    Io 64855671 mm4 Polar moment of inertia
    G 5.02E+10 Warping constant
    K 100000.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1100 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4046612
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pontoon deck outbd - 1a Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2210 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 10 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 10 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 122 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 20 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 33 N/mm2 Calculated total shear stress
    pn 0.11 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 20 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.457 (Factor of safety = 1.25 is applied)
    260 101 183 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 187
    Unity Check Criteria
    U.C. 1 0.257 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.059 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.247 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.22 (Factor of safety = 1.25 is applied)
    348 349 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 823 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 1.08 (Factor of safety = 1.25 is applied)
    229 219 Results Not Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.02 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 20.517 IxL 1.227E+07
    eyLo 129.483 IyL 2.054E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 49.000 mm4
    Section modu Sme = 325004.415 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2210.00
    Eccentricity mm 38.76 192.36
    Net sectional mm2 3000.00 15260.00
    Inertia moment mm4 1.10E+07 9.81E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.12E+07 3.96E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3898115
    KLT 6.2092184
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 318.25 N/mm2 Eular stress in longitudinal direction
    fET 100.52 N/mm2 Eular stress in transverse direction
    fELT 449.10 N/mm2 Eular shear stress
    Effective Width
    b 2.11
    h 0.45
    C 0.79
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2210.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 16.918033 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 18.904977 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 1.908E+10
    DT 4.078E+11
    FL 2.7030496
    FT 0.3699525
    h 0.2307319
    kL 4
    kT 7.9048059
    fEL 4196.2897 N/mm2 Eular stress in longitudinal direction
    fET 4695.7084 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3000 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 10320 mm2 Total net sectional area
    Ae 10320.00 mm2 Effective net sectional area
    r 70.41 mm2 Radius of gyration
    m 1.0625748 Amplification factor
    M 20482694 N-mm Max. bending moment induced by lateral pressure
    fb 63 N/mm2 Local bending stress
    fE 2072 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.623
    Co 195462
    Iyf 2500000 mm4
    Io 64855671 mm4 Polar moment of inertia
    G 5.02E+10 Warping constant
    K 100000.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1100 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4046612
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pontoon deck - 1a Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 235 N/mm2 Yeild strength of plate
    Sm 1 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2210 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 10 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 10 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 26 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 20 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 59 N/mm2 Calculated total shear stress
    pn 0.11 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 20 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.434 (Factor of safety = 1.25 is applied)
    193 101 126 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    235 235 128
    Unity Check Criteria
    U.C. 1 0.352 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.344 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.354 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.03 (Factor of safety = 1.25 is applied)
    232 232 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 823 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.42 (Factor of safety = 1.25 is applied)
    229 219 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.02 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok
    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s fb l>s
    fb l l
    s s

    -fb -fb -fb


    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 20.517 IxL 1.227E+07
    eyLo 129.483 IyL 2.054E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 49.000 mm4
    Section modu Sme = 325004.415 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2210.00
    Eccentricity mm 38.76 192.36
    Net sectional mm2 3000.00 15260.00
    Inertia moment mm4 1.10E+07 9.81E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 5.12E+07 3.96E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 235 N/mm2 Yield stress for uniaxail comprssion
    fyT 235 N/mm2 Yield stress for uniaxail comprssion
    fyLT 136 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3898115
    KLT 6.2092184
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 318.25 N/mm2 Eular stress in longitudinal direction
    fET 100.52 N/mm2 Eular stress in transverse direction
    fELT 449.10 N/mm2 Eular shear stress
    Effective Width
    b 1.71
    h 0.64
    C 0.89
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2210.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 16.918033 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 18.904977 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 1.908E+10
    DT 4.078E+11
    FL 2.7030496
    FT 0.3699525
    h 0.2307319
    kL 4
    kT 7.9048059
    fEL 4196.2897 N/mm2 Eular stress in longitudinal direction
    fET 4695.7084 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3000 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 10320 mm2 Total net sectional area
    Ae 10320.00 mm2 Effective net sectional area
    r 70.41 mm2 Radius of gyration
    m 1.0127098 Amplification factor
    M 20482694 N-mm Max. bending moment induced by lateral pressure
    fb 63 N/mm2 Local bending stress
    fE 2072 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.623
    Co 195462
    Iyf 2500000 mm4
    Io 64855671 mm4 Polar moment of inertia
    G 5.02E+10 Warping constant
    K 100000.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1100 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4046612
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pontoon deck - 1a Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 12 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2210 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 235 N/mm2 Yeild strength of longitudinals
    Sm 1 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 200 mm Web height of longitudinals
    tw 10 mm Web thickness of longitudinals
    bf 100 mm Flange width of longitudinals
    tf 10 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 890 mm Web height of transverses
    twg 14 mm Web thickness of transverses
    bfg 200 mm Flange width of transverses
    tfg 14 mm Flange thickness of transverses

    Loading Data
    fL 126 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 59 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 62 N/mm2 Calculated total shear stress
    pn 0.11 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 14 mm Web plate thickness of the girder
    s 890 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 59 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 1.086 (Factor of safety = 1.25 is applied)
    260 101 183 Results Not Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    279 114 187
    Unity Check Criteria
    U.C. 1 0.539 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.649 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.819 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.28 (Factor of safety = 1.25 is applied)
    346 346 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 823 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 1.25 (Factor of safety = 1.25 is applied)
    229 219 Results Not Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.20 (Factor of safety = 1.25 is applied)
    163 225 118 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 20.517 IxL 1.227E+07
    eyLo 129.483 IyL 2.054E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 49.000 mm4
    Section modu Sme = 325004.415 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 479.92 710.66
    Eccentricity mm 45.67 337.85
    Net sectional mm2 3000.00 15260.00
    Inertia moment mm4 1.20E+07 9.73E+08 (alone about neutral axis of combined cross section)
    Intertia momen mm4 4.84E+07 2.79E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3898115
    KLT 6.2092184
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 318.25 N/mm2 Eular stress in longitudinal direction
    fET 100.52 N/mm2 Eular stress in transverse direction
    fELT 449.10 N/mm2 Eular shear stress
    Effective Width
    b 2.11
    h 0.45
    C 0.79
    bwL 479.92 mm Effective width of associated plate for longitudinals
    bwT 710.66 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 16.918033 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 18.904977 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 1.805E+10
    DT 2.874E+11
    FL 2.5113576
    FT 0.398191
    h 0.2941027
    kL 4
    kT 7.0536786
    fEL 3426.6034 N/mm2 Eular stress in longitudinal direction
    fET 3421.5584 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 3000 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 10320 mm2 Total net sectional area
    Ae 8759.03 mm2 Effective net sectional area
    r 74.34 mm2 Radius of gyration
    m 1.0577175 Amplification factor
    M 20482694 N-mm Max. bending moment induced by lateral pressure
    fb 63 N/mm2 Local bending stress
    fE 2309 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.623
    Co 195462
    Iyf 2500000 mm4
    Io 64855671 mm4 Polar moment of inertia
    G 5.02E+10 Warping constant
    K 100000.00 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1100 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4046612
    fELg 184.99 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1109.93 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 249.95 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pontoon bottom Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 14 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2210 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 355 N/mm2 Yeild strength of longitudinals
    Sm 0.908 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 250 mm Web height of longitudinals
    tw 16 mm Web thickness of longitudinals
    bf 90 mm Flange width of longitudinals
    tf 16 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 150 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 48 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 34 N/mm2 Calculated total shear stress
    pn 0.153 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 48 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.675 (Factor of safety = 1.25 is applied)
    285 137 188 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 192
    Unity Check Criteria
    U.C. 1 0.361 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.086 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.334 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.35 (Factor of safety = 1.25 is applied)
    350 350 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 901 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.78 (Factor of safety = 1.25 is applied)
    347 321 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.11 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 18.278 IxL 3.334E+07
    eyLo 151.722 IyL 2.704E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 73.997 mm4
    Section modu Sme = 648706.239 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2210.00
    Eccentricity mm 61.52 210.05
    Net sectional mm2 5440.00 18720.00
    Inertia moment mm4 3.23E+07 1.37E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 1.20E+08 5.31E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3898115
    KLT 6.2092184
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 433.17 N/mm2 Eular stress in longitudinal direction
    fET 136.82 N/mm2 Eular stress in transverse direction
    fELT 611.28 N/mm2 Eular shear stress
    Effective Width
    b 1.80
    h 0.60
    C 0.86
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2210.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 22.918033 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 22.470588 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 4.491E+10
    DT 5.466E+11
    FL 2.3481205
    FT 0.4258725
    h 0.2626426
    kL 4
    kT 6.2203226
    fEL 5502.3504 N/mm2 Eular stress in longitudinal direction
    fET 5521.9795 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 5440 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 13980 mm2 Total net sectional area
    Ae 13980.00 mm2 Effective net sectional area
    r 92.81 mm2 Radius of gyration
    m 1.0434817 Amplification factor
    M 28489566 N-mm Max. bending moment induced by lateral pressure
    fb 44 N/mm2 Local bending stress
    fE 3600 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.623
    Co 310387
    Iyf 3116118 mm4
    Io ### mm4 Polar moment of inertia
    G 1.14E+11 Warping constant
    K 464213.33 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1497 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate
    Buckling Check
    ( in accordance with ABS Rules, Steel Vessels, 1997, 5/2A.5.2.2, 5/2AB)

    Project SSDT3600-GOM-C42 - buckling check with actual stresses


    Member ID Pontoon bottom Date 12/12/2020

    INPUT DATA

    Material Data
    E 2.07E+05 N/mm2 Elastic modulus
    u 0.3 Poisson's ratio
    Pr 0.6 Proportional linear elastic limit of structure, 0.6 for steel
    Plate/Panel Data
    fy 355 N/mm2 Yeild strength of plate
    Sm 0.908 Strength reduction factor, see notes*
    tn 14 mm Plate thickness
    sL 610 mm Longitudinal spacing
    sT 2210 mm Transverse spacing
    C1 1.1 See notes*
    C2 1.2 See notes*
    b 7000 mm Width between longitudinal bulkheads, parallel to sL
    l 8800 mm Length between transverse bulkheads, parallel to sT
    Scantling of Longitudinals
    fy 355 N/mm2 Yeild strength of longitudinals
    Sm 0.908 Strength reduction factor, see notes*
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hw 250 mm Web height of longitudinals
    tw 16 mm Web thickness of longitudinals
    bf 90 mm Flange width of longitudinals
    tf 16 mm Flange thickness of longitudinals
    b1 0 mm Smaller outstanding dim. of flange w.r.t. centerline of web
    be 500 mm Effective breadth as specified in Figure 5/2A.4.4b, line b
    Scantling of Transverses
    Type A A (angle), FB(flat bar) or T (Tee bar)
    hwg 915 mm Web height of transverses
    twg 16 mm Web thickness of transverses
    bfg 255 mm Flange width of transverses
    tfg 16 mm Flange thickness of transverses

    Loading Data
    fL 198 N/mm2 Calculated total compressive stress in long. direction for the plate
    fT 20 N/mm2 Calculated total compressive stress in transverse/vertical direction
    fLT 22 N/mm2 Calculated total shear stress
    pn 0.153 N/mm2 Lateral pressure

    If Girder Buckling is to be checked, input additional data as follows


    Girder Plate Data
    fy 235 N/mm2 Yeild strength of girders
    Sm 1 Strength reduction factor, see notes*
    tn 16 mm Web plate thickness of the girder
    s 915 mm Longitudinal spacing of girder plate, =web height if no add. stiffeners applied
    l 7000 mm Transverse spacing of girder plate, =dist. btw long. bhd unless tripping bkt applied
    C1 1 See notes*
    C2 1.1 See notes*
    Girder Loading Data
    fLg (fT) 20 N/mm2 Calculated compressive stress along length of the girder
    fb 0 N/mm2 Calculated ideal bending stress of girder
    fLTg 0 N/mm2 Calculated total shear stress of girder
    Ideal bending L Long plate (L) or Wide plate (W), see notes

    OUTPUT DATA

    Plate buckling check


    Buckling State Limit:
    Critical buckling stress N/mm2 Criteria (fL/fcL)^2+(fT/RtfcT)^2+(fLT/fcLT)^2<=1
    fcL fcT fcLT Unity Check 0.808 (Factor of safety = 1.25 is applied)
    285 137 188 Results Ok
    Ultimate Strength Check
    Critical stress for ultimate buckling (N/mm2)
    fuL fuT fuLT
    355 355 192
    Unity Check Criteria
    U.C. 1 0.558 ((fL/fuL)^2+(fLT/fuLT)^2) / Sm
    U.C. 2 0.028 ((fT/RtfuT)^2+(fLT/fuLT)^2) / Sm
    U.C. 3 0.531 ((fL/fuL)^2+(fT/RtfuT)^2-h(fL/fuL)(fT/RtfuT)+(fLT/fuLT)^2) / Sm
    Results Ok (Factor of safety = 1.25 is applied)

    Panel buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2)
    Criteria (fL/fcL)^2+(fT/fcT)^2<=Sm
    fcL fcT Unity Check 0.56 (Factor of safety = 1.25 is applied)
    350 350 Results Ok

    Stiffener buckling check


    Buckling State Limit:
    n 1 Number of half waves which yields a smallest fET
    fET 901 lbf/in2 Eular stress for tortional/flexural buckling
    Critical buckling stress (lbf/in2)
    axial comp torsional/flexural Criteria fL/(fc*Ae/A)+mfb/fy<=Sm
    fca fct Unity Check 0.99 (Factor of safety = 1.25 is applied)
    347 321 Results Ok

    Girder buckling check


    Buckling State Limit:
    Critical buckling stress (lbf/in2) Criteria (fL/fcL)^2+(fb/fcb)^2+(fLT/fcLT)^2<=Sm
    fcLg fcb fLTg Unity Check 0.02 (Factor of safety = 1.25 is applied)
    177 227 121 Results Ok

    Notes:
    1. Sm Strength reduction factor
    ordinary strength steel
    Grade H32 Grade H36 Grade H40
    1 0.95 0.908 0.875

    2. Values of C1 and C2
    plate panels between angles or tee stiffeners plate panels between flat bars or bulb plates
    C1 1.1 1
    C2 1.3 within the double bottom or double side 1.2 within the double bottom or double side
    1.2 elsewhere 1.1 elsewhere

    3. Ideal bending patten


    a). Long plate b). Wide plate -fb fb
    l>=s l>s
    fb l fb
    l
    s s
    s
    -fb -fb -fb
    fb

    Calculated Data

    panel data
    section properties of longitudinals (excluding associated plating)
    Eccentricity mm Inertia momen mm4
    exLo 18.278 IxL 3.334E+07
    eyLo 151.722 IyL 2.704E+06
    section properties of longitudinals w/ effective breadth be
    Eccentricity eyLe = 73.997 mm4
    Section modu Sme = 648706.239 mm3
    section properties of stiffeners w/ associated plating bw
    Longitudinals Transverses
    Effective plat mm 610.00 2210.00
    Eccentricity mm 61.52 210.05
    Net sectional mm2 5440.00 18720.00
    Inertia moment mm4 3.23E+07 1.37E+09 (alone about neutral axis of combined cross section)
    Intertia momen mm4 1.20E+08 5.31E+09

    calculated data of plate buckling check


    buckling state limit
    fyL 355 N/mm2 Yield stress for uniaxail comprssion
    fyT 355 N/mm2 Yield stress for uniaxail comprssion
    fyLT 205 N/mm2 Yield stress for edge shear
    KL 4.4
    KT 1.3898115
    KLT 6.2092184
    q 0.5 Lateral load parameter
    Rt 1 Reduction factor acconting for lateral load effects
    fEL 433.17 N/mm2 Eular stress in longitudinal direction
    fET 136.82 N/mm2 Eular stress in transverse direction
    fELT 611.28 N/mm2 Eular shear stress
    Effective Width
    b 1.80
    h 0.60
    C 0.86
    bwL 610.00 mm Effective width of associated plate for longitudinals
    bwT 2210.00 mm Effective width of associated plate for transverses

    calculated data of panel buckling check


    tL 22.918033 mm Net equivalent thickness of plating and stiffener in long. direaction
    tT 22.470588 mm Net equivalent thickness of plating and stiffener in transverse direaction
    DL 4.491E+10
    DT 5.466E+11
    FL 2.3481205
    FT 0.4258725
    h 0.2626426
    kL 4
    kT 6.2203226
    fEL 5502.3504 N/mm2 Eular stress in longitudinal direction
    fET 5521.9795 N/mm2 Eular stress in transverse direction

    calculated data of stiffener buckling check


    Axial compression
    As 5440 mm2 Net sectional area of longitudinal, excluding assicocated plate
    A 13980 mm2 Total net sectional area
    Ae 13980.00 mm2 Effective net sectional area
    r 92.81 mm2 Radius of gyration
    m 1.0582057 Amplification factor
    M 28489566 N-mm Max. bending moment induced by lateral pressure
    fb 44 N/mm2 Local bending stress
    fE 3600 N/mm2 Eular stress
    Torsional/flexural buckling
    u 1 Unsymmetry factor
    mt 1
    a 3.623
    Co 310387
    Iyf 3116118 mm4
    Io ### mm4 Polar moment of inertia
    G 1.14E+11 Warping constant
    K 464213.33 St. Venant trosion constant for longitudinals(only) cross section
    fcL 1497 N/mm2 Critical buck. stress for associated plate corresponding to n-half waves

    calculated data of girder buckling check


    fyLg 235 N/mm2 Yield stress for uniaxail comprssion
    fyb 235 N/mm2 Yield stress for uniaxail comprssion
    fyLTg 136 N/mm2 Yield stress for edge shear
    KLg 4
    Kb 24
    KLTg 5.4083449
    fELg 228.59 N/mm2 Eular stress in longitudinal direction of girder plate
    fEb 1371.56 N/mm2 Eular stress in transverse direction of girder plate
    fELTg 309.08 N/mm2 Eular shear stress of girder plate

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