Sheet1DESIGN CALCULATIONSREFERENCES /REMARKSWalkway - Main
BeamGrade of Structural steel=43ADesign strength of steel,
py=275.0N/mm2Tb.6, BS:5950, part-1Length of Beam=4.000mSpacing of
beams, s=1.00mBending Moment co-efficient for Vertical bending=8(8
for Simply Supported)UDL Deflection co-efficient=5(5 for Simply
Supported)Deflection Factor(span / deflection ratio)=300Table:5,BS
5950,p-1LoadsUDLGrating0.217kN/m^2Dead loads on floor,
ws=1.00kN/m2Sec.4.1 & 4.2 ofhand
rail(0.38*6+0.26*2)/11.267/0.60.4141889293kN/m^2Imposed loads on
floor, wi=10.00kN/m2this document.Construction loads (temporary),
wc=0kN/m2Cl.2.2.3,BS 5950,p-4Deck profile self wt per metre,
wp=0kN/m2Beam self wt per metre, wb=1.01kN/mPOINT LOADSPi (i =
1,2,3,4)aMoment value hereUnfactored1x2ReactionsR1 = 20.00 kN
(Live)R2 = 20.00 kN (Live)4.03 kN (Dead)4.03 kN
(Dead)alpha0.000.000.000.000.000.000.00P1P2P3P4P5P6P7x ratio at
l/20.50.50.50.50.50.50.5Dead Load
(kN)0.0000.0000.0000.0000.0000.0000.000Mid Span
Deflection1234567Live Load
(kN)0.0000.0000.0000.0000.0000.0000.000When l/2 >
a0.000.000.000.000.000.000.00Due to total loadDistance a from
support 1 (m)0.0000.0000.0000.0000.0000.0000.000When l/2 <
a0.000.000.000.000.000.000.00Ult. Moment beneath load due to
P1(kNm)0.000.000.000.000.000.000.00When l/2 >
a0.000.000.000.000.000.000.00due to dead loadUlt. Moment beneath
load due to P2(kNm)0.000.000.000.000.000.000.00When l/2 <
a0.000.000.000.000.000.000.00Ult. Moment beneath load due to P3
(kNm)0.000.000.000.000.000.000.00Ult. Moment beneath load due to P4
(kNm)0.000.000.000.000.000.000.00Mid Span Ult. Moment1234567Ult.
Moment beneath load due to P5 (kNm)0.000.000.000.000.000.000.00When
l/2 > a0.000.000.000.000.000.000.00Ult. Moment beneath load due
to P6 (kNm)0.000.000.000.000.000.000.00When l/2 <
a0.000.000.000.000.000.000.00Ult. Moment beneath load due to P7
(kNm)0.000.000.000.000.000.000.00Ult. Moment at Mid-Span due to
load (kNm)0.000.000.000.000.000.000.00Deflection at Mid-Span due to
Total Point Load(mm)0.000.000.000.000.000.000.00Deflection at
Mid-Span due to Dead Point Load
(mm)0.000.000.000.000.000.000.00Deflection at Mid-Span due to Live
Point Load (mm)0.000.000.000.000.000.000.00Shear Due to Point
(Dead) Loadx < a (on the left of point load)Unfactored Shear
(kN)0.000.000.000.000.000.000.00x > a (on the right of point
load)Unfactored Shear (kN)0.000.000.000.000.000.000.00x < a (on
the left of point load)Ult. Shear (kN)0.000.000.000.000.000.000.00x
> a (on the right of point load)Ult. Shear
(kN)0.000.000.000.000.000.000.00Shear Due to Point (Live) Loadx
< a (on the left of point load)Unfactored Shear
(kN)0.000.000.000.000.000.000.00x > a (on the right of point
load)Unfactored Shear (kN)0.000.000.000.000.000.000.00x < a (on
the left of point load)Ult. Shear (kN)0.000.000.000.000.000.000.00x
> a (on the right of point load)Ult. Shear
(kN)0.000.000.000.000.000.000.00DESIGNAssume the section as=UB 533
x 210 x 10150a) Sectional propertiesDepth of the section,
D=536.7mmWidth of the section, B=210.1mmThickness of web,
t=10.9mmThickness of flange, T=17.4mmEffective depth of web,
d=476.5mmSecond moment of inertia, Ixx=617000000mm4Second moment of
inertia, Iyy=26900000mm4rmin=45.60mmSection modulus,
Zxx=2300000mm3Section modulus, Zyy=257000mm3Plastic modulus,
Sxx=2620000mm3Plastic modulus, Syy=400000mm3Buckling parameter,
u=0.874Torsional index, x=33.1Torsional constant,
J=1020000mm4Sectional Area, A=12900mm2Out stand width of panel,
b=105.1mmConstant, e, = sqrt(275/py)=1Outstand element of
compression flange, b/T=6.04PlasticCl.3.5.2 and Table:7Web
slenderness, d/t=43.72Plasticof BS 5950:part1b) DesignLoading
factor gd, for dead load=1.4Table:2,BS 5950, p-1Loading factor gl,
for live load=1.6Dead load per meter, wd = ws*s + wb (from UDL
only)=2.014kN/mLive load per meter, wl = wi*s (from UDL
only)=10.000kN/mTotal working load, (wd+wl) (from UDL
only)=12.014kN/mUltimate load, (gd*wd + gl* wl) (from UDL
only)=18.820kN/mMoment fr. UDL plus Moment fr. Point LoadsPoint
Load PositionPosition1234567MidUltimate Moment Due To UDL only
(kNm)0.000.000.000.000.000.000.0037.64Total Ult. Moment (UDL+all
Point Load)0.000.000.000.000.000.000.0037.64MomentUltimate major
axis moment, Mux=37.64kN.mShearUltimate shear force, Fv=37.64kNb.1)
Shear capacityShear area parallel to the web,
Avx=t*D=5850.03mm2Cl.4.2.3,BS 5950,p-1Shear Capacity,
Pvx=0.6*py*Avx=965.25495kNSatisfactory>37.64kNWeb slenderness,
d/t=43.72Cl.4.2.3,BS 5950,p-137.64kN = FvCl.4.2.5,BS
5950,p-1b.2.b)Since the section is -Plastic:Mcx' =py*SxxCl.4.2.5,BS
5950,p-1=720.50kN.mb.2.c)However Mcx' shall be limited to'
fox*py*Zxx 'Cl.4.2.5,BS 5950,p-1fox=Elastic limitation
factorsCl.4.2.5,BS 5950,p-1=1.2 (if shape factor is less than
orequal to 1.2)=factored load/unfactored load (if shapefactor is
more than 1.2)Shape factor = Sxx / Zxx=1.139
