Deck plate
Design of Floor PlateConsider, the plate is simply supported at
all the edges.ax=1.033Yield strength, Fy =235N/mmay=0.000Size of
plate :a =4350mm b =1050mmaz=2.772Thickness of plate, t =10mm
(Note:1. Design moments and deflection values are factored by
0.9 considering the continuity of plate.
Case - I : Blanket Live Load of 5 kN/m2 + Max. Accln. (ULSa)
1050
4350Load :Self wt. of plate (including contingency factor 1.15)
=0.886kN/mLive load =5kN/mTotal udl =5.886kN/mAcceleration
coefficient in vertcal direction(including load factor 0.7)
=0.198Total udl including acceleration & load factor (1.3), q
=9.165kN/mCheck for Bending Moment :a/b =4.143From Table 11.4 of
"Roarks Formulae for Stress and strain" by W.C.Young,Maximum moment
at the centre =( 0.75*q*b/t)*(1*t/6) =1.137kN-m/mAllowable bending
stress, Fb = Fy/1.15 =204.35N/mmThickness of plate reqd. =
sqrt(6*M/1000/Fb) =5.8mm(OK)Note: Inplane shear stress has been
neglectedCheck for Shear Force :due to considerable of the deck
plateMaximum shear force = 0.5*q*b =4.811kN/mMaximum shear stress
=0.481N/mmAllowable shear stress, Fv = Fy/(sqrt(3)*1.15)
=117.98N/mm(OK)Check for Deflection :From Table 11.4 of "Roarks
Formulae for Stress and strain" by W.C.Young,Maximum deflection =
0.0284qb4/(Et) =1.38mm(considering all edges fixed due to
continuity)Allowable deflection = L/200 =5.25mm(OK)
Case - II : Blanket Live Load of 5 kN/m + Max. Accln. (ULSb)
1050
4350Load :Self wt. of plate (including contingency factor 1.15)
=0.886kN/mLive load =5kN/mTotal udl =5.886kN/mAcceleration
coefficient in vertcal direction including load factor(1.3)
=0.367Total udl including acceleration & load factor (1), q
=8.048kN/mCheck for Bending Moment :a/b =4.143From Table 11.4 of
"Roarks Formulae for Stress and strain" by W.C.Young,Maximum moment
at the centre =( 0.75*q*b/t)*(1*t/6) =0.998kN-m/mAllowable bending
stress, Fb = Fy/1.15 =204.35N/mm2Thickness of plate reqd. =
sqrt(6*M/1000/Fb) =5.4mm(OK)Note: Inplane shear stress has been
neglectedCheck for Shear Force :due to considerable of the deck
plateMaximum shear force = 0.5*q*b =4.225kN/mMaximum shear stress
=0.422N/mmAllowable shear stress, Fv = Fy/(sqrt(3)*1.15)
=117.98N/mm(OK)Check for Deflection :From Table 11.4 of "Roarks
Formulae for Stress and strain" by W.C.Young,Maximum deflection =
0.0284qb4/(Et) =1.21mm(considering all edges fixed due to
continuity)Allowable deflection = L/200 =5.25mm(OK)
Case - III : Max. Accln. (Transit, ULSb) With No Live Load
1050
4350Load :Self wt. of plate (including contingency factor 1.15)
=0.886kN/mLive load =0kN/mTotal udl =0.886kN/mAcceleration
coefficient in vertcal direction including load factor 1.3
=0.367Total udl including acceleration & load factor (1), q
=1.211kN/mCheck for Bending Moment :a/b =4.143From Table 11.4 of
"Roarks Formulae for Stress and strain" by W.C.Young,Maximum moment
at the centre =( 0.75*q*b/t)*(1*t/6) =0.150kN-m/mAllowable bending
stress, Fb = Fy/1.15 =204.35N/mm2Thickness of plate reqd. =
sqrt(6*M/1000/Fb) =2.1mm(OK)Note: Inplane shear stress has been
neglectedCheck for Shear Force :due to considerable of the deck
plateMaximum shear force = 0.5*q*b =0.636kN/mMaximum shear stress
=0.064N/mmAllowable shear stress, Fv = Fy/(sqrt(3)*1.15)
=117.98N/mm(OK)Check for Deflection :From Table 11.4 of "Roarks
Formulae for Stress and strain" by W.C.Young,Maximum deflection =
0.0284qb4/(Et)0.18mm(considering all edges fixed due to
continuity)Allowable deflection = L/200 =5.25mm(OK)
Case - IV : 10MT Fork Lift Load + Max. Accln. (ULSa)
1050
4350Load :Self wt. of plate (including contingency factor 1.15)
=0.886kN/mLive Load =0.000kN/mAcceleration coefficient in vertcal
direction =0.198Total udl including acceleration & Load factor
(1.3), q =1.379kN/m1.136kN/mNote : For SLSMaximum load per axle
=5000kg =49.035kNDynamic factor =1.1Maximum load including dynamic
factor per axle =53.939kNMaximum wheel load including dynamic
factor =26.969kNAdditional vertical load due to acceleration &
load factor (1.3)=6.030kN6.627kNNote: this additional load is
without D.F.Total vertical load, W =33.000kN33.596kNNote : For
SLSContact area of the wheel : u =300mm, v =300mmEffective width of
slab for concentrated load =1050mmudl over the contact area
=0.367N/mmCheck for Bending Moment :a/b =4.143From Table 11.4 of
"Roarks Formulae for Stress and strain" by W.C.Young,Maximum moment
at the centre due to self wt.=( 0.75*q*b/t)*(1*t/6)
=0.171kN-m/mFrom Table 11.4 of "Roarks Formulae for Stress and
strain" by W.C.Young,Maximum moment at centre due to wheel load =
(3W/(2*pt))*((1+n)In(2b/pu)+1.0)*(1*t/6) =4.829kN-m/mTotal moment
at centre , M =5.000kN-m/mAllowable bending stress, Fb = Fy/1.15
=204.35N/mm2Thickness of plate reqd. = sqrt(6*M/1000/Fb) =12.1mmNot
OKNote: Inplane shear stress has been neglectedCheck for Shear
Force :due to considerable of the deck plateMaximum shear force =
33.000kNMaximum shear stress =3.143N/mmAllowable shear stress, Fv =
Fy/(sqrt(3)*1.15) =117.98N/mm(OK)
Case - V : 10MT Fork Lift Load + Max. Accln. (ULSb)
1050
4350Load :Self wt. of plate (including contingency factor 1.15)
=0.886kN/mLive Load =0.000kN/mAcceleration coefficient in vertcal
direction =0.367Total udl including acceleration, q
=1.211kN/m1.136kN/mNote : For SLSMaximum load per axle =5000kg
=49.035kNDynamic factor =1.1Maximum load including dynamic factor
per axle =53.939kNMaximum wheel load including dynamic factor
=26.969kNAdditional vertical load due to acceleration
=8.615kN6.627kNTotal vertical load, W =35.584kN33.596kNNote : For
SLSContact area of the wheel : u =300mm, v =300mmEffective width of
slab for concentrated load =1050mmudl over the contact area
=0.395N/mmCheck for Bending Moment :a/b =4.143From Table 11.4 of
"Roarks Formulae for Stress and strain" by W.C.Young,Maximum moment
at the centre due to self wt.=( 0.75*q*b/t)*(1*t/6)
=0.150kN-m/mFrom Table 11.4 of "Roarks Formulae for Stress and
strain" by W.C.Young,Maximum moment at centre due to wheel load =
(3W/(2*pt))*((1+n)In(2b/pu)+1.0)*(1*t/6) =5.207kN-m/mTotal moment
at centre , M =5.357kN-m/mAllowable bending stress, Fb = Fy/1.15
=204.35N/mm2Thickness of plate reqd. = sqrt(6*M/1000/Fb) =12.5mmNot
OKNote: Inplane shear stress has been neglectedCheck for Shear
Force :due to considerable of the deck plateMaximum shear force =
35.584kNMaximum shear stress =3.389N/mmAllowable shear stress, Fv =
Fy/(sqrt(3)*1.15) =117.98N/mm(OK)
Case - V : 30kN Patch Load over 0.1m + Max. Accln. (Extreme)
0
0Load :Self wt. of plate (including contingency factor 1.15)
=0.886kN/mLive Load =0.500kN/mAcceleration coefficient in vertcal
direction =0.367Total udl including acceleration, q
=1.895kN/mMaximum patch load =30.00kNAdditional vertical load due
to acceleration =11.020kNTotal vertical load, W =41.020kNContact
area of the patch load : u =316.23mm, v =316.23mmudl over the
contact area =0.410N/mmCheck for Bending Moment :a/b
=ERROR:#DIV/0!From Table 11.4 of "Roarks Formulae for Stress and
strain" by W.C.Young,Maximum moment at the centre due to udl =(
0.75*q*b/t)*(1*t/6) =0.000kN-m/mMaximum moment at centre of due to
patch load = -3.243kN-m/mTotal moment at centre , M
=-2.919kN-m/mAllowable bending stress, Fb = 0.60*Fy
=141.000N/mmThickness of plate reqd. = sqrt(6*M/1000/Fb)
=ERROR:#NUM!mmERROR:#NUM!Check for Shear Force :Maximum shear force
= 20.510kNMaximum shear stress =ERROR:#DIV/0!N/mmAllowable shear
stress, Fv = 0.4*Fy =94N/mmERROR:#DIV/0!Check for Deflection :From
Table 11.4 of "Roarks Formulae for Stress and strain" by
W.C.Young,Maximum deflection =
(0.1421qb4/(Et))+(0.0026W*(8L-4Lu+u))/EI0.18mmAllowable deflection
= L/240 =0.00mm(Not OK)Case - VI : Blanket Live Load of 28.3 kN/m2
+ Max. Accln. (Operating Impact)
0
0Load :Self wt. of plate (including contingency factor 1.15)
=0.886kN/mLive load =28.8kN/mTotal udl =29.686kN/mAcceleration
coefficient in vertcal direction =0.198Total udl including
acceleration, q =35.557kN/mCheck for Bending Moment :a/b
=ERROR:#DIV/0!From Table 11.4 of "Roarks Formulae for Stress and
strain" by W.C.Young,Maximum moment at the centre =(
0.75*q*b/t)*(1*t/6) =0.000kN-m/mAllowable bending stress, Fb =
0.60*Fy =141.000N/mmThickness of plate reqd. = sqrt(6*M/1000/Fb)
=0.0mm(OK)Check for Shear Force :Maximum shear force = 0.5*q*b
=0.000kN/mMaximum shear stress =0.000N/mmAllowable shear stress, Fv
= 0.4*Fy =94N/mm(OK)Check for Deflection :From Table 11.4 of
"Roarks Formulae for Stress and strain" by W.C.Young,Maximum
deflection = 0.1421qb4/(Et)0.00mmAllowable deflection = L/240
=0.00mm(OK)
Stiffened Deck Panel
Design of Stiffened Deck Panel For M80 at EL+36350Notes:1.This
design has been made using LRFD method ( DNV-OS-C101)2.The
stiffened Panels are considered as simply supported with stiffners
sniped at ends3. For Secondary Structures design Blast load case
has been ignored,but the primary structural members have been
checked against the same load case in the Inplace analysis (ALS
condition)
Span of the stiffner, L =4.20m
Stiffner size (Rolled shape) :200X90X9X14Spacing between
stiffners considered s=1.00mThickness of floor plate,Tp
=8.0mmProperties of section200X90X9X14Self weight, w =23.30kg/m
=0.23kN/mArea, A =29.66cm2 =29.66cmDepth of section, d =200.00mm
=20.00cmWidth of flange, bf =90.00mm =9.00cmThickness of flange, tf
=14.00mm =1.40cmThickness of web, tw =9.00mm =0.90cmMoment of
inertia about major axis, Ixx =1210.00cm4 =1210.00cm4Moment of
inertia about minor axis, Iyy =200.00cm4 =200.00cm4Section modulus
about major axis, Zxx =88.70cm3 =88.70cmSection modulus about minor
axis, Zyy =29.20cm3 =29.20cmRadius of gyration, rx =6.39cm
=6.39cmRadius of gyration, ry =2.60cm =2.60cmYield strength, Fy
=36.00ksi =235N/mm
Properties of section200X90X9X14considering effect of deck
plate
Area, A =82.46cmDepth of section, d =20.80cmPlate660Width of
flange, bf =9.00cmWidth of flange (including plate)
=66.00cmThickness of flange, tf =0.80cmThickness of web, tw
=0.90cmMoment of inertia about major axis, Ixx
=4956.47cm4StiffnerMoment of inertia about minor axis, Iyy
=19421.29cm4Section modulus about major axis, Zxx =322.90cmSection
modulus about major axis, Zxxpl =909.44cmSection modulus about
minor axis, Zyy =577.82cmSection modulus about minor axis, Zyypl
=577.82cmRadius of gyration, rx =7.75cm10001000Radius of gyration,
ry =15.35cm
Check for Slenderness :KL/r =54.17Limiting slenderness ratio
=200OK
Allowable Stresses in Bending :
Since web plate is stiffened and flange plate is under tension ,
for gravity loading, Allowable Stresses in Bending about Major
(X-X) axis :
Fbx = Fy/1.15(Refer DNV)Allowable bending stress, Fbx = Fy/1.15
=204.35N/mmAllowable Stresses in Bending about Minor (Y-Y) axis :
Fby = Fy/1.15(Refer DNV)Allowable bending stress, Fby = Fy/1.15
=204.35N/mm
Allowable Stresses in Shear :
Allowable shear stress, Fv = (Fy/sqrt3)/1.15 =117.98N/mm(Refer
DNV RP-C-201 Sec 7.6 Eq 7.45)
Case - I : Blanket Live Load of 5 kN/m2 + Max. Accln. (ULSa)Load
:Self wt. of Stiffener =0.233kN/mSelf wt. of plating =0.616kN/mLive
load =5.000kN/mTotal udl =5.849kN/mTotal udl including load factor
of 1.3 =7.60kN/mAcceleration coefficient in vertcal direction
=3.2*0.7/9.81 =0.228Acceleration coefficient in hor. direction
=2.7/9.81*0.7 =0.193Total vertical udl including acceleration, w
=9.34kN/mHorizontal acceleration is considered for self wt of
stiffeners & platesTotal horizontal udl including acceleration,
h ( with load factor 1.3 ) =0.21kN/mCheck for Bending Moment
:Bending Moment about Major axis :4200Maximum moment about major
axis, M = w*L^2/8 =20.59kN-m Computed bending stress, fb
=63.78N/mmComputed plate bending stress, fb =22.65N/mm
Bending Moment about Minor axis :Maximum moment about minor
axis, M' = h*L^2/8 =0.47kN/mComputed bending stress, fb'
=0.81N/mmComputed plate bending stress, fb' =0.81N/mm
Check for Shear Force :Check for vertical shear force:Maximum
shear force = w*L/2 =19.61kNComputed shear stress, fv
=10.48N/mm
Check for horizontal shear force:Maximum shear force = h*L/2
=0.45kNComputed shear stress, fv' =0.35N/mm
Check for Deflection :Maximum deflection = 5*w*L^4/(384*E*I)
=3.72mmAllowable deflection =L/250 =16.80mm(OK)
Von Misses Conclusion
Von Misses, j = ((x +by +bz)2 + 3(x +y+z)2 ) =67.09N/mm(OK)Von
Misses for plate, j = ((x +by +bz)2 + 3(x +y+z)2 ) =29.66N/mm(OK)
x, z are negligble, Hence they are not considered.
Case - II : Blanket Live Load of 5 kN/m2 + Max. Accln.
(ULSb)Load :Self wt. Of Stiffener =0.233kN/mSelf wt. Of plating
=0.616kN/mLive load =5.000kN/mTotal udl =5.849kN/mTotal udl
including load factor of 1.0 =5.849068kN/mAcceleration coefficient
in vertcal direction =3.2*1.3/9.81 =0.424Acceleration coefficient
in horizontal direction =2.7/9.81*1.3 =0.358Total vertical udl
including acceleration, w =8.33kN/mHorizontal acceleration is
considered for self wt of stiffeners & platesTotal horizontal
udl including acceleration, h ( with load factor 1.0
)=0.23kN/mCheck for Bending Moment :Bending Moment about Major axis
:Maximum moment about major axis, M = w*L^2/8
=18.37kN-m4200Computed bending stress, fb =56.88N/mmComputed plate
bending stress, fb =20.20N/mm
Bending Moment about Minor axis :Maximum moment about minor
axis, M' = h*L^2/8 =0.50kN-mComputed bending stress, fb'
=0.87N/mmComputed plate bending stress, fb' =0.87N/mm
Check for Shear Force :Check for vertical shear force:Maximum
shear force = w*L/2 =17.49kNComputed shear stress, fv =9.34N/mm
Check for horizontal shear force:Maximum shear force = h*L/2
=0.48kNComputed shear stress, fv' =0.38N/mm
Check for Deflection :Maximum deflection = 5*w*L^4/(384*E*I)
=3.32mmAllowable deflection =L/250 =16.80mm(OK)
Von Misses ConclusionVon Misses, j = ((x +by +bz)2 + 3(x +y+z)2
) =59.97N/mm(OK)Von Misses for plate, j = ((x +by +bz)2 + 3(x
+y+z)2 ) =26.56N/mm(OK) x, z are negligble, Hence they are not
considered.
Case - III : Patch Load of 25 kN over 0.09m area + Max. Accln.
(ULSa)Load :Self wt. Of Stiffener =0.233kN/mSelf wt. Of plating
=0.616kN/mPatch Load =25.0kNArea of Patch load =0.09mDim.of patch
load =300.0mm X300.0mmTotal udl =0.849kN/mTotal udl including load
factor of 1.3 =1.10kN/mTotal point load =25.0kNTotal point load
(including load factor 1.3 & dynamic factor 1.1)
=35.75kNAcceleration coefficient in vertcal direction =3.2*0.7/9.81
=0.228Acceleration coefficient in horizontal direction
=2.7/9.81*0.7 =0.193Total vertical udl including acceleration, w
=1.356kN/mTotal vertical patch load including acceleration, p
=43.91kNEquivalent UDL over length 300 mm due to p =146.38kN/mTotal
horizontal udl including acceleration, h ( with load factor 1.3 )
=0.213kN/mTotal horizontal patch load including acceleration, p'
=6.89kNEquivalent UDL over length 300 mm due to p' =22.96kN/mAC.L.
of beam & patch load150.0Check for Bending Moment :4200Bending
Moment about Major axis at A-A: pMax.moment about major axis, M
=(w*L^2/8)+M,p-point load=70.41kN-mComputed bending stress, fb
=218.07N/mmComputed plate bending stress, fb =77.43N/mm
Bending Moment about Minor axis :AMax.moment about minor axis,
M' = ((h*L^2/8) +M, p' point load))=11.04kN-m43.9143.91Computed
bending stress, fb' =19.11N/mm1.3251.21.675Computed plate bending
stress, fb' =19.11N/mm
Check for Shear Force :Check for vertical shear force:Maximum
shear force = (w*L+p)/2 =24.80kNComputed shear stress, fv
=13.25N/mmRa47.57Rb40.25Mc63.03Md67.42d, centre =11.71mmCheck for
horizontal shear force:Maximum shear force = (h*L+p')/2
=3.89kNComputed shear stress, fv' =3.09N/mm
6.896.89Check for Deflection :1.3251.21.675Max deflection =(
5*w*L^4/(384*E*I))+(p*L^3/(48*E*I)*K) =12.25mmAllowable deflection
= L/200 =21.00mm(OK)
Von Misses Conclusion
Von Misses, j = ((x +by +bz)2 + 3(x +y+z)2 ) =238.29N/mm(Not
OK)Ra7.46Rb6.31Von Misses for plate, j = ((x +by +bz)2 + 3(x +y+z)2
) =99.23N/mm(OK)Mc9.89Md10.58 x, z are negligble, Hence they are
not considered.d, centre =1.84mm
Case - IV : Patch Load of 25 kN over 0.09m area + Max. Accln.
(ULSb)Load :Self wt. Of Stiffener =0.233kN/mSelf wt. Of plating
=0.616kN/mPatch Load =25.0kNArea of Patch load =0.09mDim.of patch
load =300.0mm X300.0mmTotal udl =0.849kN/mTotal udl including load
factor of 1.0 =0.85kN/mTotal point load =25.0kNTotal point load
(including load factor 1.0 & dynamic factor 1.1)
=27.5kNAcceleration coefficient in vertcal direction =3.2*1.3/9.81
=0.424Acceleration coefficient in horizontal direction
=2.7/9.81*1.3 =0.358Total vertical udl including acceleration , w
=1.21kN/mTotal vertical patch load including acceleration, p
=39.16kNEquivalent UDL over length 300 mm due to p =130.54kN/mTotal
horizontal udl including acceleration, h ( with load factor 1.0 )
=0.30kN/mTotal horizontal patch load including acceleration, p'
=9.84kNEquivalent UDL over length 300 mm due to p' =32.80kN/mC.L.
of beam & patch load150.0Check for Bending Moment :4200Bending
Moment about Major axis at A-A:Max.moment about major axis, M
=(w*L^2/8)+M,p-point load=62.80kN-mComputed bending stress, fb
=194.47N/mmComputed plate bending stress, fb =69.05N/mm
Bending Moment about Minor axis :39.1639.16Max.moment about
minor axis, M' = ((h*L^2/8) +M, p' point
load))=15.78kN-m1.3251.21.675Computed bending stress, fb'
=27.31N/mmComputed plate bending stress, fb' =27.31N/mm
Check for Shear Force :Check for vertical shear force:Maximum
shear force = (w*L+p)/2 =22.12kNRa42.43Rb35.90Computed shear
stress, fv =11.82N/mmMc56.21Md60.13d, centre =10.44mm
Check for horizontal shear force:Maximum shear force =
(h*L+p')/2 =5.56kNComputed shear stress, fv'
=1.05N/mm9.849.841.3251.21.675Check for Deflection :Max deflection
=( 5*w*L^4/(384*E*I))+(p*L^3/(48*E*I)*K) =10.92mmAllowable
deflection = L/250 =16.80mm(OK)
Von Misses ConclusionRa10.66Rb9.02Von Misses, j = ((x +by +bz)2
+ 3(x +y+z)2 ) =222.72N/mm(Not OK)Mc14.12Md15.11Von Misses for
plate, j = ((x +by +bz)2 + 3(x +y+z)2 ) =98.50N/mm(OK)d, centre
=2.62mm x, z are negligble, hence they are not considered.
Minimum thickness check for deck plate (F200 of DNV-OS-C101)
1) Minimum Thickness
fyyield strength for steel plate =235.0N/mm2fyddesign yield
strength (Material Factor = 1.15)=204.3N/mm2t07mm for primary
structural elements=5.0mm5mm for secondary structural
elementstminimum thickness,=5.0mm2) Bending of Plating
kacorrection factor for aspect ratio of plate field for s/l
=0.238=1.0krcorrection factor for curvature perpendicular to the
stiffener=1.0sstiffener spacing=0.8mPddesign
pressure=645.0kN/m2fyyield strength for steel plate
=235.0N/mm2pd1design bending stress=204.3N/mm2kppfixation parameter
for plate=0.51.0 for clamped edges, 0.5 for simply supported
edgestminimum thickness for bending stress,=3.8mm
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BRIT-SECRECNONameStaadNameAXDBfTfTwIzIyZxZy1UB127X76X13UB127X76X1316.5127767.644735684232UB152X89X16UB152X89X1620.3152.488.77.74.583490123313UB178X102X19UB178X102X1924.3177.8101.27.94.81356137171424UB254X102X22UB254X102X2228254101.66.85.72841119259375UB203X102X23UB203X102X2329.4203.2101.89.35.42105164234506UB305X102X25UB305X102X2531.6305.1101.675.84455123342397UB203X133X25UB203X133X2532203.2133.27.85.72340308258718UB254X102X25UB254X102X2532257.2101.98.463415149306469UB305X102X28UB305X102X2835.9308.7101.88.8653661554034910UB254X102X28UB254X102X2836.1260.4102.2106.340051793535511UB203X133X30UB203X133X3038.2206.8133.99.66.428963853148812UB254X146X31UB254X146X3139.7251.4146.18.6644134483939413UB305X102X33UB305X102X3341.8312.7102.410.86.665011944816014UB356X127X33UB356X127X3342.1349125.48.5682492805437015UB254X146X37UB254X146X3747.2256146.410.96.3553757148311916UB305X127X37UB305X127X3747.2304.4123.410.77.171713365398517UB406X140X39UB406X140X3949.7398141.88.66.4125104107249118UB356X127X39UB356X127X3949.8353.412610.76.6101703586598919UB305X165X40UB305X165X4051.3303.416510.26850376462314220UB305X127X42UB305X127X4253.4307.2124.312.1881963896149821UB254X146X43UB254X146X4354.8259.6147.312.77.2654467756614122UB356X171X45UB356X171X4557.3351.4171.19.771207081177514723UB406X140X46UB406X140X4658.6403.2142.211.26.81569053888811824UB305X165X46UB305X165X4658.7306.6165.711.86.7989989672016625UB305X127X48UB305X127X4861.2311125.3149957546171111626UB356X171X51UB356X171X5164.9355171.511.57.41414096889617427UB457X152X52UB457X152X5266.6449.8152.410.97.621370645109613328UB305X165X54UB305X165X5468.8310.4166.913.77.911700106384619629UB406X178X54UB406X178X5469402.6177.710.97.7187201021105517830UB356X171X57UB356X171X5772.6358172.2138.1160401108101019931UB457X152X60UB457X152X6076.2454.6152.913.38.125500795128716332UB406X178X60UB406X178X6076.5406.4177.912.87.9216001203119920933UB356X171X67UB356X171X6785.5363.4173.215.79.1194601362121124334UB406X178X67UB406X178X6785.5409.4178.814.38.8243301365134623735UB457X191X67UB457X191X6785.5453.4189.912.78.5293801452147123736UB457X152X67UB457X152X6785.6458153.815928930913145318737UB406X178X74UB406X178X7494.5412.8179.5169.5273101545150126738UB457X152X74UB457X152X7494.5462154.4179.6326701047162721339UB457X191X74UB457X191X7494.6457190.414.59333201671165327240UB457X191X82UB457X191X82104460191.3169.9370501871183130441UB457X152X82UB457X152X82105465.8155.318.910.5365901185181124042UB533X210X82UB533X210X82105528.3208.813.29.6475402007205930043UB457X191X89UB457X191X89114463.4191.917.710.5410202089201433844UB533X210X92UB533X210X92117533.1209.315.610.1552302389236035645UB457X191X98UB457X191X98125467.2192.819.611.4457302347223237946UB533X210X101UB533X210X101129536.721017.410.8615202692261239947UB610X229X101UB610X229X101129602.6227.614.810.5757802915288140048UB533X210X109UB533X210X109139539.5210.818.811.6668202943282843649UB610X229X113UB610X229X113144607.6228.217.311.1873203434328146950UB533X210X122UB533X210X122155544.5211.921.312.7760403388319650051UB610X229X125UB610X229X125159612.222919.611.9986103932367653552UB686X254X125UB686X254X125159677.925316.211.71180004383399454253UB762X267X134UB762X267X134171750264.415.5121507004788464457054UB610X229X140UB610X229X140178617.2230.222.113.11118004505414261155UB686X254X140UB686X254X140178683.5253.71912.41363005183455863856UB762X267X147UB762X267X147187754265.217.512.81685005455515664757UB610X305X149UB610X305X149190612.4304.819.711.81259009308459493758UB686X254X152UB686X254X152194687.5254.52113.21504005784500071059UB686X254X170UB686X254X170217692.9255.823.714.51703006630563181160UB762X267X173UB762X267X173220762.2266.721.614.32053006850619880761UB838X292X176UB838X292X176224834.9291.718.8142460007799680884262UB610X305X179UB610X305X179228620.2307.123.614.1153000114105547114463UB838X292X194UB838X292X194247840.7292.421.714.72792009066764097464UB762X267X197UB762X267X197251769.826825.415.62400008175716795965UB914X305X201UB914X305X201256903303.320.215.13253009423835198266UB1016X305X222UB1016X305X222283970.330021.11640800095469807102067UBM16X305X222UBM16X305X222283970.330021.11640800095469807102068UB914X305X224UB914X305X224286910.4304.123.915.9376400112409535116369UB838X292X226UB838X292X226289850.9293.826.816.1339700113609155121270UB610X305X238UB610X305X238303635.8311.431.418.4209500158407486157471UB1016X305X249UB1016X305X249317980.23002616.54813001175011350124572UBM16X305X249UBM16X305X249317980.23002616.54813001175011350124573UB914X305X253UB914X305X253323918.4305.527.917.34363001330010940137174UB1016X305X272UB1016X305X272347990.13003116.55540001400012830147075UBM16X305X272UBM16X305X272347990.13003116.55540001400012830147076UB914X305X289UB914X305X289368926.6307.73219.55042001560012570160177UB1016X305X314UB1016X305X314400100030035.919.16442001623014850171378UBM16X305X314UBM16X305X314400100030035.919.16442001623014850171379UB914X419X343UB914X419X343437911.8418.53219.46258003916015480289080UB1016X305X349UB1016X305X3494451008.13024021.17231001846016590194181UBM16X305X349UBM16X305X3494451008.13024021.17231001846016590194182UB914X419X388UB914X419X388494921420.536.621.47196004544017670334183UB1016X305X393UB1016X305X393500101630343.924.48077002050018540216884UBM16X305X393UBM16X305X393500101630343.924.48077002050018540216885UB1016X305X437UB1016X305X4375571025.9305.44926.99099002345020760246986UBM16X305X437UBM16X305X4375571025.9305.44926.99099002345020760246987UB1016X305X487UB1016X305X4876201036.1308.554.13010214002672023200280088UBM16X305X487UBM16X305X4876201036.1308.554.130102140026720232002800
EURO ANGLSectionMassDistanceDistanceSecond
MomentRadiusElasticAreaSectionDimensionsperof centreof centreof
Areaof GyrationModulusofDesignationmetreof gravityof
gravityAxisAxisAxisAxisAxisAxisAxisSectiona x b x
tabtMCxCyIxIyIxyrxryZxZyAmmmmmmmmkg/mcmcmcm4cm4cm4cmcmcm3cm3cm2200x150x182001501847.16.333.8523761146-9636.294.3717410360200x150x152001501539.66.213.732022979-8246.334.414786.950.5200x150x1220015012326.083.611652803-6756.364.4411970.540.8200x100x152001001533.77.162.221758299-4066.42.6413738.443200x100x122001001227.37.032.11440247-3366.432.6711131.334.8200x100x1020010010236.932.011219210-2856.462.6893.226.329.2150x100x121501001222.54.92.42651233-2254.762.8564.430.728.7150x100x1015010010194.812.34553198-1924.782.8754.225.924.2150x90x15150901526.65.212.23761205-2254.742.4677.730.433.9150x90x12150901221.65.082.12627171-1884.772.4963.324.827.5150x90x10150901018.252.04533146-1604.82.5153.32123.2150x75x15150751524.85.531.81713120-1614.751.9475.32131.6150x75x12150751220.25.411.6958999.9-1364.791.9761.417.225.7150x75x101507510175.321.6150185.8-1174.811.9951.814.621.6150x75x915075915.45.261.5745577.9-1064.821.9946.713.119.6135x65x101356510154.881.4235654.7-77.64.311.6941.310.819.1135x65x813565812.24.781.3429145.2-64.14.341.7133.48.7515.5125x75x12125751217.84.311.8435495.5-1053.952.0543.216.922.7125x75x101257510154.231.7630282.1-90.13.972.0736.514.319.1125x75x812575812.24.141.6824767.6-74.242.0929.611.615.5120x80x12120801217.842.03323114-1113.772.2440.419.122.7120x80x101208010153.921.9527698.1-953.82.2634.116.219.1120x80x812080812.23.831.8722680.8-78.23.822.2827.613.215.5100x75x12100751215.43.272.0318990.2-75.33.12.142816.519.7100x75x101007510133.191.9516277.6-65.13.122.1623.81416.6100x75x810075810.63.11.8713364.1-53.83.142.1819.311.413.5100x65x10100651012.33.361.6315451-50.83.141.8123.210.515.6100x65x81006589.943.271.5512742.2-42.23.161.8318.98.5412.7100x65x71006578.773.231.5111337.6-37.53.171.8316.67.5311.2100x50x81005088.973.61.1311619.7-26.73.191.3118.25.0811.4100x50x61005066.843.511.0589.915.4-20.93.211.3313.83.898.7180x60x8806088.342.551.5666.331.8-26.72.51.7312.27.1610.680x60x7806077.362.511.525928.4-23.82.511.7410.76.349.3880x60x6806066.372.471.4851.424.8-20.82.521.759.295.498.1180x40x8804087.072.940.96357.69.61-132.531.0311.43.169.0180x40x6804065.412.850.88444.97.59-10.32.551.058.732.446.8975x50x8755087.392.521.295218.4-17.72.351.410.44.959.4175x50x6755065.652.441.2140.514.4-142.371.428.013.817.1970x50x6705065.412.231.2533.414.2-12.62.21.437.013.786.8965x50x8655086.752.111.3734.817.7-14.42.011.447.934.898.665x50x6655065.162.041.2927.214-11.42.031.466.13.776.5865x50x5655054.351.991.2523.211.9-9.722.051.475.143.195.5460x40x6604064.4621.0120.17.12-6.881.881.125.032.385.6860x40x5604053.761.960.97217.26.11-5.911.891.134.252.024.7960x30x6603063.992.20.72118.23.02-4.081.890.7714.781.325.0860x30x5603053.372.150.68115.62.6-3.541.90.7794.041.124.2950x30x5503052.961.730.7419.362.51-2.751.570.8162.861.113.7845x30x4453042.251.480.7395.752.04-1.981.420.8451.90.9032.8640x25x4402541.931.360.6233.891.16-1.211.260.6881.470.6192.46
EURORECNONameStaadNameAXDBfTfTwIzIyZzZy1IPE80IPE807.680465.23.88092362IPE100IPE10010.3100555.74.1171163993IPEA120IPEA12011117.6645.13.82572250114IPE120IPE12013.2120646.34.43182861145IPEA140IPEA14013.4137.4735.63.84353672166IPEA160IPEA16016.2157825.946895499217IPE140IPE14016.4140736.94.75414588198IPER140IPER14018.4142727.85.36114999219IPEA180IPEA18019.6177916.54.31063821352810IPE160IPE16020.1160827.45869681242611IPER160IPER16022.6162818.55.6989761402912IPEA200IPEA20023.519710074.515911171823713IPE180IPE18023.91809185.313171011663514IPEO180IPEO18027.1182929615051171894015IPER180IPER18028.1183899.56.415541121954016IPEA220IPEA22028.32171107.7523171712404917IPE200IPE20028.52001008.55.619431422214518IPEO200IPEO200322021029.56.222111692495219IPEA240IPEA24033.32371208.35.232902403126220IPE220IPE22033.42201109.25.927722052855821IPER200IPER20033.92049810.56.623631662655322IPEO220IPEO22037.422211210.26.631342403216723IPE240IPE24039.12401209.86.238922843677424IPEA270IPEA27039.12671358.75.549173584128225IPER220IPER22040.222510811.86.734742493527226IPEO240IPEO24043.724212210.8743693294108427IPE270IPE27045.927013510.26.657904204849728IPEA300IPEA30046.52971509.26.1717351954210729IPER240IPER24047.524511812.37.548233394499030IPE300IPE30053.830015010.77.1835660462812531IPEO270IPEO27053.827413612.27.5694751357511832IPEA330IPEA33054.7327160106.51023068570213333IPER270IPER2705627613313.17.7731251660212134IPE330IPE33062.633016011.57.51177078880415435IPEO300IPEO30062.830415212.78999474674415336IPEA360IPEA36064357.617011.56.61452094490717237IPER300IPER30065.930614713.78.51050072878015538IPEO330IPEO33072.633416213.58.51391096094318539IPE360IPE36072.736017012.78162701043101919140IPEA400IPEA40073.1397180127202901171114420241IPER330IPER33076.833615814.59.21469095899519042IPEO360IPEO36084.136417214.79.2190501251118622743IPE400IPE40084.540018013.58.6231301318130722944IPEA450IPEA45085.544719013.17.6297601502149424645IPER360IPER36089.6366168169.9202901270126223646IPEO400IPEO40096.440418215.59.7267501564150226947IPE450IPE45098.845019014.69.4337401676170227648IPEA500IPEA50010149720014.58.4429301939194630249IPER400IPER4001044071781710.6288601606161828450IPEV400IPEV40010740818217.510.6301401766168130451IPE500IPE5001165002001610.2482002142219433652IPEA550IPEA55011754721015.79599802432247536253IPEO450IPEO45011845619217.611409202085204634154IPER450IPER45012145818818.611.3424002070211534655IPEV450IPEV45013246019419.612.4462002397230138956IPE550IPE55013455021017.211.1671202668278740157IPEO500IPEO5001375062021912577802622261340958IPEA600IPEA60013759722017.59.8829203116314144259IPER500IPER5001425081982012.6599302600270941560IPE600IPE6001566002201912920803387351248661IPEO550IPEO55015655621220.212.7791603224326348162IPEV500IPEV5001645142042314.2707203271316850763IPER550IPER55017056021022.214866003447356252164IPE750X137IPE750X1371757532631711.51599005166486561465IPER600IPER60018460821823141103003993417558066IPE750X147IPE750X1471877532651713.21661005289511063167IPEO600IPEO60019761022424151183004521447164068IPEV550IPEV55020256621625.217.11023004265420563269IPE750X161IPE750X16120475826619.313.81861006073566672070IPE750X173IPE750X17322176226721.614.42058006873621881071IPEV600IPEV60023461822828181416005570532478072IPE750X185IPE750X18523676626723.614.92230007510669188473IPE750X196IPE750X19625177026825.415.62403008175717495974IPE750X210IPE750X210268775268281626220090117762105475IPE750X222IPE750X22228377826929.517278200960482251122
BUILT-UPEffective Flange width CalculationY' Y66.00Reference:
DNV-OS-C201, Chapter 2, Section 5, Para
3.40.80X'X'0.90XX20.00Cx'=15.35Cx=6.369.00
Cy=2.15Effective flangebe =Ce x bmCy'=1.06WhereCe=parameter
given in Fig.1 for various numbers of evenly spaced point loads
(Np) on the girder spanROLLED SECTION = 200X90X9X14b=full breadth
of plate flange in m, e.g. span of the supported stiffeners, or
distance between girdersDistance of Center of Gravity,Cx =
6.36cml0=distance between points of zero bending moments in
mDistance of Center of Gravity,Cy = 2.15cmor =Sg for simply
supported girdersArea, A =29.66cmor = 0.6 Sg for girders fixed at
both endsDepth of section, d =20.00cmSg=girder span as if simply
supportedWidth of flange, bf =9.00cmThickness of flange, tf
=1.40cmb=1.00mCe=0.66Thickness of web, tw =0.90cml0/b=4.2Moment of
inertia about major axis, Ixx =1210.00cm4be = 0.66mMoment of
inertia about minor axis, Iyy =200.00cm4say0.66mSection modulus
about major axis, Zxx =88.70cm66cmSection modulus about minor axis,
Zyy =29.20cmRadius of gyration, rx =6.39cmRadius of gyration, ry
=2.60cmCONSIDERING THE DECK PLATE:Distance of Center of Gravity,Cx'
= 15.35cmDistance of Center of Gravity,Cy' = 1.06cmArea, A
=82.46cmDepth of section, d =20.80cmWidth of flange, bf
=66.00cmThickness of flange, tf =0.80cmThickness of web, tw
=0.90cmMoment of inertia about major axis, Ixx =4956.47cm4Moment of
inertia about minor axis, Iyy =19421.29cm4Section modulus about
major axis, Zxx =322.90cmSection modulus about major axis, Zxxpl
=909.44cmSection modulus about minor axis, Zyy =577.82cmSection
modulus about minor axis, Zyypl =577.82cmRadius of gyration, rx
=7.75cmRadius of gyration, ry =15.35cm
YY'
JISSectionMassDistanceDistanceSecond
MomentRadiusElasticAreaSectionDimensionsperof centreof centreof
Areaof GyrationModulusofDesignationmetreof gravityof
gravityAxisAxisAxisAxisAxisAxisAxisSectiona x b x
tabtwtfMCxCyIxIyIxyrxryZxZyAmmmmmmmmmmkg/mcmcmcm4cm4cm4cmcmcm3cm3cm2150X90X9150909916.44.951.994851334.812.5248.21920.94150X90X1215090121221.55.072.016191674.762.4762.324.327.36200X90X9X142009091423.36.362.1512102006.392.688.729.229.66250X90X10X1525090101529.48.611.9224402238.082.4414931.537.47250x90x12x1625090121633.78.991.8927902388.072.3517433.542.95700x300x13x24700300132418535152010001080029.36.785766722235.575X75X97575999.962.172.1764.464.42.252.2512.112.112.6990X90X79090779.592.462.4693932.762.7614.214.212.22100X100X10100100101014.92.822.821751753.043.0424.424.419100X75X10100751010133.171.9415976.13.112.15171011.87130x130x91301309917.93.533.533663664438.738.722.74130x130x10130130101019.753.573.574034034442.842.825.16
150x90x10150901018.252.04533146-1604.82.5153.32123.2
