Property Calculation for trus bridge
Bas_data1.0IntroductionThis design note consists of 40m through
trussed bridge.The analysis of the structure has been done by a
complete mathematical modelling using STAAD-Pro analysis software,
while the design is done manually in line with the procedure &
parameters laid down in the following
standards:1.IRC:6-20002.IRC:21-20003.IRC:22-19864.IRC:24-20015.IS:11384-19856.BS:5400-Part5:1979Design
of truss superstructurespan (centre to centre of bearings):
55.0m2.0Basic Design Data:Statical scheme:Main Girders:Simply
supported N type trusses (2 sets)with concrete deck at the top
actingcompositely with the main longitudinalsCross Bracings:at
locations of the joint of verticals & the top& bottom
chordTop chord bracings:No bracing as the composite deck will
servethe purposeBottom chord bracing :At every panel, as crossed
braces.Span of Main girders:40m(c/c of bearing)Carriageway
width:4.25mCrash barrier width:0.45mCentral median:0m(including
crash barrier)Gap between crash barrier:0mand structureExtra
widening for curvature:0m on each sideTotal clear width of
structure:5.15m(span of cross girders)Wearing coarse thickness:75mm
to be provided100mm for design purposeCross fall on roadway:2.5% in
both directionsMinimum depth of slab:200mmLive load:24 RDensity of
concrete:2.5t/m3Density of wearing coarse:2.3t/m3Density of
steel:7.85t/m3Grade of Concrete:"1" 00Grade of Steel:Fe 540Yeild
Stress of Steel:390MPaModulus of Elasticity of
Steel:2.11E+05MPaModulus of Elasticity of Conc.:27500.00MPa(as per
IRC:21-2000 cl.303.1)Coefficient of thermal
expansionSteel:0.000012/CConcrete:0.000012/C(as per IRC:22)For
class 25t tracked vehicle, impact factor(as per IRC:6-2000 cl.211.2
& figure 5)1.154
SECTIONAL PROPERTYDesign of Through Steel BridgeE+ffective Span
40.0mCalculation of Member propertiesSteel Members:Bottom
chord.(ND-1)250Cross sectional area (A) (m2):0.01010.010--C.g.
distance from top (m):0.13750.138--27510255C.g. distance from left
(m):0.1250.125--10Ix-x (I about x-axis)
(m4):0.00011545850.00012--Iy-y (I about y-axis)
(m4):0.0000995240.00010--Ix-y (torsional constant)
(m4):0.00016019640.00016--230Bottom chord.(ND-2)250Cross sectional
area (A) (m2):0.01010.010--C.g. distance from top
(m):0.13750.138--27510255C.g. distance from left
(m):0.1250.125--10Ix-x (I about x-axis)
(m4):0.00011545850.00012--Iy-y (I about y-axis)
(m4):0.0000995240.00010--Ix-y (torsional constant)
(m4):0.00016019640.00016--230Bottom chord.(ND-3)250Cross sectional
area (A) (m2):0.01010.010--180C.g. distance from top
(m):0.13750.138--27510255C.g. distance from left
(m):0.1250.125--10Ix-x (I about x-axis)
(m4):0.00011545850.00012--Iy-y (I about y-axis)
(m4):0.0000995240.00010--Ix-y (torsional constant)
(m4):0.00016019640.00016--230Top chord.ND-1250Cross sectional area
(A) (m2):0.01010.010--C.g. distance from top
(m):0.13750.138--27510255C.g. distance from left
(m):0.1250.125--10Ix-x (I about x-axis)
(m4):0.00011545850.00012--Iy-y (I about y-axis)
(m4):0.0000995240.00010--FXIx-y (torsional constant)
(m4):0.00016019640.00016--230Top chord.ND-2250Cross sectional area
(A) (m2):0.01010.010--C.g. distance from top
(m):0.13750.138--27510255C.g. distance from left
(m):0.1250.125--10Ix-x (I about x-axis)
(m4):0.00011545850.00012--Iy-y (I about y-axis)
(m4):0.0000995240.00010--Ix-y (torsional constant)
(m4):0.00016019640.00016--230Top chord.ND-3250Cross sectional area
(A) (m2):0.01010.010--C.g. distance from top
(m):0.13750.138--27510255C.g. distance from left
(m):0.1250.125--10Ix-x (I about x-axis)
(m4):0.00011545850.00012--Iy-y (I about y-axis)
(m4):0.0000995240.00010--Ix-y (torsional constant)
(m4):0.00016019640.00016--230Vertical Member.1008Cross Sectional
Area (m2)0.0035C.g. distance from bottom (m)0.1250C.g. distance
from left (m)0.05008234IX-X (m4)0.00003198IY-Y
(m4)0.00000134Torsional Constant (m4)0.00000007Zt (m3)0.0003Zb
(m3)0.00038ZLeft (m3)0.0000100ZRight (m3)0.0000Diagonal
Member.250Cross sectional area (A) (m2):0.00770.008--C.g. distance
from top (m):0.1250.125--2508234C.g. distance from left
(m):0.1250.125--8Ix-x (I about x-axis) (m4):0.000075670.00008--Iy-y
(I about y-axis) (m4):0.000075670.00008--Ix-y (torsional constant)
(m4):0.00011337990.00011--234Bottom Transverse chord.(ISMB
500)15017.4Cross Sectional Area (m2)0.0096C.g. distance from bottom
(m)0.2500C.g. distance from left (m)0.07509.4465.2IX-X
(m4)0.0003829IY-Y (m4)0.0000098Torsional Constant (m4)0.00000058Zt
(m3)0.0015Zb (m3)0.001517.4ZLeft (m3)0.0001150ZRight (m3)0.0001Top
Transverse chord.(ISMB 350)14014.2Cross Sectional Area
(m2)0.0066C.g. distance from bottom (m)0.1750C.g. distance from
left (m)0.07008.1321.6IX-X (m4)0.0001346IY-Y (m4)0.0000065Torsional
Constant (m4)0.00000029Zt (m3)0.0008Zb (m3)0.000814.2ZLeft
(m3)0.0001140ZRight (m3)0.0001Top & Bottom Bracing Member.Cross
sectional area (A) (m2):0.00011360.00011(2-22f hole on each
leg)0.00000C.g. distance from top (m):0.037800.038Ix-x (I about
x-axis) (m4):0.000000260.000000258Iy-y (I about y-axis)
(m4):0.000002560.000022Ix-y (tortional constant)
(m4):0.000100.00010.000002-ISA50x50x6zt (m3):0.000010.0000Face to
facezb (m3):0.000000.0000with20 mmgap in betweenTop Main Transverse
Member.325Cross sectional area (A) (m2):0.01260.013--C.g. distance
from top (m):0.16250.163--32510305C.g. distance from left
(m):0.16250.163--010Ix-x (I about x-axis)
(m4):0.00020858250.00021--Iy-y (I about y-axis)
(m4):0.00020858250.00021--Ix-y (torsional constant)
(m4):0.00031255880.00031--305Top Main Transverse Member.1508Cross
Sectional Area (m2)0.0043C.g. distance from bottom (m)0.1250C.g.
distance from left (m)0.07508234IX-X (m4)0.0000437IY-Y
(m4)0.0000045Torsional Constant (m4)0.00000008Zt (m3)0.0003Zb
(m3)0.00038ZLeft (m3)0.0001150ZRight (m3)0.0001Top And Bottom Main
Chord.30025Cross Sectional Area (m2)0.0213C.g. distance from bottom
(m)0.150016027.5C.g. distance from left (m)0.150055085025250IX-X
(m4)0.0003169816IY-Y (m4)0.00011281000Torsional Constant
(m4)0.0000039519243.5Zt (m3)0.0021Zb (m3)0.002125ZLeft
(m3)0.0008300ZRight (m3)0.0008
yyxxyyxxyyxxYYXXyyxxyyxx
design of trans memberDesign Of Bottom Transverse
Member0.925m10.87dead load6.412kn6.412kn4.313SIDL6mDEAD LOAD
ANALYSIS1Load calculation.I)Due to deck
slab==0.23182*2.5*1.875*1010.8665625kn/mii)Due to kerb &
railing ==2.461*1.875+0.454*1.8755.465625kniii)Due to future
overlay==0.1*1.875*2.3*104.3125kn/miv)Using ISMB550 as
member=1.037kn/m2Moment calculationI)Moment due to dead
load==10.866563*6*6/848.89953125knmii)Moment due to Railing &
Kerb==5.465*(6/2-0.925)11.341171875knmiii)Moment due to overlay
butemen==4.3125*6*6/819.40625knmiv)Moment due to
ISMB550=1.037*6*6/84.6665knmLIVE LOAD
ANALYSIS64.04kn64.04kn5201560AB6mReaction at
A=Ra==64.04(2.98+5.06)/685.8136KNMMoment at mid
span=263.7858832knmLoad combination1Dead load + Deck
Load=53.56603125knm2SIDL+LL=294.533305075knmOnly steel memberZ
required=357106.875mm3357.106875cm3Using ISMB 550Zxx=2359.8cm3Check
for only steel memberCalculated bending compression
stress=22.70MpaHence okCalculated bending tension
stress=22.70MpaHence okCheck for composite sectionStress at
level15.4889316961MpaHence okStress at level4-96.3345569941MpaHence
ok
Sec-prop3.0Calculation of section propertiesModular
ratio(m):10Creep Factor(Kc):0.5Moduar ratio for permanent
loadings(mp):20Moduar ratio for transient loadings(mt):10Sectional
Properties of Top Chord:2575Member Profile:200Basic Property of
ISMC 225:0(refer IS:808-1989)1800Sectional Area (A):25.9cm2IXX
:2694.6cm4IYY :187.2cm40CYY :2.3cmThickness of Flange (Av.), tf
=12.4mm2-ISMC225Thickness of Web, tw =6.4mmBack to backFor Steel
Only Case:Area of Top Chord:(25.9*2*100-2*12.4*22-2*2*6.4*22)/10^6
=0.0041m2(Assuming 2-22f hole on the web & 1-22f hole on top
flanges of the channels)C.g. Distance from top:0.1mIx-x (I about
x-axis) (m4):2*(2694.6*1e+04)/1e+012 =0.000054m4Iy-y (I about
y-axis) (m4):2*(187.2*10000+25.9*100*(2.3*10+80)^2)/1e+012
=0.000059m4For Composite (short term loading) Case:m = mtArea of
Top Chord:0.0041+(2575/10*200)/10^6 =0.0556m2C.g. Distance from
top:(0.0041*(0.2+0.1)+(2575*200/10*200/2)/1e+09)/0.0555712
=0.115mIx-x (I about x-axis)
(m4):0.000054+0.0040712*(0.2+0.1-0.115)^2+
(2575*200^3/12+(2575*200*(200/2-0.115*1000)^2))/10/1e+012
=0.000376m4Iy-y (I about y-axis)
(m4):0.000059+((200*2575^3/12)/10)/1e+012 =0.028515m4For Composite
(long term loading) Case:m = mpArea of Top
Chord:0.00407+(2575*200+(6+0)/2*1)/(20*10^6) =0.0298m2C.g. Distance
from top:(0.0041*(0.2+0.1)+(200*2575*100)/20/1e+09)/0.0298
=0.127mIx-x (I about x-axis)
(m4):0.00005+0.0041*(0.2+0.1-0.12744)^2+((2575*200^3/12+2575*200*(127.44-200/2)^2)/20)/1e+012
=0.000282m4Iy-y (I about y-axis)
(m4):0.000059+((200*2575^3/12)/20)/1e+012 =0.014287m4The other
properties are calculated in line to above calculation & are
tabulated as below:MemberProfileItemValueSteel onlymt *mp #Top
Chord2575Cross cestional area (A)
(m2):0.004070.055570.02982200(2-22f hole on web, 1-22f hole on
flange)C.g. distance from top (m):0.1000.1150.1271Ix-x (I about
x-axis) (m4):0.0000540.0003760.00028000Iy-y (I about y-axis)
(m4):0.0000590.0285150.014287Ix-y (tortional constant)
(m4):0.00010.00010.00016550zt (m3):0.00050.00330.0022zb
(m3):0.00020.00080.00102-ISMC225Back to backwith160 mmgap in
betweenBottom ChordCross sectional area (A) (m2):0.00407(2-22f hole
on web, 1-22f hole on flange)C.g. distance from top (m):0.100Ix-x
(I about x-axis) (m4):0.000054Iy-y (I about y-axis)
(m4):0.000059Ix-y (tortional constant) (m4):0.000100zt
(m3):0.0005zb (m3):0.00052-ISMC225Back to backwith160 mmgap in
betweenVerticalsCross cestional area (A) (m2):0.00511(2-22f hole on
web)C.g. distance from top (m):0.100Ix-x (I about x-axis)
(m4):0.000036Iy-y (I about y-axis) (m4):0.000022Ix-y (tortional
constant) (m4):0.0001zt (m3):0.0004zb (m3):0.00042-ISMC200Face to
facewith160 mmedge to edge dist.DiagonalsCross cestional area (A)
(m2):0.00511(2-22f hole on web)C.g. distance from top (m):0.100Ix-x
(I about x-axis) (m4):0.000036Iy-y (I about y-axis)
(m4):0.000022Ix-y (tortional constant) (m4):0.00012-ISMC150zt
(m3):0.0004Face to facezb (m3):0.0004with160 mmedge to edge
dist.Back to backwith20 mmthick gusset plateBottom BracingCross
cestional area (A) (m2):0.00057(2-22f hole on web)C.g. distance
from top (m):0.004Ix-x (I about x-axis) (m4):0.0000001Iy-y (I about
y-axis) (m4):0.0000001Ix-y (tortional constant) (m4):0.0001zt
(m3):0.000036zb (m3):0.000003ISMA 50x50x6Transversals at cross
bracing locationCross cestional area (A) (m2):0.00370(2-22f hole on
web)C.g. distance from top (m):0.075Ix-x (I about x-axis)
(m4):0.000016Iy-y (I about y-axis) (m4):0.000006Ix-y (tortional
constant) (m4):0.0001zt (m3):0.0002zb (m3):0.00022-ISMC150Back to
backwith20 mmgap in betweenTransversals at locations other than
X-bracingsCross cestional area (A) (m2):0.00169(2-22f hole on
web)C.g. distance from top (m):0.075Ix-x (I about x-axis)
(m4):0.000007Iy-y (I about y-axis) (m4):0.000001Ix-y (tortional
constant) (m4):0.0001zt (m3):0.0001zb (m3):0.0001ISMB150Transvers
DiagonalsCross cestional area (A) (m2):0.00140(2-22f hole on
web)C.g. distance from top (m):0.075Ix-x (I about x-axis)
(m4):0.000008Iy-y (I about y-axis) (m4):0.000001Ix-y (tortional
constant) (m4):0.0001zt (m3):0.0001zb (m3):0.0001ISMC150* mt =
Properties of composite section using modular ratio as mt# mp =
Properties of composite section using modular ratio as mp
YYYXXYYXXYYXXYYXXYYXXYYXXYYXXYXXYYXX
Composite PropertyCalculation of Member propertiesComposite
MembersGrade of Concrete ="1"0E of Concrete =25491.17N/mm2E of
Steel =211000N/mm2Modular Ratio for Short term loading =8.28Modular
Ratio for Long term loading =16.55MemberProfileSectional
PropertiesShort Term a =8.28Long Term a =16.55Transverse Girders
(ISMB 550)1875(all in Steel units, except where specified
otherwise)190200Cross Sectional Area (m2)0.0734Cross Sectional Area
(m2)0.0508Area steel only(m2)0.0131Area steel only(m2)0.0131C.g.
distance from bottom (m)0.5179C.g. distance from bottom
(m)0.3389C.g. distance from left (m)0.9375C.g. distance from left
(m)0.9375IX-X (m4)0.0016IX-X (m4)0.00158IY-Y (m4)0.0177IY-Y
(m4)0.011111.2515.619.3Torsional Constant (m4)0.00001Torsional
Constant (m4)0.000002Z1 (m3) (in concrete units)0.0537Z1 (m3) (in
concrete units)0.0585Z2 (m3) (in concrete units)0.2961Z2 (m3) (in
concrete units)0.1108Z3 (m3)0.0358Z3 (m3)0.0067190Z4 (m3)0.0031Z4
(m3)0.004419.3ZA (m3) (in concrete units)0.1562ZA (m3) (in concrete
units)0.1952ZA (m3)0.0189ZA (m3)0.0118ZB (m3)0.1862ZB (m3)0.1163ZC
(m3)0.1862ZC (m3)0.1163Transverse Girders (Type 2)70937.5Cross
Sectional Area (m2)0.0455Cross Sectional Area (m2)0.0333190200C.g.
distance from bottom (m)0.4858C.g. distance from bottom
(m)0.4513C.g. distance from left (m)0.3788C.g. distance from left
(m)0.3332IX-X (m4)0.0015IX-X (m4)0.0013IY-Y (m4)0.0045IY-Y
(m4)0.00328Torsional Constant (m4)0.00001Torsional Constant
(m4)0.000002515.619.311.2Z1 (m3) (in concrete units)0.0437Z1 (m3)
(in concrete units)0.0697Z2 (m3) (in concrete units)0.1580Z2 (m3)
(in concrete units)0.1955Z3 (m3)0.0191Z3 (m3)0.0118Z4 (m3)0.0030Z4
(m3)0.002919019.3ZA1 (m3) (in concrete units)0.0595ZA1 (m3) (in
concrete units)0.0793ZA3 (m3)0.0072ZA3 (m3)0.0048ZB (m3)0.0211ZB
(m3)0.0192ZC (m3)0.0211ZC (m3)0.0192ZD (m3)0.0112ZD (m3)0.0090ZE
(m3)0.0112ZE (m3)0.0090ZF3 (m3)0.0119ZF3 (m3)0.0097ZF1 (m3) (in
concrete units)0.0987ZF1 (m3) (in concrete units)0.1605Longitudinal
Girders (Type 1)13051305Cross Sectional Area (m2)0.0895Cross
Sectional Area (m2)0.0579140200C.g. distance from bottom
(m)0.3058C.g. distance from bottom (m)0.2948C.g. distance from left
(m)1.3050C.g. distance from left (m)1.3050IX-X (m4)0.0002IX-X
(m4)0.0002IY-Y (m4)0.0477IY-Y (m4)0.02988Torsional Constant
(m4)0.00001Torsional Constant (m4)0.000002275.212.47.5Z1 (m3) (in
concrete units)0.0096Z1 (m3) (in concrete units)0.0167Z2 (m3) (in
concrete units)0.8879Z2 (m3) (in concrete units)0.2685Z3
(m3)0.1073Z3 (m3)0.0162Z4 (m3)0.0008Z4 (m3)0.000714012.4ZA1 (m3)
(in concrete units)0.3023ZA1 (m3) (in concrete units)0.3775ZA3
(m3)0.0365ZA3 (m3)0.0228ZB (m3)-0.6808ZB (m3)-0.4251ZC
(m3)-0.6808ZC (m3)-0.4251ZD (m3)0.6808ZD (m3)0.4251ZE (m3)0.6808ZE
(m3)0.4251ZF3 (m3)0.0365ZF3 (m3)0.0228ZF1 (m3) (in concrete
units)0.0138ZF1 (m3) (in concrete units)0.0076Longitudinal Girders
(Type 3)13051305Cross Sectional Area (m2)0.0895Cross Sectional Area
(m2)0.0579140200C.g. distance from bottom (m)0.3058C.g. distance
from bottom (m)0.29481.25280.390C.g. distance from left
(m)1.3050C.g. distance from left (m)1.3050IX-X (m4)0.0002IX-X
(m4)0.0002IY-Y (m4)0.0477IY-Y (m4)0.02988Torsional Constant
(m4)0.00001Torsional Constant (m4)0.000002275.212.47.5Z1 (m3) (in
concrete units)0.0096Z1 (m3) (in concrete units)0.0167Z2 (m3) (in
concrete units)0.8879Z2 (m3) (in concrete units)0.2685Z3
(m3)0.1073Z3 (m3)0.0162Z4 (m3)0.0008Z4 (m3)0.000714012.4ZA1 (m3)
(in concrete units)0.3023ZA1 (m3) (in concrete units)0.3775ZA3
(m3)0.0365ZA3 (m3)0.0228ZB (m3)0.6808ZB (m3)0.4251ZC (m3)0.6808ZC
(m3)0.4251ZD (m3)0.6808ZD (m3)0.4251ZE (m3)0.6808ZE (m3)0.4251ZF3
(m3)0.0365ZF3 (m3)0.0228ZF1 (m3) (in concrete units)0.0138ZF1 (m3)
(in concrete units)0.0076Longitudinal Girders (Type 4)750900Cross
Sectional Area (m2)0.0577Cross Sectional Area (m2)0.0378125200C.g.
distance from bottom (m)0.2547C.g. distance from bottom
(m)0.24330.7920.247C.g. distance from left (m)0.8189C.g. distance
from left (m)0.8157IX-X (m4)0.0001IX-X (m4)0.0001IY-Y
(m4)0.0121IY-Y (m4)0.00758Torsional Constant (m4)0.00001Torsional
Constant (m4)0.00000122512.56.9Z1 (m3) (in concrete units)0.0057Z1
(m3) (in concrete units)0.0098Z2 (m3) (in concrete units)0.3482Z2
(m3) (in concrete units)0.1428Z3 (m3)0.0421Z3 (m3)0.0086Z4
(m3)0.0006Z4 (m3)0.000512512.5ZA1 (m3) (in concrete units)0.1202ZA1
(m3) (in concrete units)0.1497ZA3 (m3)0.0145ZA3 (m3)0.0090ZB
(m3)1.8783ZB (m3)-2.3415ZC (m3)-1.8783ZC (m3)-2.3415ZD (m3)0.0918ZD
(m3)0.0588ZE (m3)0.0918ZE (m3)0.0588ZF3 (m3)0.0147ZF3 (m3)0.0092ZF1
(m3) (in concrete units)0.0192ZF1 (m3) (in concrete
units)0.0121
yyxxLevel 1Level 2& Level 3Level 4ABCyyxxLevel 1Level 2
& Level 3Level 4ABCDEFyyLevel 1Level 2 & Level 3AFxxLevel
4BCDEyyxxLevel 1Level 2 & Level 3Level 4ABCDEFyyxxLevel 1Level
2 & Level 3Level 4ABCDEF
Sec-prop-mod3.0Calculation of section propertiesModular
ratio(m):10Creep Factor(Kc):0.5Moduar ratio for permanent
loadings(mp):20Moduar ratio for transient loadings(mt):10Sectional
Properties of Top Chord:2575Member Profile:200Basic Property of
ISMC 225:0(refer IS:808-1989)1800Sectional Area (A):25.9cm2IXX
:2694.6cm4IYY :187.2cm40CYY :2.3cmThickness of Flange (Av.), tf
=12.4mm2-ISMC225Thickness of Web, tw =6.4mmBack to backFor Steel
Only Case:Area of Top Chord:(25.9*2*100-2*12.4*22-2*2*6.4*22)/10^6
=0.0041m2(Assuming 2-22f hole on the web & 1-22f hole on top
flanges of the channels)C.g. Distance from top:0.1mIx-x (I about
x-axis) (m4):2*(2694.6*1e+04)/1e+012 =0.000054m4Iy-y (I about
y-axis) (m4):2*(187.2*10000+25.9*100*(2.3*10+8.6)^2)/1e+012
=0.000009m4For Composite (short term loading) Case:m = mtArea of
Top Chord:0.0086+(2575/10*200)/10^6 =0.0556m2C.g. Distance from
top:(0.0041*(0.2+0.1)+(2575*200/10*200/2)/1e+09)/0.0555712
=0.115mIx-x (I about x-axis)
(m4):0.000048+0.00858496*(0.2+0.0588561875652304-0.123)^2+
(2575*200^3/12+(2575*200*(200/2-0.123*1000)^2))/10/1e+012
=0.000405m4Iy-y (I about y-axis)
(m4):0.000038+((200*2575^3/12)/10)/1e+012 =0.028494m4For Composite
(long term loading) Case:m = mpArea of Top
Chord:0.00858+(2575*200+(+)/2*1)/(20*10^6) =0.0343m2C.g. Distance
from
top:(0.0086*(0.2+0.0588561875652304)+(200*2575*100)/20/1e+09)/0.0343
=0.140mIx-x (I about x-axis)
(m4):0.00005+0.0086*(0.2+0.0588561875652304-0.13972)^2+((2575*200^3/12+2575*200*(139.72-200/2)^2)/20)/1e+012
=0.000000m4Iy-y (I about y-axis)
(m4):0.000038+((200*2575^3/12)/20)/1e+012 =0.014266m4The other
properties are calculated in line to above calculation & are
tabulated as below:MemberProfileItemValueSteel onlymt *mp #Top
Chord2575Cross cestional area (A)
(m2):0.008580.060080.03433200(2-22f hole on web, 2-22f hole on
flange)C.g. distance from top (m):0.0590.1230.1401Ix-x (I about
x-axis) (m4):0.0000480.0004050.000296Iy-y (I about y-axis)
(m4):0.0000380.0284940.014266Ix-y (tortional constant)
(m4):0.00010.00010.00011/2-ISMB500zt (m3):0.00080.00330.0021Top Fl.
Width =180 mmzb (m3):0.00020.00120.0009Top Fl. thickness =17 mmWeb
Thickness =10.2 mmwith260x 20 thkplate on topBottom ChordCross
sectional area (A) (m2):0.00893(2-22f hole on web, 2-22f hole on
flange)C.g. distance from top (m):0.248Ix-x (I about x-axis)
(m4):0.000081Iy-y (I about y-axis) (m4):0.000028Ix-y (tortional
constant) (m4):0.00011/2-ISMB600Top Fl. Width =210 mmzt
(m3):0.0003Top Fl. thickness =21 mmzb (m3):0.0012Web Thickness
=12.0 mmwith210x 16 thkplate on bottomVerticalsCross cestional area
(A) (m2):0.00395(2-22f hole on web)C.g. distance from top
(m):0.100Ix-x (I about x-axis) (m4):0.000022Iy-y (I about y-axis)
(m4):0.000022Ix-y (tortional constant) (m4):0.0001zt (m3):0.0002zb
(m3):0.0002200NB (Heavy)TubeDiagonalsCross sectional area (A)
(m2):0.00434(2-22f hole on each leg)C.g. distance from top
(m):0.038Ix-x (I about x-axis) (m4):0.000011Iy-y (I about y-axis)
(m4):0.000022Ix-y (tortional constant) (m4):0.00012-ISA130x130x15zt
(m3):0.0003Face to facezb (m3):0.0001with20 mmgap in betweenBottom
BracingCross cestional area (A) (m2):0.00044(1-22f hole on web)C.g.
distance from top (m):0.004Ix-x (I about x-axis) (m4):1.29E-07Iy-y
(I about y-axis) (m4):1.29E-07Ix-y (tortional constant)
(m4):0.0001zt (m3):0.000036zb (m3):0.000003ISMA 50x50x6Transversals
at cross bracing locationCross cestional area (A) (m2):0.00101C.g.
distance from top (m):0.033Ix-x (I about x-axis) (m4):0.000001Iy-y
(I about y-axis) (m4):0.000001Ix-y (tortional constant)
(m4):0.0001zt (m3):2.00E-05zb (m3):2.00E-0565NB
(Heavy)TubeTransversals at cross bracing locationCross cestional
area (A) (m2):0.00370(2-22f hole on web)C.g. distance from top
(m):0.075Ix-x (I about x-axis) (m4):0.000016Iy-y (I about y-axis)
(m4):0.000006Ix-y (tortional constant) (m4):0.0001zt (m3):0.0002zb
(m3):0.00022-ISMC150Back to backwith20 mmgap in betweenTransversals
at locations other than X-bracingsCross cestional area (A)
(m2):0.00101(2-22f hole on web)C.g. distance from top (m):0.033Ix-x
(I about x-axis) (m4):0.000001Iy-y (I about y-axis)
(m4):0.000001Ix-y (tortional constant) (m4):0.0001zt
(m3):2.00E-05zb (m3):2.00E-0565NB (Heavy)TubeTransversals at
locations other than X-bracingsCross cestional area (A)
(m2):0.00169(2-22f hole on web)C.g. distance from top (m):0.075Ix-x
(I about x-axis) (m4):0.000007Iy-y (I about y-axis)
(m4):0.000001Ix-y (tortional constant) (m4):0.0001zt (m3):0.0001zb
(m3):0.0001ISMB150Transvers DiagonalsCross cestional area (A)
(m2):0.00136(1-22f hole on web)C.g. distance from top (m):0.003Ix-x
(I about x-axis) (m4):0.0000015Iy-y (I about y-axis)
(m4):0.0000015Ix-y (tortional constant) (m4):0.0001zt
(m3):0.000526zb (m3):0.000015ISA 100x100x8Transvers DiagonalsCross
cestional area (A) (m2):0.00140(2-22f hole on web)C.g. distance
from top (m):0.075Ix-x (I about x-axis) (m4):0.000008Iy-y (I about
y-axis) (m4):0.0000010.0270085871Ix-y (tortional constant)
(m4):0.0001zt (m3):0.0001zb (m3):0.0001ISMC150* mt = Properties of
composite section using modular ratio as mt# mp = Properties of
composite section using modular ratio as mp
YYYXXYYXXYYXXYYXXYYXXYYXXYYXXYXXYYXXYYXXYYXXYYXX
Loading4.0Load Calculation4.1Selfweight of trussSelfweight of
the truss is inserted in the analysis through the use of
"SELFWEIGHT" command of STAAD. However, the total load is increased
by 7% to take care of the gussets, joints & variation in member
weights due to rolling margin, which otherwise is not accounted
for.4.2Dead Load due to deckThe deck is proposed to be cast after
erection of the trusses and all bracings in place.The weight of the
deck concrete thus will be carried by the two truss only.Running
thickness of the deck:200mmAdditional thickness at the center for
cross slope at deck:53.125mmIntegral Wearing Coarse :12mmSo,
average (weighted) thickness of deck:231.82mmSo, Weight of the deck
on the truss in running portion:231.82*5.15/2000*2.5*10
=14.92kN/mload on each transverse girder due to deck
slab==2.5*231.82*2.5*10/100014.49kN/m4.3Superimposed Dead Loada.Due
to kerb4252250.5*(0.45+0.425)*0.225*2.5*10
=2.461kN/m4507.28634375b.Due to Railing1.1200 LONG ISMC 150 @
1000c/c1.2*16.4*10/1000 =0.197kN/m2.4 Nos 65NB (Medium)
Pipe4*6.42*10/1000 =0.257kN/mTotal0.454kN/mc.Due to Future Overlay
of Bituminous Wearing Coarse=2.50*2.3*0.1*105.75kN/mNet Load
:5.750+0.454+2.461 =8.665kN/mWeight of the deck in widened
portion:On the section marked ND 102:Starting width:6.775mEnding
width:5.15mSo linearly varying load
of0.231823422330097*6.775/2*2.5*10 =19.6325460786kN/m
to14.9236328125kN/mOn the section marked ND 101:Simply supported N
type trusses (2 sets)Starting width:8.4mEnding width:6.775mSo
linearly varying load of8.4*0.231823422330097/2*2.5*10
=24.3414593447kN/m to19.6325460786kN/m4.4Live LoadSince the other
type of loads in 24R category are lesser in total weight & they
are spread out over larger spaces also, we are considering 24R
Tracked Vehicle only for live load actions, as this shall produce
the most severe actions.Live will be generated and applied for one
lane Class 24R vehicle within the STAAD analysis on the top chord
only.Impact factor:1.154(refer IRC:6-2000 cl.211.2 and figure
5.)4.4Load due to shrinkage of concrete deckNominal free shrinkage
strain esc:0.0002(refer cl. 220.3 of IRC:6-2000)Total deformation
of top chord members :0.0002*5500 =0.0011mEquivalent
Temperature:16.67CThis deformation is fed into the STAAD model on
top chord only & results obtained.This temperature is fed into
the STAAD model on top chord only & results obtained.4.5Seismic
Load6.Calculation of Actions Due To Seismic Load6.01Arunachal
Pradesh Section is in Seismic ZoneVZone No.Zone FactorV0.36Type of
SoilMedium SoilIV0.24III0.16Ah=Horizontal Seismic
Coefficient=0.18II0.1(Z/2)*(Sa/g)/(R/I)Av=Vertical Seismic
Coefficient=0.09Soil TypeSa/gConditionsZ=Zone factor=0.36Hard
Soil2.50.43.00.4I=Importance factor=1Medium
Soil2.50.554.10.55R=Response reduction factor=2.5Soft
Soil2.50.675.00.67Sa/g=Average response acceleration
coefficient=2.5(depending upon fundamental time period
T)T=Fundamental Time Period=0.33sec2.0*sqrt(D/1000F)F=Horizontal
Force in KN required to be applied=68.7tat the centre of the
superstructure for 1mmdeflection at the top of
pier/abutment(6EId/L3)=Deflection at the top of
Pier/abutment=1mmI=Moment of Inertia of the
Pier/Abutment=0.785m4(p()*d4/64)d=Diameter of the
Pier/Abutment=2.0mG=Grade of Concrete for
Pier/Abutment="1"0E=Modulus of Elasticity of
Concrete=25491.17Mpa5700*sqrt(fck) as per IRC:18,2000
Cl:10.2=3.15E+06t/m^2L=Height of the Pier/Abutment above Fixity
Level=6.000mD=Appropriate Dead Load of the
Superstructure=1884.69tand Live LoadTOTAL LOAD ON SUPERSTRUCTURETop
Chord :63.428kNBottom Chord :63.428kNVerticals :29.436kNDiagonals
:99.993kNVertical Short Member :13.082kNVertical Short Diagonal
Member :39.997kNTransversals (Bottom):112.956kNTransversals
(Top):18.109kNTop Bracings :1.466kNTotal Steel Work:441.895kNAdd 7%
for gussets & Connections :30.933kNGross Weight :472.828kNDeck
Slab :0.23182*5.15**40*10 =477.556kNkerb, railing
:(2.461+0.4536)*40 *2=233.163kNWearing course overlay
:11.2786726358056*40 =451.1469054322kNTotal Weight of the Structure
Including SIDL:1634.694kNTotal Weight of the Structure Excluding
SIDL:472.83+477.56 =950.384kNLive load arrangement on deck during
earthquake:366036603040000Maximum live load on the deck =2*25
=50tBut since the seismic case is not the governing load case in
this design we simplify the above load calculation by assuming both
the vehicles to be on the deck completely.So, Live load on the
bridge for seismic case:0.5*50*10 =250KNSo, net horizontal seismic
force:0.18*(1,634.69+250) =339.24kNSo, seismic force on interior
nodes:339.24/32 =10.60kNand that on end nodes:10.60/2 =5.30kN(Since
the main contributor to this load is the concrete deck slab, so the
force will be imposed on the mathematical model on the bottom chord
nodes only)Wind Load (according to IRC:6-2000):Note:-Assuming
height of formation level from river bed =20.mWind load on the
structure :Minimum bed level=0Hieght of formation level from river
bed :20.00mFormation level=20Depth of Slab :200mmDepth of bottom
Girder :350mmDepth of top Girder :350mmDepth of vertical
member:100mmDepth of diagonal member:300mmWind Speed at deck level
:136.00kM/HPressure at that level:119kg/m2Wind Speed at a height of
23.00from bed level :139.6kM/HPressure at that level:126.5kg/m2Wind
Speed at a height of 26.0m from bed level :143kM/HPressure at that
level:136.6kg/m2Wind Speed at a height of 10m from bed level
:118kM/HPressure at that level:91kg/m2130Wind Speed at a height of
12m from bed level :122kM/HPressure at that level:97.4kg/m2Wind
Speed at a height of 13.5m from bed level :125kM/HPressure at that
level:102.2kg/m2Wind force on unloaded structure:Pressure at any
level:240kg/m2So, Wind force on the deck =0.065t/m& Wind force
on top girder:0.048t/mHeight from river bedWind
Force20.00m0.042t/m(on the bottom chord)23.00m0.013t/m(on vertical
member)23.00m0.041t/m(on diagonal member)26.00m0.048t/m(on the top
chord member)0.016t/m0.017t/m0.013t/m26.00m0.014t/m(on vertical
member)26.00m0.041t/m(on diagonal member)Wind load on exposed
moving load (as per cl.212.4 of IRC:6-2000) :=300kg/linear
meter=0.3t/linear meterAs per cl.212.6 of IRC:6-1966 minimum wind
load on structure :450kg/linear meterHence wind force on the loaded
chord will be:-0.45t/mWind force on the unloaded chord will be
0.225t/mWind load on structure including live load =365.45
