Prestress I Girder_Isarda

Loadings6.0 )LoadingsVarious loads considered in design are discussed in cl, 2.0.The forces thus obtained from ETABS is summarized in cl. 6.5, 6.6 & 6.7

&L&UMultibuild Consultants, Vapi&L&F&R&A - Page &P/&N

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&LMultibuild Consultants, Vapi

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Force-Summary6.5)Bending moment (kN-m) summary for I - Girder( Refer Appendix - B)SECTION12345678910111213Distance00.7252.4054.0855.7657.4459.12510.80512.48514.16515.84517.52518.25Self wt. of BeamMo0-4181324426488508488426324181-40Self wt. of Deck slabM10-4188337443507528507443337188-40Crash barrier + Cross griderM20-2109197262304322304262197109-20Wearing CoatM30-144801051201251201058044-10LL - 1M40-834838171047117512051104939706399-770LL - 2M50-3145260342391407391342260145-30Total with LL1M60-9410051755228325932688252321761644921-880Total with LL2M70-146671197157818091891180915781197667-140Note :Distance is from face of beam ( Ref. Fig 1)6.6)Shear force ( kN) summary for I - Girder( Refer Appendix - B)SECTION12345678910111213Distance0.00.7252.414.095.777.459.1310.8112.4914.1715.8517.52518.25Self wt. of BeamVo0122987349240244973981220Self wt. of Deck slabV1012710176512502551761011270Crash barrier + Cross griderV207359463218-418324659730Wearing CoatV3030241812606121824300LL - 1V40126287231185145931371692032372700LL - 2V509878593920020395978980Total with LL1V60477569443328219892113124155196220Total with LL2V7045036027118293-49318227136045006.7 )Torsion ( kN-m) summary for B.SECTION12345678910111213Distance0.00.732.414.095.777.459.1310.8112.4914.1715.8517.5318.25Self wt. of BeamVo0000000000000Self wt. of Deck slabV10000000000000Crash barrier + Cross griderV20000000000000Wearing CoatV30000000000000LL - 1V40000000000000LL - 2V50000000000000Total with LL1V60000000000000Total with LL2V70000000000000


CS-prop7.0)Summary of Sectional properties :(Ref. fig 2)Section12345678910111213Dist. Of point of anchorage (m)00.7252.4054.0855.7657.4459.12510.80512.48514.16515.84517.52518.25Top width of top flange "b1" ( m)0.9500.9500.9500.9500.9500.9500.9500.9500.9500.9500.9500.9500.950Top flange thickness (m)0.2000.2000.2000.2000.2000.2000.2000.2000.2000.2000.2000.2000.200Bottom width "b2" ( m)0.850.8500.8500.8500.8500.8500.8500.8500.8500.8500.8500.8500.850Bottom flange thickness (m)0.1750.1750.1750.1750.1750.1750.1750.1750.1750.1750.1750.1750.175Web thickness "B" ( m)0.2900.2900.2900.2900.2900.2900.2900.2900.2900.2900.2900.2900.290Depth 'D' (m)1.0751.0751.0751.0751.0751.0751.0751.0751.0751.0751.0751.0751.075Area 'A' (m2)0.5810.5810.5810.5810.5810.5810.5810.5810.5810.5810.5810.5810.581CG from top Yt (m)0.5170.5170.5170.5170.5170.5170.5170.5170.5170.5170.5170.5170.517CG from bottom Yb (m)0.5580.5580.5580.5580.5580.5580.5580.5580.5580.5580.5580.5580.558INA (m4 )0.07970.07970.07970.07970.07970.07970.07970.07970.07970.07970.07970.07970.0797Zt (m3)0.1540.1540.1540.1540.1540.1540.1540.1540.1540.1540.1540.1540.154Zb (m3)0.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.143


stresses8.0 ) Summary of Stresses due to bending moments :(Ref. cl 6.5 & 7.0)SECT.12345678910111213C/s ProprZt0.1540.1540.1540.1540.1540.1540.1540.1540.1540.1540.1540.1540.154Zb0.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.143Moft0.000-0.0251.1712.1012.7653.1633.2963.1632.7652.1011.171-0.0250.000fb0.0000.027-1.264-2.267-2.984-3.414-3.558-3.414-2.984-2.267-1.2640.0270.000M1ft0.000-0.0261.2172.1842.8753.2893.4273.2892.8752.1841.217-0.0260.000fb0.0000.028-1.314-2.358-3.103-3.550-3.699-3.550-3.103-2.358-1.3140.0280.000M2ft0.000-0.0140.7081.2801.7011.9702.0881.9701.7011.2800.708-0.0140.000fb0.0000.015-0.764-1.381-1.835-2.126-2.254-2.126-1.835-1.381-0.7640.0150.000M3ft0.000-0.0060.2880.5170.6800.7780.8110.7780.6800.5170.288-0.0060.000fb0.0000.006-0.311-0.558-0.734-0.840-0.875-0.840-0.734-0.558-0.3110.0060.000M4ft0.000-0.5393.1315.3026.7887.6197.8147.1626.0914.5802.589-0.5020.000fb0.0000.582-3.380-5.722-7.326-8.223-8.434-7.730-6.574-4.944-2.7940.5420.000M5ft0.000-0.0200.9391.6832.2162.5352.6412.5352.2161.6830.939-0.0200.000fb0.0000.022-1.013-1.817-2.391-2.736-2.851-2.736-2.391-1.817-1.0130.0220.000


cable det.9.0)Details of cable :ii)Nos. of strand in cable no. 1=1x12=12Nos.i)Nos. of strand in cable no. 2=1x12=12Nos.iii)Nos. of strand in cable no. 3=0x0=0Nos.Total no. of strands=24Nos.Ultimate stress of each strand(From Fressynet Prestressing Manual)=1860N/mm2Area of each strand(Nominal dia of strand is 15.3 mm )=140mm2(From Fressynet Prestressing Manual)Total area of prestressing steel=24x140=3360mm2Ultimate strength of each strand=1860x140=260400N=260.4kNUltimate strength of cablesTotal strength of cable no. 2=12x260.4=3125kNTotal strength of cable no. 1=12x260.4=3125kNTotal strength of cable no. 30x260.4=0kNFactored strength of cablesFactored strength of cable no. 2=3124.8x0.8=2500kNFactored strength of cable no. 1=3125x0.8=2500kNFactored strength of cable no. 3=0x0.8=0kN


cab. profile & forces10.0)Cable profile( Ref EPMC-DTD-AZN-STR-DWD-53264 )2191301300.0810958904Sr.Cable No.Y1X1Angle at startInclinedStraightTotalNo.Tan(theta)In DegreesLengthLengthLength111500-130=37091250.08094.6418265018265222800-230=57091250.12497.1218286018286333310-225=8591250.00930.5318251018251219135129.193548387121212010.1 ) Cable ordinates and c.g. from bottom about various section in (mm) :section12345678910111213Xx00.7252.4054.0855.7657.4459.12510.80512.48514.16515.84517.52518.2501 , 2y5004443312431801431301431802433314445003 , 4y800713539404307249230249307404539713800Combined CG1 , 2 , 3 & 46505784353232441961801962443234355786505, 6y310297271251237228225228237251271297310Combinedc.g. of all650578435323244196180196244323435578650cables1 to 6Nos. of strand in cable no. 1, 2=12Nos. of strand in cable no. 3, 4=12Nos. of strand in cable no. 5 & 6=0Total no. of cable=2410.2 ) Horizontal angle in radians at various section :section12345678910111213X00.7252.4054.0855.7657.4459.12510.80512.48514.16515.84517.52518.250cab. No.1, 20.08090.07450.05970.04480.02990.01490.00000.01490.02990.04480.05970.07450.0809cab. No.3, 40.12430.11450.09170.06890.04600.02300.00000.02300.04600.06890.09170.11450.1243cab. No.5, 60.01860.01710.01370.01030.00690.00340.00000.00340.00690.01030.01370.01710.018610.3 ) Horizontal angle at various section (in Degree ) :section12345678910111213X00.7252.4054.0855.7657.4459.12510.80512.48514.16515.84517.52518.25cab. No.1, 24.644.273.422.561.710.860.000.861.712.563.424.274.64cab. No.3, 47.126.565.263.952.631.320.001.322.633.955.266.567.12cab. No.5, 61.070.980.790.590.390.200.000.200.390.590.790.981.0710.4 ) Forces after losses due to slip in each cable (KN) :( Ref. cl 11.0 & 11.1 )section12345678910111213X0.000.732.414.095.777.459.1310.8112.4914.1715.8517.5318.25cab. No.1, 22075208421042124216521852206222722062227218521652156cab. No.3, 42014202520492073215721532149217521882162213621112100cab. No.5, 6000000000000010.5 ) Total Forces after losses due to slip (KN) :section12345678910111213X0.000.732.414.095.777.459.1310.8112.4914.1715.8517.5318.25cab. No.1, 21. Nos2075208421042124216521852206222722062227218521652156cab. No.3, 41. Nos2014202520492073215721532149217521882162213621112100cab. No.5, 60. Nos0000000000000Total4089410841524197432243384355440243944389432242764256Avg. force in cable=4277KNAvg. stress in cable 1, 2 ,3 & 41273N/mm2=0.684UTSAvg. stress in cable 5 & 60N/mm2=0.000UTSForce per strand=4277=178KN24Avg. Stress in cable=178x1000=1273N/mm2=0.684UTS14010.6 ) Horizontal component of force at various section (in KN ) :section12345678910111213X0.000.732.414.095.777.459.1310.8112.4914.1715.8517.5318.25cab. No.1, 22069207821002122216421852206222722052225218121592149cab. No.3, 41999201120402068215521522149217421852157212720972084cab. No.1, 2 , 3 & 44067408941404190431843374355440143914382430942564233cab. No.5, 60000000000000Total406740894140419043184337435544014391438243094256423310.7 ) Vertical component of force at various section (in KN ) :section12345678910111213X0.000.732.414.095.777.459.1310.8112.4914.1715.8517.5318.25cab. No.1, 216815512595653303366100130161174cab. No.3, 42502311881439950050101149196241260cab. No.1, 2 , 3 & 441738631323816482083166248326402435cab. No.5, 60000000000000Total41738631323816482083166248326402435


slip loss-111.0 ) 'Calculation of Friction Losses and SlipFor cable 1Cable 112T13k=0.003m=0.30Area=1680mm2Es=195000MPaP ult3125kNP jacking0.7652390kNPoint12345678910111213X0.0000.0000.7252.4054.0855.7657.4459.12510.80512.48514.16515.84517.52518.25Y0.5000.5000.4440.3310.2430.1800.1430.1300.1430.1800.2430.3310.4440.500DX0.0000.7251.6801.6801.6801.6801.6801.6801.6801.6801.6801.6800.725DY0.0000.0560.1130.0880.0630.0380.0130.0130.0380.0630.0880.1130.056parabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaq0.08090.08090.07450.05970.04480.02990.01490.00000.01490.02990.04480.05970.07450.0809Change in angle 'Dq0.00000.00640.02130.03620.05110.06600.08090.09580.11080.12570.14060.15540.1618l0.0000.7271.6841.6821.6811.6801.6801.6801.6801.6811.6821.6840.72718.270Total length 'L'0.0000.7272.4114.0935.7747.4559.13510.81512.49514.17715.85917.54318.270mq+kl0.00000.00410.01360.02310.03260.04220.05170.06120.07070.08020.08970.09930.1034Friction coefficcient1.0001.00000.99590.98650.97710.96790.95870.94960.94060.93170.92290.91420.90550.9018Prestressing Force2390239023812358233623142292227022492227220621852165215612361.8912345798Effect of Slip6.0mm1312.3618912346Fix pt dtst from A =12.48m318.0095929823Point12345678Fixed Pt910111213X0.0000.0000.7252.4054.0855.7657.4459.12510.80512.48012.48514.16515.84517.52518.25Before slip23900.00023900.72523811.68023581.68023361.68023141.68022921.68022701.68022491.67522271.68022271.68022061.68021851.68021650.7252156After slip207520752084210421242144216521852206222722272206218521652156Average loss of force315306276233191148106632100000loss of elongation6.00mmElongation at jacking0.005.3012.1812.0511.9311.8111.7011.5911.4811.3811.2811.184.80127mm31511.1 ) 'Calculation of Friction Losses and SlipFor cable 2Cable 212T13k=0.003m=0.300Area=1680mm2Es=195000MPaP ult3125kNP jacking0.7652390kNPoint12345678910111213X0.0000.0000.7252.4054.0855.7657.4459.12510.80512.48514.16515.84517.52518.25Y0.8000.8000.7130.5390.4040.3070.2490.230.2490.3070.4040.5390.7130.800DX0.0000.7251.6801.6801.6801.6801.6801.6801.6801.6801.6801.6800.725DY0.0000.0870.1740.1350.0970.0580.0190.0190.0580.0970.1350.1740.087parabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaq0.12430.12430.11450.09170.06890.04600.02300.00000.02300.04600.06890.09170.11450.1243Change in angle 'Dq0.000.010.030.060.170.150.120.150.170.190.220.240.25l0.0000.7301.6891.6851.6831.6811.6801.6801.6811.6831.6851.6890.73018.297Total length 'L'0.0000.7302.4194.1055.7877.4689.14810.82912.51014.19215.87817.56718.297mq+kl0.00000.00510.01700.02890.06840.06660.06470.07670.08860.10050.11240.12430.1295Friction coefficcient1.0001.00000.99490.98310.97150.93390.93560.93730.92620.91520.90440.89360.88310.8786Prestressing Force2390239023782350232222322236224122142188216221362111210011116.5031282947Effect of Slip6.0mm1611.1165031283Fix pt dtst from A =12.07m353.6363867873Point12345678Fixed Pt910111213X0.0000.0000.7252.4054.0855.7657.4459.12510.80512.07012.48514.16515.84517.52518.25Before slip23900.00023900.72523781.68023501.68023221.68022321.68022361.68022411.68022141.26521941.68021881.68021621.68021361.68021110.7252100After slip201420142025204920732157215321492175219421882162213621112100Average loss of force3763653282751628088662000000loss of elongation6.00mmElongation at jacking0.005.3112.1912.0211.7011.4711.4811.4211.2911.1711.0610.954.69125mmelongation11.2 ) 'Calculation of Friction Losses and SlipFor cable 5 & 6Cable 10T13k=0.003m=0.30Area=0mm2Es=195000MPaP ult0kNP jacking0.7650kNPoint12345678910111213X0.0000.0000.7252.4054.0855.7657.4459.12510.80512.48514.16515.84517.52518.25Y0.3100.3100.2970.2710.2510.2370.2280.2250.2280.2370.2510.2710.2970.310DX0.0000.7251.6801.6801.6801.6801.6801.6801.6801.6801.6801.6800.725DY0.0000.0130.0260.0200.0140.0090.0030.0030.0090.0140.0200.0260.013parabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaparabolaq0.01860.01860.01710.01370.01030.00690.00340.00000.00340.00690.01030.01370.01710.0186Change in angle 'Dq0.00000.00150.00490.00830.02550.02210.01860.02210.02550.02890.03230.03580.0373l0.0000.7251.6801.6801.6801.6801.6801.6801.6801.6801.6801.6800.72518.251Total length 'L'0.0000.7252.4054.0855.7657.4469.12610.80612.48614.16615.84617.52618.251mq+kl0.00000.00260.00870.01480.02490.02900.03300.03900.04510.05120.05720.06330.0659Friction coefficcient1.0001.00000.99740.99130.98540.97540.97150.96760.96170.95590.95010.94440.93870.9362Prestressing Force000000000000000Effect of Slip6.0mm00Fix pt dtst from A =10.31m0Point12345678910Fixed Pt111213X0.0000.0000.7252.4054.0855.7657.4459.12510.80512.48514.16510.31015.84517.52518.25Before slip00.00000.72501.68001.68001.68001.68001.68001.68001.68001.6800-3.85501.68001.68000.7250After slip000000000000000Average loss of force00000000000000loss of elongation0.0mmElongation at jacking0.000.000.000.000.000.000.000.000.000.000.000.000.000mmelongation


First I- stage12.0 ) Resultant stresses immediately after first stage prestress :Section12345678910111213Horizontal cableRef.Force (kN)Cl. 10.64067408941404190431843374355440143914382430942564233Area of sectionRef.(mm2)Cl. 7.00.5810.5810.5810.5810.5810.5810.5810.5810.5810.5810.5810.5810.581I (m4)Cl. 7.00.0800.0800.0800.0800.0800.0800.0800.0800.0800.0800.0800.0800.080c.g. of c/s from BottomRef.Yb (mm)Cl. 7.00.5580.5580.5580.5580.5580.5580.5580.5580.5580.5580.5580.5580.558c.g. of cable fromRef.Bottom (mm)Cl. 7.00.6500.5780.4350.3230.2440.1960.1800.1960.2440.3230.4350.5780.650Eccentricity-0.092-0.0200.1230.2350.3140.3620.3780.3620.3140.2350.123-0.020-0.092e = Yb - c.g.Zt (m3)0.150.150.150.150.150.150.150.150.150.150.150.150.15Zb (m3)0.140.140.140.140.140.140.140.140.140.140.140.140.14P/A7.07.07.17.27.47.57.57.67.67.57.47.37.3P e/ Zt-2.4-0.53.36.48.810.210.710.38.96.73.4-0.6-2.5P e/ Zb-2.6-0.63.66.99.511.011.511.29.77.23.7-0.6-2.7P/A - Pe/Zt9.47.63.80.8-1.4-2.7-3.2-2.8-1.40.94.07.99.8P/A + Pe/Zb4.46.510.714.116.918.519.018.717.214.711.16.74.6Stress at c.g.7.47.17.910.112.814.615.314.813.010.68.27.47.7Due to prestressStress due to M0At top0.0-0.01.22.12.83.23.33.22.82.11.2-0.00.0At bottom0.00.0-1.3-2.3-3.0-3.4-3.6-3.4-3.0-2.3-1.30.00.0Resultant stressAt top9.47.65.02.91.40.40.10.41.43.05.27.99.8At bottom4.46.59.411.814.015.115.515.314.212.59.96.84.6Depth of Beam (m)1.0751.0751.0751.0751.0751.0751.0751.0751.0751.0751.0751.0751.075Stress atc.g. of cable7.47.17.69.211.112.412.912.611.39.68.07.47.7Avg. stress at c.g. of cable =9.6N/mm2


Mod-Losses-FIRST STAGE13.0 ) LOSSES IN FIRST STAGE PRESTRESS :( As per IRC : 18-2000, Cl 11)Average stress in cable at first stage cable due to first stage prestress=1273N/mm2( Ref. cl 10.5 )Average stress in concrete at CG of first stage cable=9.6N/mm2( Ref. cl 12.0 )13.1)Loss due to elastic shortening :=1x modular ratio x avg. stress in concrete at c.g. of cable2Grade of concrete at the time of stressing=35N/mm2Ec=5000x35=29580N/mm2m=195000=6.629580Loss=0.5x6.6x9.6=31.5N/mm2=2.48%13.2)Due to creep of concrete :( Ref. IRC18-2000 / Tab 2)Creep strain at 21 days=5.1E-04=0.00051(80% maturity)Take creep coefficient=1.6Loss=0.00051x9.32x195000=92.7N/mm2=7.3%1013.3)Due to shrinkage of concrete :(IS 1343:1980, Cl 18.5.2.2)strain due to residual shrinkage:2.0E-04=0.00020at 21 daysInitialNorLowLoss=0.0002x195000=39.0N/mm2=3.1%stressrelx.relx.0.5fp0013.4)Loss due to relaxation of H.T. steel at first stage loss :[email protected]=218.71%x1273x3=83.5N/mm2=6.56%Total loss due to elastic shortening, creep , shrinkage & relaxation :0.6fp2.51.25Total loss=31.5+92.7+39.0+83.5x1.20= 296N/mm2=23.3%0.6874.6752.3375( increased 20% as per IRC:18 CL 7.2.4)0.7fp52.5% instantaneous loss=2.48%0.6844.37426660992.18713330490.8fp94.5Balance loss=23.3-2.48=20.8%


perm-stress-IS134317.0)Permissible stressesThese permissible stresses at various stages are as per design basis report cl. 7.10.7.1Using IS: 1343-1980, the allowable stresses in flexure can be summaraied as follows for Type-2 post-tensioned membersConcrete strengthRef. clauseTension valueCompression valueAt transferfciCl. 19.3.3 & Fig 8A-3 Mpa0.455* fciIn ServicefcuCl. 22.7.1(b) & Fig 7-3 Mpa0.380* fciPermissible stress at first stage prestress If concrete grade is35MpaPermissible stress in service If concrete grade is45MpaConcrete strengthRef. clauseTension valueCompression valueAt transferfciCl. 19.3.3 & Fig 8A-3Mpa15.9MpaIn ServicefcuCl. 22.7.1(b) & Fig 7-3Mpa17.1Mpa


Per Stresses-IRC1814.0)Permissible stresses as per IRC :1)Permissible temperory stresses in concrete at first stage prestressing: (Ref. IRC : 18-2000 cl . 7.1)a)compressive stress=0.5xfcifci=0.8xfckgrade of concretefck=45N/mm2fci=0.8x45=36N/mm2compressive stress=0.5x36=18N/mm22)Permissible temperory stresses in concrete at second stage prestressing: (Ref. IRC : 18-2000 cl . 7.1)a)compressive stress=0.5xfcifci=0.8xfckgrade of concretefck=50N/mm2fci=0.8x50=40N/mm2compressive stress=0.5x40=20N/mm2b)Tensile stress=0.1xPermissible compressive stress=0.1x20=2N/mm23)Permissible stresses in concrete during service: (Ref. IRC : 18-2000 cl . 7.2)a)Max. compressive stress=0.33xfck=0.33x45=14.85N/mm2b)Min compressive stress=5% of max. permanent compressive stressc)Tensile stress=>No tensile stress is not permitted

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Recap - Total-LL116.0)Resultant stresses at all stages :SectionB12345678910111213First stage prestressingP/A - Pe/Zt girtop9.47.63.80.8-1.4-2.7-3.2-2.8-1.40.94.07.99.8P/A + Pe/Zbbot.4.46.510.714.116.918.519.018.717.214.711.16.74.6Motop0.0-0.01.22.12.83.23.33.22.82.11.2-0.00.0bot.0.00.0-1.3-2.3-3.0-3.4-3.6-3.4-3.0-2.3-1.30.00.0Resultant stresstop0.09.47.65.02.91.40.40.10.41.43.05.27.99.80.1bot.0.04.46.59.411.814.015.115.4715.314.212.59.96.84.615.5% Instantaneos loss due to first stage prestressingtop0.00.230.190.090.02-0.03-0.07-0.08-0.07-0.030.020.100.200.242.48bot.0.00.110.160.260.350.420.460.470.460.430.370.280.170.11M1top0.00-0.031.222.182.873.293.433.292.872.181.22-0.030.00bot.0.000.03-1.31-2.36-3.10-3.55-3.70-3.55-3.10-2.36-1.310.030.00Resultant stresstop9.77.76.35.14.23.73.53.64.25.26.58.010.13.5bot.4.56.78.49.811.312.012.212.211.610.58.86.94.712.2M2top0.00-0.010.711.281.701.972.091.971.701.280.71-0.010.00bot.0.000.02-0.76-1.38-1.84-2.13-2.25-2.13-1.84-1.38-0.760.020.00Resultant stresstop9.77.77.06.45.95.65.65.65.96.57.28.010.14.5bot.4.56.77.68.49.49.810.010.19.79.18.17.04.710.1M3top0.00-0.010.290.520.680.780.810.780.680.520.29-0.010.00bot.0.000.01-0.31-0.56-0.73-0.84-0.88-0.84-0.73-0.56-0.310.010.00Resultant stresstop9.77.77.36.96.66.46.46.46.67.07.58.010.14.5bot.4.56.77.37.98.79.09.19.39.08.57.87.04.710.1M4top0.00-0.543.135.306.797.627.817.166.094.582.59-0.500.00bot.0.000.58-3.38-5.72-7.33-8.22-8.43-7.73-6.57-4.94-2.790.540.00Resultant stresstop9.77.210.412.213.414.014.213.512.711.610.17.510.10.7bot.4.57.33.92.21.40.80.71.52.43.65.07.54.714.2% balance loss due to first stage prestressingtop0.02.01.60.80.2-0.3-0.6-0.7-0.6-0.30.20.81.62.020.8bot.0.00.91.32.22.93.53.84.03.93.63.12.31.40.9Resultant stresstop0.07.75.69.612.113.714.614.814.113.011.49.25.98.0bot.0.03.65.91.7-0.8-2.1-3.1-3.3-2.4-1.20.52.66.13.7Min stress3.65.61.7-0.8-2.1-3.1-3.3-2.4-1.20.52.65.93.7Max stress9.77.710.412.213.714.614.814.113.011.610.18.010.1Maximum allowable compressive stress in serivce condition is14.8

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Prestress I Girder_Isarda