Sheet1DESIGN DATA FOR SUPERSTRUCTURE(73 M BRIDGE)Span of bridge73mNos. of panels11nosLength of intermediate panels6.636m3.318Length of end panels6.636mSpacing of intermediate girders6.636mSpacing of end girders6.636mWidth of slab4.68mPanel length of slab4.68mPanel width of slab6.636mThickness of deck slab0.008mWidth of carriageway4.25mAv. Thickness of wearing coat0mDensity of concrete(slab)2.5t/m3Density of wearing coat2.5t/m3Height of truss7.5mHeight of kerb0.275mWidth of kerb0.215mImpact factor (for steel members)1.154Length of cross girder4.68mWidth of member0.4mEffective width of bridge5.104mWidth of footpath0mOverall width5.50mDESIGN OF DECK SLAB :A)Dead load calculation :Dead load intensity of deck :0.008*7.85=0.0628t/m2dead loadintensity of wearing:0*2.5=0t/m2total0.0628t/m2Say0.23t/m2Use M25 grade of concrete and spanning transversely between the cross girder . Influenceco-efficient are taken from "Steel Table" by Prof. Ramamrutham.Deck slab is design like a continuous beam.B.M. due to dead load :a. + Ve B.M. at 0.5L in the end=0.078 x0.23*6.636*6.636=0.7901013223t-m/mb. -Ve B.M.at penultimate support=0.105 x0.23*6.636*6.636=1.0635979339t-m/mc. -Ve B.M. at inner support=0.079 x0.23*6.636*6.636=0.8002308264t-m/md. +Ve B.M.at 0.5L in inner span=0.0460.23*6.636*6.636=0.4659571901t-m/mLive load calculation :CLASS A LOADLength of load :0.25mTotal load :11.4tWidth of track :0.5mWidth overall track :2.3mClearence :0.3mDispersed width of load in longitudinal direction :=0.25+2 *(0+0.008)=0.266m11.411.4Dispersed width of load in transverse direction :1.222.708mBe =Alpha * x ( 1 - x/l) + Bw6.636ml =6.636mx =2.708mLength of slab / Width of slab =4.68/6.636=0.7052054795So Alpha =2.48( As per IRC-21 cl -305.16.2 for continuous slab)Bw =0.5+2 *0=0.5mBe =2.48*2.708( 1 -0.4080821918) +0.5=3.9755+0.5=4.475m >1.8mSo there is overlapping.4.475So Be =4.475+1.8=6.2754921943mIntensity of load :Impact factor :50 % as per IRC-6-2000=11.4*1.5/ (6.2754921943*1)=2.7248858688t/mTotal intensity of load =2.7248858688t/m=4.1t/mB.M. due to live load :a. + Ve B.M. at 0.5L in the end=4.1*2.7081818182-4.1*2.7081818182*3.9281818182/6.6363636364=11.1035454545-6.5723862889=4.5311591656tm/mb. -Ve B.M.at penultimate support=6.5723862889Total B.M.1. Max . -Ve B.M. :1.0635979339+6.5723862889=7.6359842228tm2. Max. + Ve B.M. :0.7901013223+4.5311591656=5.3212604879tmCheck for depth of deck slab :Depth reqd. : SQRT(M / R b)Use M35 Grade ConcreteHere Permissible compressive stress of concrete:11.5N/mm2Permissible tensile stress of steel :240N/mm2For bridge m :10k =11.5*10/11.5*10=115/355+240=0.323943662j =1-0.323943662/3=0.8920187793R =0.5*11.5*0.323943662*0.8920187793=1.6615420221Check for depth of deckslab :d reqd =SQRT76359842.2280086/1.6615420221*1000=214.3763372421mmProvided depth of deck slab =8mmProvided clear cover =40mmDia. of reinforcement =12mmEffective depth of deck slab =8-40-6=-38mm>214.3763372421mmO.K.Main reinforcement :1. Top reinforcement :Ast =76359842.2280086/ (240*0.8920187793*-38)=-9386.3379470024mm2/mProvided16dia bar @130mm c/c. Area provided =1546.6302294596mm2Hence OK2.Bottom reinforcement :Ast =53212604.8794294/240*0.8920187793*-38=-6541.0231067166mm2/mProvided12dia bar @150mm c/c. Area provided =753.9822368616mm2Hence OKDistribution reinforcement :Ast =0.12*1000*8/100=9.6mm2/mOR Ast =0.3*-9386.3379470024=-2815.9013841007mm2Provided10dia bar @200mm c/c. Area provided =392.6990816987mm2Check for shear :Shear force =0.23*6.6363636364/2*+4.1+at support4.1*5.4163636364/6.6363636364=0.7631818182+7.4462739726=8.2094557908tDepth (d) =-38mmWidth (b) =1000mmDue to Dead Load0.23t/m0.008m6.6363636364mReaction on Support :0.236.6363636364/2+4.1+4.1*5.4163636364/6.6363636364=0.7631818182+4.1+3.3462739726=8.2094557908tonForce at section X-X :8.2094557908-0.23*0.008=8.2076157908tShear stress =82076.1579078456/ (-38*1000)=-2.1598988923N/mm2% of Tensile steel :100*1546.6302294596-38*1000;-4.0700795512Permissible shear stress :-0.6831182968N/mm2-4.07007955120.751.00Hence OK-0.59401591020.370.42As per Cl. 304.7.1.3.3 of IRC : 21 : 2000The shear stress shall be increased by 15 %DESIGN OF INTERMEDIATE CROSS GIRDER:Crossgirder is design as a composite section.Composite section is consist of deck slaband steelsection.Ec =290000kg/cm2Es =2110000kg/cm2Section Properties ( Permanent Loads)m=15( For Bridge)Effective flange width ( As per IRC 21 -2000-cl-305.15.2)be =bw + l/ 513.35+468/5=106.95cmbeff =106.95/15PropertiesISMB 400Area78.46cm2=7.13cmC.G.20.00cmI20458.4cm4Depth40.00cmSection properties for dead loads :Itemsize(cm)Area (cm2)Yt(cm)A * Yt(cm3)A*Yt2(cm4)Ixo(cm4)B(cm)t(cm)61.5911*4.9Slab7.130000.85.7040.42.28160.90.3042133333=301.79639ISMB 400140.8978.4620.81631.9683394520458.4=6941.31697Plate330040000Total84.16461.21634.24963394620458.7042133333Ycg =1634.2496/84.164=19.4174421368cmIxx =20458.7042133333+33945.84704-19.4174421368*19.4174421368*84.164=22671.6042082765cm4Ztt =22671.6042082765/19.4174421368=1167.5896366047cm3400ISMB 400400Zbb =22671.6042082765/21.3825578632=1060.28494595cm3Section Properties ( Transient Loads)m=7.5( For Bridge)Effective flange width ( As per IRC 21 -2000-cl-305.15.2)be =bw + l/ 56.675+468/5=100.275cmbeff =100.275/7.5PropertiesISMB 400Area78.46cm2=13.37cmC.G.20.00cmI20458.4cm4Depth40.00cmSection properties :Itemsize(cm)Area (cm2)Yt(cm)A * Yt(cm3)A*Yt2(cm4)Ixo(cm4)B(cm)t(cm)Slab13.370.810.6960.44.27841.70.5704533333ISMB 400140.8978.4620.81631.9683394520458.4Plate330040000Total89.15661.21636.24643394720458.9704533333Ycg =1636.2464/89.156=18.3526223698cmIxx =20458.9704533333+33946.64576-18.3526223698*18.3526223698*89.156=24376.2039302233cm4Ztt =24376.2039302233/18.3526223698=1328.213670999cm3400ISMB 400400Zbb =24376.2039302233/22.4473776302=1085.9265760026cm3LOAD CALCULATION :1) Dead load :Load due to deck slab :0.23*6.6363636364=1.53t/mLoad due to crossgirder :0.06t/mTotal UDL :1.59t/m1.595.104m4.05t4.05tMax. SF at end =1.59*5.104/2=4.05tMax. B.M. at mid =4.05*2.552-1.59*5.104*5.104/8=5.17t-mLive load analysis for Crossgirder :Load of each wheel with impact:5.7*1.48=8.436t8.436 t8.436 t1.22 m6.636 m6.636 tMax. reaction at central support :8.436+8.436*5.4163636364/6.6363636364:8.436+6.8851627397=15.3211627397tonMax. B.M. :1.65215.32t15.32t1.6521.81.0355.104m15.3215.32B.M. :15.32*2.552-15.32*0.9=25.31=25.31tmMax. S.F. :15.32t15.32t1.82.4555.104S.F. : (15.32*4.255+15.32*2.455)/5.104+=102.8050019836/5.104=20.1420458432=20.1420458432tTotal B.M. :5.17+25.31=30.48t-mTotal S.F. :4.05+20.14=24.19tCheck for compressive and tensile stress :Max. compressive stress in concrete :517093.95816672/1167.5896366047*15due to dead load=29.5248685529kg/cm21550kg/cm2ReviseTotal compressive stress in concrete=283.6060845366Kg/cm2