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6. Summary of Loading Effects
LOAD CASES DENOTATIONS
No. LOAD CASE CLARIFICATION
1 G_DC Girder Self-weight
2 S_DC Self-weight of Deck Slab+Diaphragms
3 DW Self-weight of Surface + Railings
4 SH_D Shrinkage Differential5 CR_D Creep Differential
6 TG Temperature differential 50C
7 CR Secondary force due to Creep
8 LL_MAX Maximum Live Load + Impact
9 LL_MIN Minimum Live Load + Impact
10 IM_MAX Maximum Impact of Live Load
11 IM_MIN Minimum Impact of Live Load
12 PS Prestress after losses
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10. Checking Nominal Flexural Resistance of Section
COMBINATIONS TO BE UTILIZED FOR CHECKING
LOADINGSDC DW (LL+IM)_MAX (LL+IM)_MIN PS CR_D SH_D TG CR
STRENGTH-I1 1.25 1.50 1.002 1.25 1.50 1.00 0.50 0.50 0.503 1.25 1.50 1.75 1.00 0.50 0.50 0.504 0.90 0.65 1.75 1.00 0.50 0.50 0.50
STRENGTH-IV5 1.50 1.50 1.006 1.50 1.50 1.00 0.50 0.50 0.507 0.90 0.65 1.00 0.50 0.50 0.50
SERVICE III8 1.00 1.00 0.80 1.00 1.00 1.00 0.50 1.009 1.00 1.00 0.80 1.00 1.00 1.00 0.50 1.0010 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Notes: *For checking tensile stress, SERVICE III Combinations will be used.
*For checking Nominal Resistances of Sections, all Combinations will be used.
COMBINATION
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INPUT DATA FOR CALCULATION
Thickness of Slab (mm) TS = 100 mmWidth of Slab (mm) BS = 990 mm
1.4. Material strength & Stress Limits:1.4.1. Prestressing steel (low-relaxation)
Ultimate strength of prestressing steel : f'pu = 1860 MPa
Yield strength : f py=0.9f'pu 1674 MPa
Elastic Modulus : Ep ####### MPa
Limit of tensile stress after immediate losses : 0.9f'py 1506.6 MPa
Limit of tensile stress at service state : f'pe=0.8f'py = 1339.2 MPa
1.4.2. Reinforcement
Yield strength : f'sy = 400 MPa
Limit of tensile stress at service : f'sa=0.6fsy = 240 MPa
Elastic Modulus : Es = ####### MPa
1.4.3. Concrete
Density gc = 2500 kg/m3Thermal coefficient EXP = ####### 1/ C
a) Girder Concrete
Compresive strength at 28 days : f'c = 50 MPa
Compresive strength at time of initial prestress : f'ci = 0.9f'c = 45 MPa
Limit of compresive stress at time of initial prestres : 0.6 f'ci = 27 MPa
Limit of tensile stress at time of initial prestress : 0.58(f'ci).
= 3.89076 MPa
Limit of compresive stress at service
* Prestress + permanent load : 0.45 f'c 22.5 MPa
* Live load +1/2(prestress + permanent l : 0.4 f'c 20 MPa
Limit of tensile stress at service : 0.5(f'c).
= 3.54 MPa
Elastic Modulus : 0.043gc.(f'c)
.: Ec1 = 38010 MPa
b) Slab Concrete
Compresive strength at 28 days : f'c = 30 MPa
Limit of compresive stress at service
* Prestress + permanent load : 0.45 f'c 13.5 MPa
* Live load +1/2(prestress + permanent l : 0.4 f'c 12 MPa
Limit of tensile stress at service : 0.5(f'c).
= 2.74 MPa
Elastic Modulus : 0.043gc.(f'c)
.: Ec2 = 29440 MPa
Creep Coeff. : (at t= 120 days) Fti = 1.2
Infinity Creep Coeff. : (infinitive time t= 75years) Finf = 2.2
Stress Coeff. Due to Creep at t=120 days: K = 0.375
Stress Coeff. Due to Creep at t=120 days: K' 0.6875
1.5.4 Differential Shrinkage : (at time t= days) SHDIF = #######
1.5.7 Differential Temperature:
Page 3 1-Condition
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Delta T TDIF = 5 C
Page 4 1-Condition
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2. Section Properties
2.1. Cross Section Properties (Oval holes included)
Cross section
Section Area Extreme fibre Bending Modulus Ine
mm2 Top y' Bottom y Top W' Bottom W Ix
mm mm mm3
mm3
mm4
SEC-1 713,025 382 368 87,731,257 91,068,859 33,513,340,000
SEC-2 511,653 385 365 81,612,832 85,972,276 31,400,944,531
SEC-3 511,653 385 365 81,612,832 85,972,276 31,400,944,531
SEC-4 511,653 385 365 81,612,832 85,972,276 31,400,944,531
SEC-5 511,653 385 365 81,612,832 85,972,276 31,400,944,531
2.2. Tranformed Section Properties for initial stage at tranfer (Prestressing steel included)
Area Extreme fibre Bending Modulus Ine
Section mm2
Top y2' Bottom y2 Top W2' Bottom W2 Ix
mm mm mm3
mm3
mm4
SEC-1 730,342 388 362 90,456,833 96,870,829 35,082,759,403
SEC-2 528,971 393 357 83,872,816 92,196,292 32,939,179,778
SEC-3 528,971 393 357 83,872,816 92,196,292 32,939,179,778
SEC-4 528,971 393 357 83,872,816 92,196,292 32,939,179,778
SEC-5 528,971 393 357 83,872,816 92,196,292 32,939,179,778
2.3. Composite Section Properties for final stage (service stage)
Area Extreme fibre Bending Modulus Ine
Section mm2
Top y3' Bottom y3 Top W3' Bottom W3 Ix
mm mm mm3
mm3
mm4
SEC-1 830,747 334 416 159,420,322 127,798,476 53,200,750,670
SEC-2 629,375 321 429 158,748,483 118,463,316 50,879,521,983
SEC-3 629,375 321 429 158,748,483 118,463,316 50,879,521,983
SEC-4 629,375 321 429 158,748,483 118,463,316 50,879,521,983
SEC-5 629,375 321 429 158,748,483 118,463,316 50,879,521,983
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rtia
Iy
mm4
54,012,959,000
42,573,303,073
42,573,303,073
42,573,303,073
42,573,303,073
rtia
Iy
mm4
56,907,377,220
45,467,721,293
45,467,721,293
45,467,721,293
45,467,721,293
rtia
Iy
mm4
65,107,900,503
53,668,244,575
53,668,244,575
53,668,244,575
53,668,244,575
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3 Internal forces
3.1. Due to S.W of Girder
w = (A1x2+A2x18)x2.5/20 = (0.03351x1.2+0.03225x18.8) x 2.5 / 20 = 13.04 kg/cm
Where : A1 : Area of Section 1
A2 : Area of Section 2 , 3 , 4
Length of Section 1 : 2 m
Length of Section 1+2+3 : 18 m
Bending Moment and Shear forces due to S.W of Girder
Component Unit Sec - 1 Sec - 2 Sec - 3 Sec - 4 Sec - 5
Distance from section to left bearing mm 0 375 3,300 4,850 9,700
Distance from section to right bearing mm 19,400 19,025 16,100 14,550 9,700
Moment M N.mm 0 46,526,827 346,487,295 460,205,951 613,607,935
Shear V N 126,517 121,626 83,475 63,259 0
3.2. Due to S.W of Deck Slab
w = 2.913 + 0.723 = 3.64 N / mm
Bending Moment and Shear forces due to S.W of deck slab
Component Unit Sec - 1 Sec - 2 Sec - 3 Sec - 4 Sec - 5
Distance from section to left bearing mm 0 375 3,300 4,850 9,700
Distance from section to right bearing mm 19,400 19,025 16,100 14,550 9,700
Moment M N.mm 0 12,970,294 96,590,340 128,291,715 171,055,620
Shear V N 35,269 33,906 23,270 17,635 0
Ltt
Ltt = 19.4m
w = 3.64 N / mm
A - A
BA
B - B
BA
HOLLOW SLAB
DEAD LOAD(DC)
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3.3. Due to S.W of Railing, Parapet and Barrier
w = 0.968 N / MM
Bending Moment and Shear forces due to S.W of Railing , Parapet and Barrier
Component Unit Sec - 1 Sec - 2 Sec - 3 Sec - 4 Sec - 5
Space from section to left bearing mm 0 375 3,300 4,850 9,700
Space from section to right bearing mm 19,400 19,025 16,100 14,550 9,700
Moment M N.mm 0 3,453,038 25,714,920 34,154,670 45,539,560
Shear V N 9,390 9,027 6,195 4,695 0
3.4. Due to S.W of surface
w = 990 *50 * 0.0000023*9.8066 = 1.116 N / mm
Ltt = 19.4m
w = 0.968 N / MM
Ltt = 19.4m
w = 1.116 N/mm
A B
DETAIL "A" DETAIL "B"
SUPERSTRUCTURE
DEAD LOAD (DC)
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Bending Moment and Shear forces due to S.W of Surface
Component Unit Sec - 1 Sec - 2 Sec - 3 Sec - 4 Sec - 5
Space from section to left bearing m 0 375 3,300 4,850 9,700
Space from section to right bearing m 19,400 19,025 16,100 14,550 9,700
Moment M T.m 0 3,982,699 29,659,329 39,393,651 52,524,868
Shear V T 10,830 10,411 7,145 5,415 0
3.5. Due to Live Load plus Impact
3.5.1. Calculation of transverse distribution of live load (AASHTO 98 4.6.2.2.2)
Calculation span length L = 19400.00 mm
With of beam b = 990.00 mm
Moment of inertia of beam I = 5.09E+10 mm4
St. Venant's torsional inertia J = A4
/ (40*(Ix+Iy)) 3.75E+10 mm4
Number of beams Nb = 18.00 Nos
Distance from exterior web of exterior beam
and the interior edge of curb or traffic barrier de = -200.00 mm
Correction factor for Moment e = 1.01
Correction factor for Shear e = 1.01
Impact factor IM = 1.33
Factor used in calculation of distribution factor k = 1.50
Distribution of live loads per Lane for Moment in
+ Interior beams g = 0.2480
+ Exterior beams g = 0.2514
Distribution of live loads per Lane for Shear in
+ Interior beams g = 0.4313
+ Exterior beams g = 0.4342
VEHICULAR LIVE LOADING DATA
Unit
Standard
load
Distance from axle to front
axle
Axle concentrated load P1 N 35,000
Truck Axle concentrated load P2 N 145,000 4300
Axle concentrated load P3 N 145,000 4300
Tandem Axle concentrated load P4 N 110,000
Axle concentrated load P5 N 110,000 1200Lane Load Uniform distributed load W N / mm 9.30
3.5.2. Calculation value of influence line
P1 P2 P3
4.3
P4
MY5LttLtt
4.3
MY2 MY3MY1
P5
MY4
1.2
P1 P2 P3
4.3P4
VY5LttLtt
4.3
VY2 VY3VY1
P5
VY4
1.2
Xi Xi
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Iterm Unit Sec - 1 Sec - 2 Sec - 3 Sec - 4 Sec - 5
Distance from calculated section to left bearing mm 0 375 3,300 4,850 9,700
Distance from calculated section to right bearin mm 19,400 19,025 16,100 14,550 9,700
Area of Moment influence line MA mm2
0 3,567,188 26,565,000 35,283,750 47,045,000
Area of Shear influence line VA1 > 0 mm2
9,700 9,329 6,681 5,456 2,425
Area of Shear influence line VA2 < 0 mm2
0 -4 -281 -606 -2,425
Value of Moment influence line MY1 0.00 0 0 413 2700
Value of Moment influence line MY2 0.00 368 2739 3638 4850
Value of Moment influence line MY3 0.00 285 2007 2563 2700Value of Moment influence line MY4 0.00 0 2241 3188 4550
Value of Moment influence line MY5 0.00 356 2637 3488 4550
Value of Shear influence line VY1 1.00 0.98 0.83 0.75 0.50
Value of Shear influence line VY2 1.00 0.98 0.83 0.75 0.50
Value of Shear influence line VY3 1.00 0.98 0.83 0.75 0.50
Value of Shear influence line VY4 1.00 0.98 0.83 0.75 0.50
Value of Shear influence line VY5 1.00 0.98 0.83 0.75 0.50
Bending Moment due to Live Load plus Impact
M = IM*g*MY(i)*P(i) for concentrated load or M = g*MA*W for uniform load
Forces Sec - 1 Sec - 2 Sec - 3 Sec - 4 Sec
0 375 3300 4850 97
X(mm) M(N.mm) X(mm) M(N.mm) X(mm) M(N.mm) X(mm) M(N.mm) X(mm)
P1 -3,925 0 -1,000 0 550 4,827,630 5,400
By P2 375 17,830,528 3,300 132,784,716 4,850 176,365,245 9,700
Truck P3 4,675 13,800,501 7,600 97,320,475 9,150 124,243,557 14,000
Total 31,631,029 230,105,191 305,436,432
By P4 374 0 3,299 82,418,100 4,849 117,242,449 9,699
Tandem P5 376 13,100,013 3,301 96,979,199 4,851 128,277,032 9,701
Total 13,100,013 179,397,299 245,519,480
By lane load W 8,340,637 62,113,089 82,498,879
Total 0 39,971,666 292,218,280 387,935,311
Shear forces due to Live Load plus Impact
V = IM*g*VY(i)*P(i) for concentrated load or V = g*VA(i)*W for uniform load
Forces Sec - 1 Sec - 2 Sec - 3 Sec - 4 Sec
0 375 3300 4850 97X(mm) V(N) X(mm) V(N) X(mm) V(N) X(mm) V(N) X(mm)
P1 8,600 20,204 8,975 19,813 11,900 16,766 13,450 15,151 18,300
By P2 4,300 83,721 4,675 82,103 7,600 69,477 9,150 62,786 14,000
Truck P3 0 83,740 375 82,121 3,300 69,496 4,850 62,805 9,700
Total 187,665 184,037 155,738 140,742
By P4 0 63,527 375 62,299 3,300 52,721 4,850 47,645 9,700
Tandem P5 1,200 63,523 1,575 62,295 4,500 52,717 6,050 47,641 10,900
Total 127,050 124,594 105,438 95,286
By lane load W 119,979 115,386 82,633 67,488
Total 307,645 299,423 238,372 208,231
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3.6. Due to prestressing
3.6.1 Stress Loses (AASHTO LRFD 5.9.5)Specified strength of Prestressing steel fpu 1860 MPa
Yield strength of Prestressing steel fpy = 0.9fpu 1674 MPa
Stress in Prestressing steel immediately prior to transfer fpt = 0.75fpu 1395 MPa
Stress in Prestressing steel at service limit state after all losses fpe = 0.8fpy 1339 MPa
Area of strand at bottom fibre (at section 3,4,5) (32 strands) Aps1 3158.7 mm
Area of strand at top fibre (3 strands) Aps2 296.1 mm
Area of strand at bottom fibre (at section 1,2) (10 strands) A'ps1 987.1 mm
Density of concrete yc 2400 Kg/m
Specified compressive strength of Concrete f'c 42 MPa
Specified compressive strength of Concrete at time of stress transfer f'ci = 0.9f'c 37.8 MPa
Elastic modulus of Prestressing Steel Ep 197000 MPa
Elastic modulus of Concrete Ec 32765 MPa
Stress in Prestressing steel at jacking fpj = 0.75fpu 1395 MPa
Jacking force (for one strand) 14 Ton
Loss due to Elastic shorteningfpES =Ep*fcgp/Eci
ci Modulus of elasticity of concrete at transfer
Eci = 0.043*yc.
*(fci').
= 31084 MPa
fcgpSum of concrete stresses at the center of gravity of prestressing tendons due to prestressing force at trasfer and the self-wei
of the member at the section of maximum moment
fcgp = fo + fp 11.67 MPa
fo due to self - weight of girderfo = Mo*e / Ix -4.38 MPa
Mo Moment due to self-weight of girder
fp due to prestressing steel : fp = N/ A + N*e*e/Ix 16.05 MPa
N = 0.7*fpu*(Aps1 + Aps2) = 4498215 N
e : Distance from CGS to center of gravity of girder -235 mm
Unit Sec - 1 Sec - 2 Sec - 3 Sec - 4 Sec - 5
Sum of concrete stress at CGS fcgp N/mm2 11.67 11.67 11.67 11.67 11.67
Loss due to elastic shortening DfpES N/mm2 73.9 73.9 73.9 73.9 73.9
Loss due to Shrinkage
fpSR = (117-1.03*H)
Unit Sec - 1 Sec - 2 Sec - 3 Sec - 4 Sec - 5The average annual ambient relative humidity H % 85 85 85 85 85
Loss due to Shrinkage DfpSR N/mm2 29.5 29.5 29.5 29.5 29.5
Loss due to Creep
fpCR = 12.0 *fcgp - 7.0* fcdp
fcdpchange in concrete stress at center of gravity of prestressing steel due to permanent loads, with the
exception of the load acting at the time the prestressing force is applied
fcdp = Msw *e/Ix -1.92 MPaMsw : Moment due to self - weight of deck slab , surface, railing and parapet
Msw = 2.69E+08 N.mm
Unit Sec - 1 Sec - 2 Sec - 3 Sec - 4 Sec - 5
Sum of concrete stress at CGS fcgp N/mm
2
11.7 11.7 11.7 11.7 11.7Change in concrete stress at CGS Dfcdp N/mm
2 -1.9 -1.9 -1.9 -1.9 -1.9
Loss due to Creep DfpCR N/mm2 126.6 126.6 126.6 126.6 126.6
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Loss due to relaxation
Loss due to relaxation at transfer (Initial stage)
fpR1 = log(24.0*t) / 40.0*[fpj / fpy - 0.55]*fpjfpj : initial stress in strand at the end of prestressing = 0.75*fpu
Loss due to relaxation at after transfer (final stage)
fpR2 = (138 - 0.4* fpES - 0.2*( fpSR + fpCR))*30%
Unit Sec - 1 Sec - 2 Sec - 3 Sec - 4 Sec - 5
Time estimated in day from stressing to transfer (t) Day 5 5 5 5 5
Loss due to relaxation at transferDfpR1 N/mm2 20.5 20.5 20.5 20.5 20.5
Loss due to relaxation after transferDfpR2 N/mm2 23.2 23.2 23.2 23.2 23.2
3.6.2 Internal forces due to prestressing
Bending moment, shear force and normal force due to prestressing
Unit Sec - 1 Sec - 2 Sec - 3 Sec - 4 Sec - 5
INITIAL STAGE AT TRANSFERInitial prestress i = Jacking stress j - (prestress losses due to relaxation at transfer and Elastic shortening)
Jacking stress j = stress in prestressing steel immidiately prior to transfer fpt
j = fptNormal force N =si1*Aps1 (A'ps1) + si2*Aps2
Shear force V = 0Moment M = si1*Aps1(A'ps1)*d1 - si2*Aps2*d2d1 Distance from CGS at bottom fibre to neutral axles
d2 Distance from CGS at top fibre to neutral axles
A'ps1 for Section 1 and Section 2 750
Total of Losses due to relaxation and elastic shortening N/mm2 94 94 94 94 94Jacking stress at bottom fibre j1 N/mm
2 1395 1395 1395 1395 1395
Jacking stress at top fibre j2 N/mm2 1395 1395 1395 1395 1395
Initial stress at bottom fibre i1 N/mm2 1301 1301 1301 1301 1301
Initial stress at top fibre i2 N/mm2 1301 1301 1301 1301 1301
Distance from CGS at bottom fibre to neutral axles d1 mm 295 290 290 290 290
Distance from CGS at top fibre to neutral axles d2 mm 338 343 343 343 343
Normal force N N 1.67E+06 1.67E+06 4.49E+06 4.49E+06 4.49E+06
Shear force V N 0 0 0 0 0
Moment M N.mm 0.00E+00 -2.40E+08 -1.06E+09 -1.06E+09 -1.06E+09
FINAL STAGE AT SERVICEPrestress i = Jacking stress j - (total losses of prestress)
Jacking stress sj = Stress in Prestressing steel at service limit state after all losses fpe
j = fpeNormal force N =si1*Aps1 (A'ps1) + si2*Aps2
Shear force V = 0Moment M = si1*Aps1(A'ps1)*d1 - si2*Aps2*d2d1 Distance from CGS at bottom fibre to neutral axles
d2 Distance from CGS at top fibre to neutral axles
A'ps1 for Section 1 and Section 2
Total of Losses N/mm2
274 274 274 274 274Jacking stress at bottom fibre j1 N/mm
2 1339 1339 1339 1339 1339
Jacking stress at top fibre j2 N/mm2 1339 1339 1339 1339 1339
Stress at bottom fibre i1 N/mm2 1066 1066 1066 1066 1066
Stress at top fibre i2 N/mm2 1066 1066 1066 1066 1066
Distance from CGS at bottom fibre to neutral axles d1 mm 349 362 362 362 362
Distance from CGS at top fibre to neutral axles d2 mm 164 151 151 151 151
Normal force N N 1.37E+06 1.37E+06 3.68E+06 3.68E+06 3.68E+06
Shear force V N 0 0 0 0 0
Moment M N.mm 0.00E+00 -3.33E+08 -1.17E+09 -1.17E+09 -1.17E+09
Where : CGS : Central gravity of strand
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Summary of sectional forces for initial stage(at tranfer)
Unit Section - 1 Section - 2 Section - 3 Section - 4 Section -
N N 0 0 0 0 0
Self - Weight of Girder (DL1) V N 126,517 121,626 83,475 63,259 0
M N.mm 0 46,526,827 346,487,295 460,205,951 613,607,93
N N 1,668,852 1,668,852 4,493,063 4,493,063 4,493,063Initial prestress (Ps) V N 0 0 0 0 0
M N.mm 0 -239,998,824 ########### ########### #########
Summary of sectional forces for final stage(service stage)
Unit Section - 1 Section - 2 Section - 3 Section - 4 Section -
N N 0 0 0 0 0
Self - Weight of Girder (DL1) V N 126,517 121,626 83,475 63,259 0
M N.mm 0 46,526,827 346,487,295 460,205,951 613,607,93
N N 0 0 0 0 0
Self - Weight of deck (DL2) V N 35,269 33,906 23,270 17,635 0
M N.mm 0 12,970,294 96,590,340 128,291,715 171,055,62
N N 0 0 0 0 0Self-Weight of railing, parapet, Barrier(DL3) V N 9,390 9,027 6,195 4,695 0
M N.mm 0 3,453,038 25,714,920 34,154,670 45,539,56
N N 0 0 0 0 0
Self - Weight of surface (DL4) V N 10,830 10,411 7,145 5,415 0
M N.mm 0 3,982,699 29,659,329 39,393,651 52,524,86
N N 0 0 0 0 0
Live load plus impact (LL) V N 307,645 299,423 238,372 208,231 123,814
M N.mm 0 39,971,666 292,218,280 387,935,311 507,661,48
N N 1,367,310 1,367,310 3,681,220 3,681,220 3,681,220
Prestress (Ps) V N 0 0 0 0 0
M N.mm 0 -333,250,123 ########### ########### #########
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4. Checking for initial stage at transfer
Specified compressive strength of Concrete f'c 42 Mpa = 42.0 N / mm
at time of initial prestressing f'ci = 0.9*f'c 37.8 Mpa = 37.8 N / mm
Compressive stress limit [ f 1 ] = 0.6*f'ci 22.68 Mpa = 22.68 N / mmTensile stresses limit [ f 2 ] = 0.58*(f'ci )
0.53.57 Mpa = 3.57 N / mm
4.1. Summary of Sectional forcesUnit Section - 1 Section - 2 Section - 3 Section - 4 Section - 5
N N 0 0 0 0 0Self - Weight of Girder (DL1) V N 126,517 121,626 83,475 63,259 0
M N.mm 0 46,526,827 346,487,295 460,205,951 613,607,935N N 1,668,852 1,668,852 4,493,063 4,493,063 4,493,063
Initial prestress (Ps) V N 0 0 0 0 0M N.mm 0 -239,998,824 ########### ########### ###########N N 1,668,852 1,668,852 4,493,063 4,493,063 4,493,063
Total (DL1 + Ps) V N 126,517 121,626 83,475 63,259 0M N.mm 0 -193,471,998 -711,889,542 -598,170,886 -444,768,902
4.2. Checking sectional stress (AASHTO' 98 5.9.4.1)
fb < [ f1 ] OKif ( ft < 0, ft < [ f2 ] , ft < [ f1 ] ) OK
fb = M / W + N / A
ft = -M / W + N / AW , A : Bending modulus and Area of transform section
Unit Section - 1 Section - 2 Section - 3 Section - 4 Section - 5
fb N / mm 2.29 5.25 16.22 14.98 13.32
Checking OK OK OK OK OK
Checking sectional stress f t N / mm 2.29 0.85 0.01 1.36 3.19
Checking OK OK OK OK OK
TRANSFORM SECTION 3,4,5TRANSFORM SECTION 1 , 2
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4.3. Checking Flexural Resistance (AASHTO 98 5.7.3.2.2)Specified strength of Prestressing steel fpu 1860 MPa
Yield strength of Prestressing steel fpy = 0.9fpu 1674 MPa
Yield strength of tension reinforcement fy 400 MPa
Yield strength of compression reinforcement f'y 400 MPa
Area of strand at bottom fibre (at section 3,4,5) (32 strands) Aps1 3.16E+03 mm2
Area of strand at bottom fibre (at section 1,2) (10 strands) A'ps1 9.87E+02 mm2
Density of concrete yc 2500 Kg/m3
Specified compressive strength of Concrete f'c 42 MPa
Specified compressive strength of Concrete at time of initial prestressing f'ci = 0.9f'c 37.8 MPa
*Mu < Mr OKMr = *MnMn = Aps*fps*(dp - a/2) + As*fy*(ds - a/2) - A's*f'y*(d's-a/2) + 0.85*f'c(b - bw)* 1*hf*(a/2 - hf/2)
a = c* 1c = (Aps*fpu + As*fy - A's*f'y) / (0.85*f'c* 1*b + k*Aps*fpu/dp)
fps = fpu*(1 - k*c/dp)Unit Section 1 Sect
Sectional Properties Depth of Girder H mm 750Width of compression flange b mm 990Width of web bw mm 920
Compression flange depth hf mm 0
Total Area of Prestressing Cables Aps mm2
987Distance from extreme compressive fibre to
centroid of Prestressing Cables dp mm 700
Area of Tensile Reinforcement As mm2
0
Distance from extreme compressive fibre to
centroid of Tensile Reinforcement ds mm 0
Area of Compressive Reinforcement A's mm2
0
Distance from extreme compressive fibre to
centroid of Compressive Reinforcement d's mm 0
Calculation of Mr Stress block factor b1 0.69
Distance from extreme compressive fibre to the
Neutral Axis c mm 73Depth of equivalent stress block a mm 50
Average stress in Prestress steel at nominal
bending resistance fps MPa 1806Nominal Resistance Mn N.mm 1,202,830,392 1,202,830Flexural Resistance factor j 1.0Factored Resistance Mr N.mm 1,202,830,392 1,202,830
Checking Factored Bending Moment due to
External Loads Mu N.mm 0 193,47OK
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4.4. Checking Shear Resistance (ASSHTO 98 5.8.3.3)
Specified strength of Prestressing steel fpu 1860
Yield strength of Prestressing steel fpy = 0.9fpu 1674
Yield strength of tension reinforcement fy 400
Yield strength of compression reinforcement f'y 400
Area of strand at bottom fibre (at section 3,4,5) (32 strands) Aps1 3.16E+03
Area of strand at bottom fibre (at section 1,2) (10 strands) A'ps1 9.87E+02
Specified compressive strength of Concrete f'c 42
Specified compressive strength of Concrete at time of initial prestressing f'ci = 0.9f'c 37.8
Elastic modulus of Prestressing Steel Ep 197000
Elastic modulus of reinfocing bars Es 200000
Elastic modulus of Concrete Ec 32765
Vu < Vr OKVr = *VnVn = Vc + Vs + V
Unit Section 1
Sectional Properties Depth of Girder H mm 750
Width of compression flange b mm 990
Effective web width bw mm 920
Total Area of Prestressing Cables Aps mm 987
s ance rom ex reme compress ve re o cen ro oPrestressing Cables dp mm 67500
Area of Tensile Reinforcement As mm2
0
Calculation of Vr Effective shear Depth dv mm 540
Effective web width bv mm 920
Spacing of stirrups s mm 150Angle of inclination of transverse reinforcement to longitudinal
axis of girder a degrees 90Factor indicating ability of diagonally cracked concrete to
transmit tension b #NAME?
Area of shear reinf. within a distance s Av mm2
616
Strain in the tensile reinforcement ex 0.002000
Inclination angle of diagonal compressive stress q degrees #NAME?
Calculate b & q Shear stress on the concrete v N/mm2
0.283
v/f'c 0.0057Assumed Inclination angle ssumed degrees 27.00#NAME?
Effective stress of P/S after all losses fpe MPa 13
ex1 0.002
Area of Conc. on flexural tensile side of section Act mm2
345000Fe 1
omponen o e ec ve pres rese orce n e rec on o e
applied shear Vp N 0
Nominal Resistance of Concrete Vc N #NAME?
Nominal Resistance of Reinforcement Vs N #NAME?
Nominal Resistance Vn N #NAME?Resistance factor for shear j 0.9Factored Resistance Vr N #NAME?
Checkin Factored Moment due to External Loads Mu N.mm 0
Factored Axial Force due to External Loads Nu N 16,688,518,466Factored Shear Force due to External Loads Vu N 126,517
#NAME?
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5. Checking for final stage at service
Specified compressive strength of Concrete f'c 42 Mpa = 42.00 N / mm
Compressive stress limit due to Ps + DL [ f 1 ] = 0.45*f'c 18.9 Mpa = 18.90 N / mm
Compressive stress limit due to LL + 1/2 (Ps + DL) [ f2 ] = 0.4*f'c 17 Mpa = 16.80 N / mm
Compressive stress limit due to Ps + (DL + LL) [ f 3 ] = 0.6*f'c 25.2 Mpa = 25.20 N / mm
Tensile stresses limit at service stage [ f 4 ] = 0.5*(f'c )0.5
3.24 Mpa = 3.24 N / mm
5.1. Summary of Sectional forcesUnit Section - 1 Section - 2 Section - 3 Section - 4 Section - 5
N N 0 0 0 0 0Self - Weight of Girder (DL1) V N 126,517 121,626 83,475 63,259 0
M N.mm 0 46,526,827 346,487,295 460,205,951 613,607,935N N 0 0 0 0 0
Self - Weight of deck (DL2) V N 35,269 33,906 23,270 17,635 0M N.mm 0 12,970,294 96,590,340 128,291,715 171,055,620N N 0 0 0 0 0
Self-Weight of railing, parapet, Barrier (DL3) V N 9,390 9,027 6,195 4,695 0M N.mm 0 3,453,038 25,714,920 34,154,670 45,539,560N N 0 0 0 0 0
Self - Weight of surface (DL4) V N 10,830 10,411 7,145 5,415 0M N.mm 0 3,982,699 29,659,329 39,393,651 52,524,868N N 0 0 0 0 0
Live load plus impact (LL) V N 307,645 299,423 238,372 208,231 123,814M N.mm 0 39,971,666 292,218,280 387,935,311 507,661,483N N 1,367,310 1,367,310 3,681,220 3,681,220 3,681,220
Prestress (Ps) V N 0 0 0 0 0M N.mm 0 ########## -1,170,876,183 -1,170,876,183 -1,170,876,183N N 1,367,310 1,367,310 3,681,220 3,681,220 3,681,220
I. Ps + (DL1 + DL2 + DL3 + DL4) V N 182,006 174,969 120,086 91,003 0M N.mm 0 ########## -672,424,299 -508,830,195 -288,148,200N N 683,655 683,655 1,840,610 1,840,610 1,840,610
II. LL*1.25 + 1/2 * (DL1+DL2+DL3+DL4+Ps) V N 475,559 461,764 358,008 305,790 154,767M N.mm 0 -83,194,051 29,060,701 230,504,041 490,502,754N N 1,367,310 1,367,310 3,681,220 3,681,220 3,681,220
III. Ps + (DL1 + DL2 + DL3 + DL4 + LL*1.25) V N 566,562 549,248 418,051 351,291 154,767M N.mm 0 ########## -307,151,449 -23,911,057 346,428,654
COMPOSITE SECTION 3,4,COMPOSITE SECTION 1 , 2
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5.2. Checking sectional stress (AASHTO' 98 5.9.4.2)
Checking stress due to Ps + (DL1 + DL2 + DL3 + DL4)
fb < [ f1 ] OK
if ( ft < 0, abs(ft)< [ f4 ] , ft < [ f1 ] ) OK
fb = M / W + N / A
ft
= -M / W + N / A
W , A : Bending modulus and Area of transform sectionUnit Section - 1 Section - 2 Section - 3 Section - 4 Section - 5
fb N / mm 1.65 4.42 11.53 10.14 8.28
Checking OK OK OK OK OKChecking sectional stress f t N / mm 1.65 0.49 1.61 2.64 4.03
Checking OK OK OK OK OKChecking stress due to LL*1.25 + 1/2 * (DL1 + DL2 + DL3 + DL4 + Ps)
fb < [ f2 ] OK
if ( ft < 0, abs(ft)< [ f4 ] , ft < [ f2 ] ) OK
fb = M / W + N / A
ft = -M / W + N / A
W , A : Bending modulus and Area of transform sectionUnit Section - 1 Section - 2 Section - 3 Section - 4 Section - 5
fb N / mm 0.82 1.79 2.68 0.98 -1.22
Checking OK OK OK OK OKChecking sectional stress f t N / mm 0.82 1.61 3.11 4.38 6.01
Checking OK OK OK OK OKChecking stress due to Ps + (DL1 + DL2 + DL3 + DL4 + LL * 1.25)
if (fb
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5.3. Checking Flexural Resistance (AASHTO 98 5.7.3.2.2)Specified strength of Prestressing steel fpu 1860 MPa
Yield strength of Prestressing steel fpy = 0.9fpu 1674 MPa
Yield strength of tension reinforcement fy 400 MPa
Yield strength of compression reinforcement f'y 400 MPa
Area of strand at bottom fibre (at section 3,4,5) (32 strands) Aps1 3.16E+03 mm2
Area of strand at bottom fibre (at section 1,2) (10 strands) A'ps1 9.87E+02 mm2
Density of concrete yc 2500 Kg/m
Specified compressive strength of Concrete f'c 42 MPa
Specified compressive strength of Concrete at time of initial prestressing f'ci = 0.9f'c 37.8 MPa
*Mu < Mr OK
Mr = *MnMn = Aps*fps*(dp - a/2) + As*fy*(ds - a/2) - A's*f'y*(d's - a/2) + 0.85*f'c(b - bw )* 1*hf*(a/2 - hf /2)
a = c* 1c = (Aps*fpu + As*fy - A's*f'y) / (0.85*f'c* 1*b + k*Aps*fpu/dp)
fps = fpu*(1 - k*c/dp)Unit Section 1
Load combination Ps*1+DL1*1.25+DL2*1.25+DL3*1.25+DL4*1.5+LL*1.75 Mu N.mm 0 17
Sectional Properties Depth of Girder H mm 870
Width of compression flange b mm 990Width of web bw mm 990
Compression flange depth hf mm 120
Total Area of Prestressing Cables Aps mm2
987
Distance from extreme compressive fibre to centroid of
Prestressing Cables dp mm 820
Area of Tensile Reinforcement As mm 0
Distance from extreme compressive fibre to centroid of
Tensile Reinforcement ds mm 0
Area of Compressive Reinforcement A's mm 0
Distance from extreme compressive fibre to centroid of
Compressive Reinforcement d's mm 0
Calculation of Mr Stress block factor b1 0.69
Distance from extreme compressive fibre to the Neutral
Axis c mm 73
Depth of equivalent stress block a mm 51Average stress in Prestress steel at nominal bending
resistance fps MPa 1814
Nominal Resistance Mn N.mm 1,422,605,420 1,42Flexural Resistance factor j 1.0Factored Resistance Mr N.mm 1,422,605,420 1,42
Checking Factored Bending Moment due to External Loads Mu N.mm 0 17
OK
Checking Limit for reinforcement (AASHTO 98 5.7.3.3)
Maximum reinforcement
C/de 0.42 OK
c = (Aps*fpu + As*fy - A's*f'y) / (0.85*f'c* 1*b + k*Aps*fpu/dp)
de = (Aps*fps*dp + As*fy*ds) / (Aps*fps + As*fy)
Minimum reinforcement
Mr 1.2*Mcr OK
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Mcr = fr* Wtfr = 0.63*f'c^0.5
Unit Section 1
Checking Maximum
reinforcement
The corresponding effective depth from extreme
compression fibre to centroid of the tensile force in the
tensile reinforcement
de mm 820
C/de 0.09OK
Checking Maximum
reinforcementModulus of rupture fr MPa 4.08
Bending modulus for top fibre of section Wt mm3 159,420,322 15
Factored Resistance Mr N.mm 1,422,605,420 1,42
Cracking moment Mcr N.mm 650,891,916 64
OK
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5.4. Checking Shear Resistance (ASSHTO 98 5.8.3.3)Specified strength of Prestressing steel fpu 1860 M
Yield strength of Prestressing steel fpy = 0.9fpu 1674 M
Yield strength of tension reinforcement fy 400 M
Yield strength of compression reinforcement f'y 400 M
Area of strand at bottom fibre (at section 3,4,5) (32 strands) Aps1 3.16E+03 mArea of strand at bottom fibre (at section 1,2) (10 strands) A'ps1 9.87E+02 m
Specified compressive strength of Concrete f'c 42 MSpecified compressive strength of Concrete at time of initial prestressing f'ci = 0.9f'c 37.8 M
Elastic modulus of Prestressing Steel Ep 197000 M
Elastic modulus of reinfocing bars Es 200000 M
Elastic modulus of Concrete Ec 33990 M
Vu < Vr OK
Vr = *Vn
Vn = Vc + Vs + VpUnit Section 1
Load combination Ps*1+DL1*1.25+DL2*1.25+DL3*1.25+DL4*1.5+LL*1.75 Mu N.mm 0Nu N 1,367,310Vu N 768,593
Sectional Properties Depth of Girder H mm 870Width of compression flange b mm 990
Effective web width bw mm 990
Total Area of Prestressing Cables Aps mm2 987,000,000s ance rom ex reme compress ve re o cen ro o
Prestressing Cables dp mm 67500
Area of Tensile Reinforcement As mm2 0
Calculation of Vr Effective shear Depth dv mm 626Effective web width bv mm 990
Spacing of stirrups s mm 150Angle of inclination of transverse reinforcement to longitudinal
axis of girder a degrees 90Factor indicating ability of diagonally cracked concrete to
transmit tension b #NAME?Area of shear reinf. within a distance s Av mm
2 616
Strain in the tensile reinforcement ex -0.000065
Inclination angle of diagonal compressive stress q degrees #NAME?Component of effective prestresed force in the direction of the
applied shear Vp N 0omna es s ance o oncre e Vc N #NAME?
Nominal Resistance of Reinforcement Vs N #NAME?
Nominal Resistance Vn N #NAME?
Resistance factor for shear j 0.9
Factored Resistance Vr N #NAME?
Checking Factored Moment due to External Loads Mu N.mm 0Factored Axial Force due to External Loads Nu N 1,367,310
Factored Shear Force due to External Loads Vu N 768,593#NAME?
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6. Checking deflection and camber (AASHTO 98 2.5.2.6.2)
[D] : Deflection limits = Ltt / 800 24.25 mm
Ltt : Span length for calculation 19400 mm
g : Distribution of live loads per Lane for Moment in exterior beam 0.25
I : Impact factor 1.33
Ec : Elastic modulus of concrete 32765 MPa
fpt : Stress in Prestressing steel immediately prior to transfer 1395 MPa
It : Transform moment of inertia 3.294E+10 mm4
Ic : Composite moment of inertia 5.088E+10 mm4
Asp1 : Area of strand at bottom fibre 3.16E+03 mm2
Asp2 : Area of strand at top fibre 9.87E+02 mm2
* Deflection due to S.W of girder
Where : G = 1.85*(5*W*Ltt4)/(384*Ec*It) = 41.2 mm
DG : Deflection due to self - weight of gider
W : Uniform self - weight of girder 13.04 N/mm
1.85 : Long - term deflection component due to creep effect* Camber due to prestressing
c = 1.8*(Nu*e*Ltt2) / 8*B1 = -68.1 mm
Where : B1 = Ec*It = 1.08E+15 N.mm2
Dc : Camber due to prestressing
Nu : Prestressing force at transfer (not included losses)
Nu = fpt*Asp1 - fpt*Asp2 = 2397226 N
B1 : Stiffness of girder
e : Eccentricity from of prestress force from neutral axle of girder 362 mm
1.8 : Long - term camber component
* Deflection due to S.W of deck slab
Where : D = (5*W*Ltt4)/(384*Ec*Ic) = 4.0 mm
DD : Deflection due to self - weight of deck slab
W : Uniform self - weight of deck slab 3.64 N/mm
* Deflection due to S.W of railing, parapet and barrier
Where : R = (5*W*Ltt4)/(384*Ec*Ic) = 1.1 mm
DR : Deflection due to self - weight of railing, parapet and barrier
W : Uniform self - weight of railing, parapet and barrier 0.97 N/mm
* Deflection due to S.W of surface
Where : S = (5*W*Ltt )/(384*Ec*Ic) = 1.2 mm
DS : Deflection due to self - weight of surface
W : Uniform self - weight of surface 1.12 N/mm
* Deflection due to Live Load
- Deflection due to Design truck
P1 = 35000 N X1 = 5400 mm
P2 = 145000 N X2 = 9700 mm
P3 = 145000 N X3 = 14000 mm
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DT = (P1*Y1 + P2*Y2 + P3*Y3)*1.25*g*I / (Ec*Ic) = 10.1 mm
Where : DDT : Deflection due to Design truck
Y1 : Value of influential line due to P1 at the middle of span = 1.01E+11
Y2 : Value of influential line due to P2 at the middle of span 1.52E+11
Y3 : Value of influential line due to P3 at the middle of span 1.01E+11
Yi = If (a>0 and aLtt / 2 and a
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5. Checking Norminal Flexural Resistance of Sections5.1 Load Combinations for Checking Nominal Resistance (LRFD)
COMBINATION 1 MAXIMUMLoad type Factor
Girder Selfweight G_DC 1.25
Prestress PS 1.00
Section N(T) V(T) M(T.m) N(T) V(T) M(T.m)
SEC-1 1668851.85 158146.38 0.00 1668851.85 158146.38 0.00
SEC-2 1668851.85 152032.47 ######### 1668851.85 152032.47 0.00
SEC-3 4493062.66 104344.00 ######### 4493062.66 104344.00 0.00
SEC-4 4493062.66 79073.19 ######### 4493062.66 79073.19 0.00
SEC-5 4493062.66 0.00 ######### 4493062.66 0.00 0.00
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1 2 3 4 5 6 7 8Section S.W of girder S.W of Deck Slab S.W
N (tf) V (tf) M (tf.m) N (tf) V (tf) M (tf.m) N (tf)SEC-1 0.00 ######## 0.00 0.00 35269.20 0.00 0.00SEC-2 0.00 ######## 46526826.56 0.00 33905.70 12970293.75 0.00SEC-3 0.00 83475.20 ########### 0.00 23270.40 96590340.00 0.00SEC-4 0.00 63258.55 ########### 0.00 17634.60 ########### 0.00SEC-5 0.00 0.00 ########### 0.00 0.00 ########### 0.00
R R
0.23255 0.58138
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9 10 11 12 13 35 36of Surface (g = 1) LiveLoad max + Impact Prestre
V (tf) M (tf.m) N (tf) V (tf) M (tf.m) N (tf) V (tf)10829.87 0.00 0.00 ######## 0.00 1668851.85 0.0010411.19 3982698.53 0.00 ######## 39971666.35 1668851.85 0.00
7145.48 ########## 0.00 ######## ########### 4493062.66 0.005414.93 ########## 0.00 ######## ########### 4493062.66 0.00
0.00 ########## 0.00 ######## ########### 4493062.66 0.00
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37s
M (tf.m)0.00
-239998824.35-1058376836.77-1058376836.77-1058376836.77
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4 Summary of sectional Forces:
Section S.W of girder S.W of Deck Slab
. o ur ace +
+ Parapet + Railing(g
N (tf) V (tf) M (tf.m) N (tf) V (tf) M (tf.m) N (tf) V (tf)SEC-1 0.00 ######## 0.00 0.00 35269.20 0.00 0.00 0.00
SEC-2 0.00 ######## 46526826.56 0.00 33905.70 12970293.75 0.00 0.00SEC-3 0.00 83475.20 346487295.00 0.00 23270.40 96590340.00 0.00 0.00SEC-4 0.00 63258.55 460205951.25 0.00 17634.60 128291715.00 0.00 0.00SEC-5 0.00 0.00 613607935.00 0.00 0.00 171055620.00 0.00 0.00
Section
. o ur ace + arre r +
Parapet + Railing (g= 1) Live Load + Impact Prestress
N (tf) V (tf) M (tf.m) N (tf) V (tf) M (tf.m) N (tf) V (tf)SEC-1 0.00 10829.87 0.00 0.00 ######## 0.00 ######## 0.00SEC-2 0.00 10411.19 3982698.53 0.00 ######## 39971666.35 ######## 0.00SEC-3 0.00 7145.48 29659328.66 0.00 ######## 292218280.35 ######## 0.00SEC-4 0.00 5414.93 39393650.95 0.00 ######## 387935310.77 ######## 0.00SEC-5 0.00 0.00 52524867.93 0.00 ######## 507661483.34 ######## 0.00
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M (tf.m)0.00
0.000.000.000.00
M (tf.m)0.00
################################
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6. Checking Nominal Shear Resistance of Sections6.1. Load Combinations for Checking Nominal Resistance (See Section 5.1 above)6.2. Nominal Shear Strength of Girder (Article 5.8.3.3 AASHTO)
Section 1Sectional Properties
Depth of Girder H 750 mmWidth of Deck Slab bd 920 mmDepth of Deck Slab hd 120 mm
Total width of Webs bw 920 mm
Width of Soffit Slab bs 990 mmDepth of Soffit Slab hs 0 mm
Total Area of Prestressing Cables Ap 987 mms ance rom ex reme compress ve re o
centroid of Prestressing Cables dp -66750 mm
Area of Tensile Reinforcement Ast 0 mms ance rom ex reme compress ve re o
centroid of Tensile Reinforcement dst 0 mm
Area of Compressive Reinforcement Asc 0 mms ance rom ex reme compress ve re o
centroid of Compressive Reinforcement dsc 0 mm
Calculation of Vr Effective shear Depth dv 540 mm
Effective web width bv 920 mm
Spacing of stirrups s 150 mmAngle of inclination of transverse
reinforcement to longitudinal axis of girder a 90 degrees
Factor indicating ability of diagonallycracked concrete to transmit tension b #NAME?
Area of shear reinf. within a distance s Av 616 mm
Strain in the tensile reinforcement ex -0.569781
Inclination angle of diagonal compressive strq #NAME? degrees
Calculate b & q Shear stress on the concrete v 3537.001 N/mm2
v/f'c #DIV/0!Assumed Inclination angle qassu 27.00 degrees
#NAME?Effective stress of P/S after all losses fpe 16,906,614 MPa
ex1 -34.92957912
Area of Conc. on flexural tensile side of sectiAct 345000 mm2
Fe 0.016312269omponen o e ec ve pres rese orce n
the direction of the applied shear Vp 0 N
Nominal Resistance of Concrete Vc #NAME? N
Nominal Resistance of Reinforcement Vs #NAME? N
Nominal Resistance Vn #NAME? NResistance factor for shear j 0.9Factored Resistance Vr #NAME? N
Checkin Factored Moment due to External Loads Mu 0 N.mmFactored Axial Force due to External Loads Nu ############ NFactored Shear Force due to External Vu 1,581,463,750 N
#NAME?
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6. Checking Nomin6.1. Load Combin6.2. Nominal She
Sectional Properties
Calculation of Vr
Calculate b & q
Checkin
Section 2
Depth of Girder H 750 mmWidth of Deck Slab bd 920 mmDepth of Deck Slab hd 120 mm
Total width of Webs bw 920 mm
Width of Soffit Slab bs 990 mmDepth of Soffit Slab hs 0 mm
Total Area of Prestressing Cables Ap 987 mms ance rom ex reme compress ve re o
centroid of Prestressing Cables dp -66750 mm
Area of Tensile Reinforcement Ast 0 mms ance rom ex reme compress ve re o
centroid of Tensile Reinforcement dst 850 mm
Area of Compressive Reinforcement Asc 0 mms ance rom ex reme compress ve re o
centroid of Compressive Reinforcement dsc 850 mm
Effective shear Depth dv 540 mm
Effective web width bv 920 mm
Spacing of stirrups s 150 mmAngle of inclination of transverse
reinforcement to longitudinal axis of girder a 90 degrees
Factor indicating ability of diagonallycracked concrete to transmit tension b #NAME?
Area of shear reinf. within a distance s Av 616 mm
Strain in the tensile reinforcement ex -0.574813
Inclination angle of diagonal compressive strq #NAME? degrees
Shear stress on the concrete v 3400.261 N/mm2
v/f'c #DIV/0!Assumed Inclination angle qassu 27.00 degrees
#NAME?Effective stress of P/S after all losses fpe 16,906,614 MPa
ex1 -35.23810779
Area of Conc. on flexural tensile side of sectiAct 345000 mm2
Fe 0.016312269omponen o e ec ve pres rese orce n
the direction of the applied shear Vp 0 N
Nominal Resistance of Concrete Vc #NAME? N
Nominal Resistance of Reinforcement Vs #NAME? N
Nominal Resistance Vn #NAME? NResistance factor for shear j 0.9Factored Resistance Vr #NAME? N
Factored Moment due to External Loads Mu 0 N.mmFactored Axial Force due to External Loads Nu ############ NFactored Shear Force due to External Vu 1,520,324,688 N
#NAME?
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6. Checking Nomin6.1. Load Combin6.2. Nominal She
Sectional Properties
Calculation of Vr
Calculate b & q
Checkin
Section 3
Depth of Girder H 750 mmWidth of Deck Slab bd 920 mmDepth of Deck Slab hd 120 mm
Total width of Webs bw 920 mm
Width of Soffit Slab bs 990 mmDepth of Soffit Slab hs 0 mm
Total Area of Prestressing Cables Ap 3159 mms ance rom ex reme compress ve re o
centroid of Prestressing Cables dp -66750 mm
Area of Tensile Reinforcement Ast 0 mms ance rom ex reme compress ve re o
centroid of Tensile Reinforcement dst 0 mm
Area of Compressive Reinforcement Asc 0 mms ance rom ex reme compress ve re o
centroid of Compressive Reinforcement dsc 0 mm
Effective shear Depth dv 540 mm
Effective web width bv 920 mm
Spacing of stirrups s 150 mmAngle of inclination of transverse
reinforcement to longitudinal axis of girder a 90 degrees
Factor indicating ability of diagonallycracked concrete to transmit tension b #NAME?
Area of shear reinf. within a distance s Av 616 mm
Strain in the tensile reinforcement ex -1.736310
Inclination angle of diagonal compressive strq #NAME? degrees
Shear stress on the concrete v 2333.691 N/mm2
v/f'c #DIV/0!Assumed Inclination angle qassu 27.00 degrees
#NAME?Effective stress of P/S after all losses fpe 14,224,314 MPa
ex1 -34.4568348
Area of Conc. on flexural tensile side of sectiAct 345000 mm2
Fe 0.050390883omponen o e ec ve pres rese orce n
the direction of the applied shear Vp 0 N
Nominal Resistance of Concrete Vc #NAME? N
Nominal Resistance of Reinforcement Vs #NAME? N
Nominal Resistance Vn #NAME? NResistance factor for shear j 0.9Factored Resistance Vr #NAME? N
Factored Moment due to External Loads Mu 0 N.mmFactored Axial Force due to External Loads Nu ############ NFactored Shear Force due to External Vu 1,043,440,000 N
#NAME?
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6. Checking Nomin6.1. Load Combin6.2. Nominal She
Sectional Properties
Calculation of Vr
Calculate b & q
Checkin
Section 4
Depth of Girder H 750 mmWidth of Deck Slab bd 920 mmDepth of Deck Slab hd 120 mm
Total width of Webs bw 920 mm
Width of Soffit Slab bs 990 mmDepth of Soffit Slab hs 0 mm
Total Area of Prestressing Cables Ap 3159 mms ance rom ex reme compress ve re o
centroid of Prestressing Cables dp -66750 mm
Area of Tensile Reinforcement Ast 0 mms ance rom ex reme compress ve re o
centroid of Tensile Reinforcement dst 0 mm
Area of Compressive Reinforcement Asc 0 mms ance rom ex reme compress ve re o
centroid of Compressive Reinforcement dsc 0 mm
Effective shear Depth dv 540 mm
Effective web width bv 920 mm
Spacing of stirrups s 300 mmAngle of inclination of transverse
reinforcement to longitudinal axis of girder a 90 degrees
Factor indicating ability of diagonallycracked concrete to transmit tension b 0.0
Area of shear reinf. within a distance s Av 308 mm
Strain in the tensile reinforcement ex #NAME?
Inclination angle of diagonal compressive str q 0.00 degrees
Shear stress on the concrete v 1768.500 N/mm2
v/f'c #DIV/0!Assumed Inclination angle qassu #NAME? degrees
#NAME?Effective stress of P/S after all losses fpe 14,224,314 MPa
ex1 #NAME?
Area of Conc. on flexural tensile side of sectiAct 345000 mm2
Fe #NAME?omponen o e ec ve presrese orce n
the direction of the applied shear Vp 0 N
Nominal Resistance of Concrete Vc #NAME? N
Nominal Resistance of Reinforcement Vs #NAME? N
Nominal Resistance Vn #NAME? NResistance factor for shear j 0.9Factored Resistance Vr #NAME? N
Factored Moment due to External Loads Mu 0 N.mmFactored Axial Force due to External Loads Nu ############ NFactored Shear Force due to External Vu 790,731,875 N
#NAME?
#DIV/0!
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6. Checking Nomin6.1. Load Combin6.2. Nominal She
Sectional Properties
Calculation of Vr
Calculate b & q
Checkin
Section 5
Depth of Girder H 750 mmWidth of Deck Slab bd 920 mmDepth of Deck Slab hd 120 mm
Total width of Webs bw 920 mm
Width of Soffit Slab bs 990 mmDepth of Soffit Slab hs 0 mm
Total Area of Prestressing Cables Ap 3159 mms ance rom ex reme compress ve re o
centroid of Prestressing Cables dp -66750 mm
Area of Tensile Reinforcement Ast 0 mms ance rom ex reme compress ve re o
centroid of Tensile Reinforcement dst 0 mm
Area of Compressive Reinforcement Asc 0 mms ance rom ex reme compress ve re o
centroid of Compressive Reinforcement dsc 0 mm
Effective shear Depth dv 540 mm
Effective web width bv 920 mm
Spacing of stirrups s 300 mmAngle of inclination of transverse
reinforcement to longitudinal axis of girder a 90 degrees
Factor indicating ability of diagonallycracked concrete to transmit tension b 0.0
Area of shear reinf. within a distance s Av 308 mm
Strain in the tensile reinforcement ex #NAME?
Inclination angle of diagonal compressive str q 0.00 degrees
Shear stress on the concrete v 0.000 N/mm2
v/f'c #DIV/0!Assumed Inclination angle qassu #NAME? degrees
#NAME?Effective stress of P/S after all losses fpe 14,224,314 MPa
ex1 #NAME?
Area of Conc. on flexural tensile side of sectiAct 345000 mm2
Fe #NAME?omponen o e ec ve pres rese orce n
the direction of the applied shear Vp 0 N
Nominal Resistance of Concrete Vc #NAME? N
Nominal Resistance of Reinforcement Vs #NAME? N
Nominal Resistance Vn #NAME? NResistance factor for shear j 0.9Factored Resistance Vr #NAME? N
Factored Moment due to External Loads Mu 0 N.mmFactored Axial Force due to External Loads Nu ############ NFactored Shear Force due to External Vu 0 N
#NAME?
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6. Checking Nomin6.1. Load Combin6.2. Nominal She
Sectional Properties
Calculation of Vr
Calculate b & q
Checkin
Section 6
Depth of Girder H 750 mmWidth of Deck Slab bd 920 mmDepth of Deck Slab hd 120 mm
Total width of Webs bw 920 mm
Width of Soffit Slab bs 990 mmDepth of Soffit Slab hs 0 mm
Total Area of Prestressing Cables Ap 3159 mms ance rom ex reme compress ve re o
centroid of Prestressing Cables dp -494250 mm
Area of Tensile Reinforcement Ast 0 mms ance rom ex reme compress ve re o
centroid of Tensile Reinforcement dst 0 mm
Area of Compressive Reinforcement Asc 0 mms ance rom ex reme compress ve re o
centroid of Compressive Reinforcement dsc 0 mm
Effective shear Depth dv 540 mm
Effective web width bv 920 mm
Spacing of stirrups s 300 mmAngle of inclination of transverse
reinforcement to longitudinal axis of girder a 90 degrees
Factor indicating ability of diagonallycracked concrete to transmit tension b 0.0
Area of shear reinf. within a distance s Av 308 mm
Strain in the tensile reinforcement ex #NAME?
Inclination angle of diagonal compressive str q 0.00 degrees
Shear stress on the concrete v 0.000 N/mm2
v/f'c #DIV/0!Assumed Inclination angle qassu #NAME? degrees
#NAME?Effective stress of P/S after all losses fpe 0 MPa
ex1 #NAME?
Area of Conc. on flexural tensile side of sectiAct 345000 mm2
Fe #NAME?omponen o e ec ve pres rese orce n
the direction of the applied shear Vp 0 N
Nominal Resistance of Concrete Vc #NAME? N
Nominal Resistance of Reinforcement Vs #NAME? N
Nominal Resistance Vn #NAME? NResistance factor for shear j 0.9Factored Resistance Vr #NAME? N
Factored Moment due to External Loads Mu 0 N.mmFactored Axial Force due to External Loads Nu 0 NFactored Shear Force due to External Vu 0 N
#NAME?
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6. Checking Nomin6.1. Load Combin6.2. Nominal She
Sectional Properties
Calculation of Vr
Calculate b & q
Checkin
Section 7
Depth of Girder H 750 mmWidth of Deck Slab bd 920 mmDepth of Deck Slab hd 120 mm
Total width of Webs bw 920 mm
Width of Soffit Slab bs 990 mmDepth of Soffit Slab hs 0 mm
Total Area of Prestressing Cables Ap 3159 mms ance rom ex reme compress ve re o
centroid of Prestressing Cables dp -66750 mm
Area of Tensile Reinforcement Ast 0 mms ance rom ex reme compress ve re o
centroid of Tensile Reinforcement dst 0 mm
Area of Compressive Reinforcement Asc 0 mms ance rom ex reme compress ve re o
centroid of Compressive Reinforcement dsc 0 mm
Effective shear Depth dv 540 mm
Effective web width bv 920 mm
Spacing of stirrups s 300 mmAngle of inclination of transverse
reinforcement to longitudinal axis of girder a 90 degrees
Factor indicating ability of diagonallycracked concrete to transmit tension b 0.0
Area of shear reinf. within a distance s Av 308 mm
Strain in the tensile reinforcement ex #NAME?
Inclination angle of diagonal compressive str q 0.00 degrees
Shear stress on the concrete v -0.263 N/mm2
v/f'c #DIV/0!Assumed Inclination angle qassu #NAME? degrees
#NAME?Effective stress of P/S after all losses fpe 1,246 MPa
ex1 #NAME?
Area of Conc. on flexural tensile side of sectiAct 345000 mm2
Fe #NAME?omponen o e ec ve pres rese orce n
the direction of the applied shear Vp 130,900 N
Nominal Resistance of Concrete Vc #NAME? N
Nominal Resistance of Reinforcement Vs #NAME? N
Nominal Resistance Vn #NAME? NResistance factor for shear j 0.9Factored Resistance Vr #NAME? N
Factored Moment due to External Loads Mu 0 N.mmFactored Axial Force due to External Loads Nu 0 NFactored Shear Force due to External Vu 0 N
#NAME?
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6. Checking Nomin6.1. Load Combin6.2. Nominal She
Sectional Properties
Calculation of Vr
Calculate b & q
Checkin
Section 8
Depth of Girder H 750 mmWidth of Deck Slab bd 920 mmDepth of Deck Slab hd 120 mm
Total width of Webs bw 920 mm
Width of Soffit Slab bs 990 mmDepth of Soffit Slab hs 0 mm
Total Area of Prestressing Cables Ap 3159 mms ance rom ex reme compress ve re o
centroid of Prestressing Cables dp -66750 mm
Area of Tensile Reinforcement Ast 0 mms ance rom ex reme compress ve re o
centroid of Tensile Reinforcement dst 0 mm
Area of Compressive Reinforcement Asc 0 mms ance rom ex reme compress ve re o
centroid of Compressive Reinforcement dsc 0 mm
Effective shear Depth dv 540 mm
Effective web width bv 920 mm
Spacing of stirrups s 300 mmAngle of inclination of transverse
reinforcement to longitudinal axis of girder a 90 degrees
Factor indicating ability of diagonallycracked concrete to transmit tension b 0.0
Area of shear reinf. within a distance s Av 308 mm
Strain in the tensile reinforcement ex #NAME?
Inclination angle of diagonal compressive str q 0.00 degrees
Shear stress on the concrete v -0.430 N/mm2
v/f'c #DIV/0!Assumed Inclination angle qassu #NAME? degrees
#NAME?Effective stress of P/S after all losses fpe 1,230 MPa
ex1 #NAME?
Area of Conc. on flexural tensile side of sectiAct 345000 mm2
Fe #NAME?omponen o e ec ve pres rese orce n
the direction of the applied shear Vp 213,840 N
Nominal Resistance of Concrete Vc #NAME? N
Nominal Resistance of Reinforcement Vs #NAME? N
Nominal Resistance Vn #NAME? NResistance factor for shear j 0.9Factored Resistance Vr #NAME? N
Factored Moment due to External Loads Mu 0 N.mmFactored Axial Force due to External Loads Nu 0 NFactored Shear Force due to External Vu 0 N
#NAME?
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6. Checking Nomin6.1. Load Combin6.2. Nominal She
Sectional Properties
Calculation of Vr
Calculate b & q
Checkin
Section 9
Depth of Girder H 750 mmWidth of Deck Slab bd 920 mmDepth of Deck Slab hd 120 mm
Total width of Webs bw 920 mm
Width of Soffit Slab bs 990 mmDepth of Soffit Slab hs 0 mm
Total Area of Prestressing Cables Ap 3159 mms ance rom ex reme compress ve re o
centroid of Prestressing Cables dp -66750 mm
Area of Tensile Reinforcement Ast 0 mms ance rom ex reme compress ve re o
centroid of Tensile Reinforcement dst 0 mm
Area of Compressive Reinforcement Asc 0 mms ance rom ex reme compress ve re o
centroid of Compressive Reinforcement dsc 0 mm
Effective shear Depth dv 540 mm
Effective web width bv 920 mm
Spacing of stirrups s 150 mmAngle of inclination of transverse
reinforcement to longitudinal axis of girder a 90 degrees
Factor indicating ability of diagonallycracked concrete to transmit tension b 0.0
Area of shear reinf. within a distance s Av 616 mm
Strain in the tensile reinforcement ex #NAME?
Inclination angle of diagonal compressive str q 0.00 degrees
Shear stress on the concrete v -0.590 N/mm2
v/f'c #DIV/0!Assumed Inclination angle qassu #NAME? degrees
#NAME?Effective stress of P/S after all losses fpe 1,207 MPa
ex1 #NAME?
Area of Conc. on flexural tensile side of sectiAct 345000 mm2
Fe #NAME?omponen o e ec ve pres rese orce n
the direction of the applied shear Vp 292,943 N
Nominal Resistance of Concrete Vc #NAME? N
Nominal Resistance of Reinforcement Vs #NAME? N
Nominal Resistance Vn #NAME? NResistance factor for shear j 0.9Factored Resistance Vr #NAME? N
Factored Moment due to External Loads Mu 0 N.mmFactored Axial Force due to External Loads Nu 0 NFactored Shear Force due to External Vu 0 N
#NAME?
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6. Checking Nomin6.1. Load Combin6.2. Nominal She
Sectional Properties
Calculation of Vr
Calculate b & q
Checkin
Section 10
Depth of Girder H 750 mmWidth of Deck Slab bd 920 mmDepth of Deck Slab hd 120 mm
Total width of Webs bw 920 mm
Width of Soffit Slab bs 990 mmDepth of Soffit Slab hs 0 mm
Total Area of Prestressing Cables Ap 3159 mms ance rom ex reme compress ve re o
centroid of Prestressing Cables dp -66750 mm
Area of Tensile Reinforcement Ast 0 mms ance rom ex reme compress ve re o
centroid of Tensile Reinforcement dst 0 mm
Area of Compressive Reinforcement Asc 0 mms ance rom ex reme compress ve re o
centroid of Compressive Reinforcement dsc 0 mm
Effective shear Depth dv 540 mm
Effective web width bv 920 mm
Spacing of stirrups s 150 mmAngle of inclination of transverse
reinforcement to longitudinal axis of girder a 90 degrees
Factor indicating ability of diagonallycracked concrete to transmit tension b 0.0
Area of shear reinf. within a distance s Av 616 mm
Strain in the tensile reinforcement ex #NAME?
Inclination angle of diagonal compressive str q 0.00 degrees
Shear stress on the concrete v -0.731 N/mm2
v/f'c #DIV/0!Assumed Inclination angle qassu #NAME? degrees
#NAME?Effective stress of P/S after all losses fpe 1,186 MPa
ex1 #NAME?
Area of Conc. on flexural tensile side of sectiAct 345000 mm2
Fe #NAME?omponen o e ec ve pres rese orce n
the direction of the applied shear Vp 363,359 N
Nominal Resistance of Concrete Vc #NAME? N
Nominal Resistance of Reinforcement Vs #NAME? N
Nominal Resistance Vn #NAME? NResistance factor for shear j 0.9Factored Resistance Vr #NAME? N
Factored Moment due to External Loads Mu 0 N.mmFactored Axial Force due to External Loads Nu 0 NFactored Shear Force due to External Vu 0 N
#NAME?
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6. Checking Nomin6.1. Load Combin6.2. Nominal She
Sectional Properties
Calculation of Vr
Calculate b & q
Checkin
Section 11
Depth of Girder H 750 mmWidth of Deck Slab bd 920 mmDepth of Deck Slab hd 120 mm
Total width of Webs bw 920 mm
Width of Soffit Slab bs 990 mmDepth of Soffit Slab hs 0 mm
Total Area of Prestressing Cables Ap 3159 mms ance rom ex reme compress ve re o
centroid of Prestressing Cables dp -66750 mm
Area of Tensile Reinforcement Ast 0 mms ance rom ex reme compress ve re o
centroid of Tensile Reinforcement dst 0 mm
Area of Compressive Reinforcement Asc 0 mms ance rom ex reme compress ve re o
centroid of Compressive Reinforcement dsc 0 mm
Effective shear Depth dv 540 mm
Effective web width bv 920 mm
Spacing of stirrups s 150 mmAngle of inclination of transverse
reinforcement to longitudinal axis of girder a 90 degrees
Factor indicating ability of diagonallycracked concrete to transmit tension b 0.0
Area of shear reinf. within a distance s Av 616 mm
Strain in the tensile reinforcement ex #NAME?
Inclination angle of diagonal compressive str q 0.00 degrees
Shear stress on the concrete v -0.780 N/mm2
v/f'c #DIV/0!Assumed Inclination angle qassu #NAME? degrees
#NAME?Effective stress of P/S after all losses fpe 1,186 MPa
ex1 #NAME?
Area of Conc. on flexural tensile side of sectiAct 345000 mm2
Fe #NAME?omponen o e ec ve pres rese orce n
the direction of the applied shear Vp 387,480 N
Nominal Resistance of Concrete Vc #NAME? N
Nominal Resistance of Reinforcement Vs #NAME? N
Nominal Resistance Vn #NAME? NResistance factor for shear j 0.9Factored Resistance Vr #NAME? N
Factored Moment due to External Loads Mu 0 N.mmFactored Axial Force due to External Loads Nu 0 NFactored Shear Force due to External Vu 0 N
#NAME?
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SECTION PROPERTIES FOR CHECKING NORMINAL RESISTANCEFor Initial stageSection 1 2 3 4 5
Depth of Girder H 750 750 750 750 750Width of Deck Slab bd 920 920 920 920 920
Depth of Deck Slab hd 120 120 120 120 120
Total width of Webs bw 920 920 920 920 920Width of Bottom Slab bs 990 990 990 990 990
Depth of Bottom Slab hs 0 0 0 0 0
Total Area of Prestressing Cables Ap 987.1 987.1 3158.72 3158.72 3158.72Distance from extreme top fibre to
centroid of Prestressing Cables dp -66750 -66750 -66750 -66750 -66750
Area of bottom Reinforcement Asts ance rom ex reme compress ve
fibre to centroid of bottom Reinforcement dst 850
Area of Top Reinforcement AscDistance from extreme compressive
fibre to centroid of Top Reinforcement dsc 850
For final stageSection 1 2 3 4 5
Depth of Girder H 750 750 750 750 750Width of Deck Slab bd 920 920 920 920 920
Depth of Deck Slab hd 120 120 120 120 120
Total width of Webs bw 920 920 920 920 920
Width of Bottom Slab bs 990 990 990 990 990
Depth of Bottom Slab hs 0 0 0 0 0
Total Area of Prestressing Cables Ap 987.1 987.1 3158.72 3158.72 3158.72Distance from extreme top fibre to
centroid of Prestressing Cables dp -66750 -66750 -66750 -66750 -66750
Area of bottom Reinforcement AstDistance from extreme compressive
fibre to centroid of bottom Reinforcement dst 850
Area of Top Reinforcement Ascs ance rom ex reme compress ve
fibre to centroid of Top Reinforcement dsc 850
Material Properties
Specified strength of Prestressing steel fpu 1860 MPa
Yield strength of Prestressing steel f py 1674 MPa
Yield strength of Tensile Reinforcement fy 400 MPa
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Specified compressive strength of Concr f'c 42 MPa
Elastic modulus of Prestressing Steel Ep 197000 MPaElastic modulus of Reinforcement Es 200000 MPaElastic modulus of Concrete Ec 33900 MPa
Stress Limits of concrete (tf/m2)
f'c 40 30Compressive 1835.50 1376.62Tensile -161.23 -139.63
Stress (-) tensile(+) Compress
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8. Horizontal Shear at the interface between girder and deck slab (AASHTO 5.8.4):
Horizontal Shear per unit length of girder V h due to Vertical Shear Vu Vh = Vu/de
Distance from the centroid of tensile steel to the midthickness of the deck deRequired area of reinforcement: Avf
Avf>= max {0.35 bv / fy ; (Vh - c bv - m Pc) / m fy}
Width of the interface between the girder and the deck: bv= 920 mm
Yield strength of reinforcement f y= 400 MPa
Cohesion factor c = 0.17 MPaFriction factor m = 0.7Permanent net compressive force normal to the shear plan Pc= 2475 N
Section SEC-1 SEC-2 SEC-3 SEC-4 SEC-5
de (mm) -66800 -66800 -66800 -66800 -66800
Interface Shear(N):Girder Selfweight G_DC ######## ######## ######## ######## 0Slab+Dia. Selfweight S_DC ######## ######## ######## ######## 0Surface + Railings DW ######## ######## 70072874 53102100 0Max. Live Load LL_MAX ######## ######## ######## ######## ########Creep CR 0 0 0 0 0Shrinkage SH 0 0 0 0 0
Temperature TG 0 0 0 0 0Total ######## ######## ######## ######## ########
Avf required (mm2) 16820447 16298773 12337488 10315790 4336395
Area of Stirrups (mm2) 5881 2714 2714 1357 679
(D12@75) (D12@150) (D12@150) (D12@300) (D14@300)
Total Connector Area Avf (mm2) 5881 2714 2714 1357 4448
Checking FAILURE FAILURE FAILURE FAILURE FAILURE
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Section P/S
N (T) V (T) M(T.m) Vp (T) Np (T) Nmax(T) Nmin(T) Vmax(T)
1 ####### ###### 0.000 0.00 ###### ###### 0.00 158146.38
2 ####### ###### 0.000 0.00 ###### ###### 0.00 152032.47
3 ####### ###### 0.000 0.00 ###### ###### 0.00 104344.00
4 ####### 79073.19 0.000 0.00 ###### ###### 0.00 79073.19
5 ####### 0.00 0.000 0.00 ###### ###### 0.00 0.00
6 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.00
7 0.00 0.00 0.000 13.09 393.64 0.00 0.00 0.00
8 0.00 0.00 0.000 21.38 388.39 0.00 0.00 0.00
9 0.00 0.00 0.000 29.29 381.16 0.00 0.00 0.00
10 0.00 0.00 0.000 36.34 374.55 0.00 0.00 0.00
11 0.00 0.00 0.000 38.75 374.55 0.00 0.00 0.00
12 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.00
External Forces
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Vmin(T) Mmax(T.mMmin(T.mNode
0.00 0.00 0.00 1
0.00 0.00 0.00 2
0.00 0.00 0.00 3
0.00 0.00 0.00 4
0.00 0.00 0.00 5
0.00 0.00 0.00 6
0.00 0.00 0.00 7
0.00 0.00 0.00 8
0.00 0.00 0.00 9
0.00 0.00 0.00 10
0.00 0.00 0.00 11
0.00 0.00 0.00 12
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1 2 3 4 5 6 7 8
Shrinkage Stress due to Differential Shrinkage
Diff. Top of Slab Top of Girder Bottom of G. Ns(N) Ms(N*mm) m
1 SEC- 1 -0.37 0.00 0.00 3.64E+04 1.82E+06 549034784630674.02 SEC- 2 -0.37 0.00 0.00 3.64E+04 1.82E+06 515488398941595.0
3 SEC- 3 -0.37 0.00 0.00 3.64E+04 1.82E+06 515488398941595.0
4 SEC- 4 -0.37 0.00 0.00 3.64E+04 1.82E+06 515488398941595.0
Creep Stress due to Creep Diff.Diff. Top of Slab Top of Girder Bottom of G. NCr(N) Cr(N*mm P(N)
SEC- 1 0.01 0.00 0.00 -5.480E+02 -2.740E+04 1.669E+10
SEC- 2 0.01 0.00 0.00 -1.292E+03 -6.460E+04 1.669E+10
SEC- 3 0.05 0.00 0.00 -5.081E+03 -2.540E+05 4.493E+10
SEC- 4 0.06 0.00 0.00 -5.904E+03 -2.952E+05 4.493E+10
Temp. Stress due to Differential Temp.
Diff. Top of Slab Top of Girder Bottom of G. Nt(N) Mt(N*mm) m
1 SEC- 1 -0.50 0.00 0.00 4.92E+04 2.46E+06 549034784630674.0
2 SEC- 2 -0.50 0.00 0.00 4.92E+04 2.46E+06 515488398941595.0
3 SEC- 3 -0.50 0.00 0.00 4.92E+04 2.46E+06 515488398941595.0
4 SEC- 4 -0.50 0.00 0.00 4.92E+04 2.46E+06 515488398941595.0
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9 10 11 12 13 14 15 16
Ic1(mm4) Ic2(mm4) Ac1(mm2) y1' y1 R2c1 R2c2 B C
3.51E+22 8.25E+07 7.30E+11 387839.8 -362160.2 ###### 833.3 ###### ######3.29E+22 8.25E+07 5.29E+11 392727.7 -357272.3 ###### 833.3 ###### ######
3.29E+22 8.25E+07 5.29E+11 392727.7 -357272.3 ###### 833.3 ###### ######
3.29E+22 8.25E+07 5.29E+11 392727.7 -357272.3 ###### 833.3 ###### ######
Md0 Md1(N*mm) (N*mm) B C(mm) F mm2 y1'(mm) y1(mm) ep1(mm) c12 mm2
0.000E+00 0.000E+00 ####### ####### ####### 387839.8 -362160.2 67500.0 ######
4.653E+14 1.297E+14 ####### ####### ####### 392727.7 -357272.3 67500.0 ######
3.465E+15 9.659E+14 ####### ####### ####### 392727.7 -357272.3 67500.0 ######
4.602E+15 1.283E+15 ####### ####### ####### 392727.7 -357272.3 67500.0 ######
Ic1(mm4) Ic2(mm4) Ac1(mm2) y1' y1 R2c1 R2c2 B C
3.51E+22 8.25E+07 7.30E+11 3.88E+05 -3.62E+05 4.80E+10 8.33E+02 5.49E+14 ######
3.29E+22 8.25E+07 5.29E+11 3.93E+05 -3.57E+05 6.23E+10 8.33E+02 5.15E+14 ######
3.29E+22 8.25E+07 5.29E+11 3.93E+05 -3.57E+05 6.23E+10 8.33E+02 5.15E+14 ######
3.29E+22 8.25E+07 5.29E+11 3.93E+05 -3.57E+05 6.23E+10 8.33E+02 5.15E+14 ######
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17
F
############
######
######
F
1.83E+18
1.72E+18
1.72E+18
1.72E+18
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51 51 0 0 -51.265 300.594 0
52 374.547 0 -48.857 221.35 0
53 381.155 0 -41.761 93.307 0
54 388.39 0 -33.781 -38.495 0
55 393.642 0 -25.414 -63.722 0
56 395.958 0 -12.316 -148.056 0
57 393.642 0 0.72 -165.955 0
58 388.39 0 9.014 -161.73 0
59 381.155 0 16.925 -117.844 0
60 374.547 0 23.966 -58.788 0
61 0 0 26.378 0 0
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Secondary Moment due to Creep (tf.m)
Section Mgirder1 Mslab1 Mps1 Mgirder0 Mslab0 Mps0 M0-M1
SEC-1 0.000 0.000 0.000 -111.599 -87.734 300.594 101.261
SEC-2 46526826.563 12970293.750 -239998824.350 -91.897 -72.808 221.350 180501760.683
SEC-3 346487295.000 96590340.000 -1058376836.774 -35.777 -28.767 93.307 615299230.537
SEC-4 460205951.250 128291715.000 -1058376836.774 17.025 13.724 -38.495 469879162.778
SEC-5 613607935.000 171055620.000 -1058376836.774 26.830 21.591 -63.722 273713266.473
SEC-6 114.756 91.065 -298.353 58.956 47.198 -148.056 50.630
SEC-7 101.688 80.441 -264.915 64.948 51.558 -165.955 33.337
SEC-8 95.787 75.643 -250.176 62.951 49.829 -161.730 29.796
SEC-9 59.290 45.970 -162.376 42.756 32.972 -117.844 15.000
SEC-10 15.914 11.948 -68.993 12.125 8.969 -58.788 3.437
SEC-11 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Secondary Shear due to Creep (tf)
Section Vgirder1 Vslab1 Vps1 Vgirder0 Vslab0 Vps0 V0-V1
SEC-1 126517.100 35269.200 0.000 24.883 18.601 -51.265 -161794.082SEC-2 121625.975 33905.700 0.000 22.880 17.583 -48.857 -155540.069
SEC-3 83475.200 23270.400 0.000 17.568 14.159 -41.761 -106755.634
SEC-4 63258.550 17634.600 0.000 12.180 9.779 -33.781 -80904.972
SEC-5 0.000 0.000 0.000 10.891 8.731 -25.414 -5.793
SEC-6 0.000 0.000 0.000 4.593 3.611 -12.316 -4.113
SEC-7 -6.298 -5.120 13.090 -1.705 -1.510 0.720 -4.167
SEC-8 -7.588 -6.169 21.384 -2.995 -2.558 9.014 -4.167
SEC-9 -12.975 -10.549 29.294 -8.382 -6.938 16.925 -4.166
SEC-10 -18.287 -13.972 36.336 -13.695 -10.362 23.966 -4.167
SEC-11 -20.290 -14.990 38.748 -15.698 -11.380 26.378 -4.167
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M0-M1)x(1-e-f)
70.762
126135675.125
429974663.705
328354278.651
191272414.888
35.381
23.296
20.822
10.482
2.402
0.000
`
(V0-V1)x(1-e-f)
-113062.641-108692.301
-74601.455
-56536.863
-4.048
-2.874
-2.912
-2.912
-2.911
-2.912
-2.912
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Secondary Moment due to DeadLoad Creep (tf.m)
Section Mgirder1 Mslab1 Mgirder0 Mslab0 M0-M1 M0-M1)x(1-e-f)
SEC-1 0.000 0.000 0.000 0.000 0.000 0.000
SEC-2 46526826.563 12970293.750 17.792 11.157 -59497091.364 -41576911.819
SEC-3 ########## 96590340.000 77.206 50.653 ########## ##########SEC-4 ########## 128291715.000 115.096 77.857 ########## ##########
SEC-5 ########## 171055620.000 116.327 78.796 ########## ##########
SEC-6 114.756 91.065 104.248 71.230 -30.343 -21.204
SEC-7 101.688 80.441 47.822 32.820 -101.487 -70.920
SEC-8 95.787 75.643 39.740 27.283 -104.407 -72.960
SEC-9 59.290 45.970 -68.025 -46.817 -220.102 -153.808
SEC-10 15.914 11.948 -177.790 -120.105 -325.757 -227.641
SEC-11 0.000 0.000 -206.885 -138.848 -345.733 -241.600
Secondary Shear due to DeadLoad Creep (tf)
Section Vgirder1 Vslab1 Vgirder0 Vslab0 V0-V1 (V0-V1)x(1-e-f)
SEC-1 126517.100 35269.200 22.750 14.032 -161749.518 -113031.500
SEC-2 121625.975 33905.700 20.381 13.014 -155498.280 -108663.098
SEC-3 83475.200 23270.400 11.953 8.480 -106725.168 -74580.165
SEC-4 63258.550 17634.600 2.906 2.188 -80888.056 -56525.042
SEC-5 0.000 0.000 2.019 1.571 3.590 2.509
SEC-6 0.000 0.000 -6.851 -4.598 -11.448 -8.000
SEC-7 -6.298 -5.120 -15.720 -10.766 -15.069 -10.530
SEC-8 -7.588 -6.169 -16.607 -11.383 -14.234 -9.947
SEC-9 -12.975 -10.549 -25.654 -17.675 -19.806 -13.840
SEC-10 -18.287 -13.972 -34.082 -22.209 -24.031 -16.793SEC-11 -20.290 -14.990 -36.451 -23.227 -24.397 -17.049
Secondary Moment due to PC Creep (tf.m)
Section Mpc1 Mpc0 M0-M1 M0-M1)x(1-e-f)
SEC-1 0.000 0.000 0.000 0.000 0.000
SEC-2 ########## -149.469 ####### 167712463.141 ######
SEC-3 ########## -319.638 ####### 739599636.151 ######
SEC-4 ########## -437.016 ####### 739599554.127 ######
SEC-5 ########## -439.310 ####### 739599552.524 ######
SEC-6 -298.353 -332.567 -34.214 -23.909 -45.113
SEC-7 -264.915 -171.335 93.580 65.394 -5.526
SEC-8 -250.176 -142.295 107.881 75.388 2.428
SEC-9 -162.376 246.964 409.340 286.049 132.241
SEC-10 -68.993 612.154 681.147 475.989 248.349
SEC-11 0.000 805.523 805.523 562.904 321.304
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Secondary Shear due to PC Creep (tf)
Section Vpc1 Vpc0 V0-V1 (V0-V1)x(1-e-f)
SEC-1 0.000 -37.228 -37.228 -26.015
SEC-2 0.000 -33.772 -33.772 -23.600
SEC-3 0.000 -15.863 -15.863 -11.085
SEC-4 0.000 -7.459 -7.459 -5.213SEC-5 0.000 4.081 4.081 2.852
SEC-6 0.000 13.432 13.432 9.386
SEC-7 13.090 22.861 9.771 6.828
SEC-8 21.384 34.159 12.775 8.927
SEC-9 29.294 45.642 16.347 11.424
SEC-10 36.336 53.405 17.069 11.928
SEC-11 38.748 63.746 24.998 17.469
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SURFACE LLMAX
Node Sec N V M N V M N
1 1 0.000 12.298 -1.361 0.000 9.012 2.144 0.000
6 2 0.000 10.862 9.350 0.000 8.569 6.477 0.000
11 3 0.000 5.311 38.258 0.000 6.937 28.640 0.000
16 4 0.000 -1.828 48.863 0.000 5.452 49.910 0.000
21 5 0.000 -2.605 47.755 0.000 5.244 51.238 0.000
26 6 0.000 -2.437 54.923 0.000 2.594 49.296 0.000
31 7 0.000 -9.888 24.917 0.000 1.323 36.206 0.000
36 8 0.000 -3.705 23.372 0.000 2.607 33.904 0.000
41 9 0.000 -11.624 -15.718 0.000 1.487 13.495 0.000
46 10 0.000 -16.760 -65.472 0.000 1.123 12.128 0.000
51 11 0.000 -18.196 -81.640 0.000 1.120 12.906 0.000
56 12 0.000 1.474 -80.709 0.000 8.091 14.838 0.000
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LLMIN DECK
V M N V M
-0.719 -2.092 0.000 -18.629 0.000
-0.726 -0.549 0.000 17.611 14.950
-1.149 -2.616 0.000 13.078 71.342
-3.336 -6.579 0.000 6.786 121.994
-3.589 -6.999 0.000 6.169 125.232
-5.098 -9.366 0.000 0.000 140.654
-6.979 -12.070 0.000 -6.169 125.232
-8.605 -12.285 0.000 -6.786 121.994
-10.489 -19.659 0.000 -13.078 71.342
-11.305 -46.049 0.000 -17.611 14.950
-11.551 -54.291 0.000 -18.629 0.000
-6.664 -53.123
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Table 5.8.3.4.2-1 - Values of and for Sections with Transverse Reinforcement
1 - Values of
v/f'c x x 1000
-0.200 -0.150 -0.100 0.000 0.125 0.250 0.500 0.750 1.000 1.500
0.050 6.78 6.17 5.63 4.88 3.99 3.49 2.51 2.37 2.33 1.950.075 6.78 6.17 5.63 4.88 3.65 3.01 2.47 2.33 2.16 1.900.100 6.50 5.87 5.31 3.26 2.61 2.54 2.41 2.28 2.09 1.720.125 2.71 2.71 2.71 2.60 2.57 2.50 2.37 2.18 2.01 1.600.150 2.66 2.61 2.61 2.55 2.50 2.45 2.28 2.06 1.93 1.500.175 2.59 2.58 2.54 2.50 2.41 2.39 2.20 1.95 1.74 1.350.200 2.55 2.49 2.48 2.45 2.37 2.33 2.10 1.82 1.58 1.210.225 2.45 2.44 2.43 2.37 2.33 2.27 1.92 1.67 1.43 1.180.250 2.36 2.36 2.32 2.30 2.28 2.01 1.64 1.52 1.40 1.30
2 - Values of
v/f'c x x 1000
-0.200 -0.150 -0.100 0.000 0.125 0.250 0.500 0.750 1.000 1.5000.050 27.00 27.00 27.00 27.00 27.00 28.50 29.00 33.00 36.00 41.000.075 27.00 27.00 27.00 27.00 27.00 27.50 30.00 33.50 36.00 40.000.100 23.50 23.50 23.50 23.50 24.00 26.50 30.50 34.00 36.00 38.000.125 20.00 21.00 22.00 23.50 26.00 28.00 31.50 34.00 36.00 37.000.150 22.00 22.50 23.50 25.00 27.00 29.00 32.00 34.00 36.00 36.500.175 23.50 24.00 25.00 26.50 28.00 30.00 32.50 34.00 35.00 35.500.200 25.00 25.50 26.50 27.50 29.00 31.00 33.00 34.00 34.50 35.000.225 26.50 27.00 27.50 29.00 30.50 32.00 33.00 34.00 34.50 36.500.250 28.00 28.50 29.00 30.00 31.00 32.00 33.00 34.00 35.50 38.50
Chu y khi nhap so lieu:
* Cac o ch mau o la so can nhap* Cac hang co nen mau xam ghi la cac hang can an (Hide) trc khi in.
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2.000
1.721.651.451.351.241.111.001.141.25
2.00043.0042.0039.0038.0037.0036.0036.0039.0041.50
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11. Design of Deck Slab
11.1 Sumary of Bending Moment:
Bending Moment due to Live Load:
(a) Continuous Slab
1) Effective Span Length 1.700 m
2) Load 10.000 T
3) Impact Factor IM 33%
4) Positive Moment M=0.8*(1+IM)*(0.12S+0.07) 2.92 T.m/m
5) Negative Moment M=-(1+IM)*(0.15S+0.125)*P -5.05 T.m/m
(2) Cantilever Slab
1) Effective Span Length 0.100 m < 0.5m --> ignore
2) Load 10.000 T
3) Impact Factor IM 33%
4) Negative Moment M= 0.00 T.m/m
Bending Moment due to Self-weight of Slab:
Section A B C
Bending Moment (T.m) -0.152 0.152 -0.150
Bending Moment due to Asphalt Concrete:
Section A B C
Bending Moment (T.m) -0.050 0.050 -0.030
Bending Moment due to Parapet & Railings:
Section A B C
Bending Moment (T.m) 0.000 0.000 -0.424
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Sectional forces of deck slab
Self Surface Parapet ive load with impac ERVICE-II STRENGTH-ISection weight load & Railings (LF=1.0)
M(tfm) M(tfm) M(tfm) M(tfm) M(tfm) M(tfm) M(tfm)Section-A -0.152 -0.050 0.000 -5.054 -0.202 -4.245 -9.109
Section-B 0.152 0.050 0.000 2.915 0.202 2.534 5.366Section-C -0.150 -0.030 -0.424 0.000 -0.603 -0.603 -0.762
Dead load
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Combination of Bending Stress
Top Bottom Upper Lower Top Bottom Top Bottom Top
fibre fibre edge edge fibre fibre fibre fibre fibre
Section A #REF! #REF! -3.01 3.01 -0.99 0.99 -100.24 100.24 #REF!
Section B #REF! #REF! 3.01 -3.01 0.99 -0.99 57.83 -57.83 #REF!
Section C #REF! #REF! -14.37 14.37 -2.90 2.90 0.00 0.00 #REF!
Section D #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!
Section E #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!
Stress Notations: (+): Compressive
(-): Tensile
Live
Prestress Self-weight Surface load Live Load
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Unit: T/m2
Bottom
fibre
#REF!
#REF!
#REF!
#REF!
#REF!
Load