PROJECT : PAGE : CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

INPUT DATA & DESIGN SUMMARYCONCRETE STRENGTH f 'c = 6 ksi SECTION DIMENSIONS

REBAR STRENGTH fy* = fy = 60 ksi T = 42 in

TENDON TENSILE STRENGTH fsu* = fpu = 270 ksi B = 28 in

TENDON YIELD STRENGTH fpy = 243 ksi C = 8 inCOMPRESSION REINF. 12 # 8 D = 72 inTENSION REINF. 8 # 8 E = 10 inSHEAR STIRRUP REINF. F = 7 in

2 legs, # 6 @ 12 in o. c. G = 5 inPRESTRESSING TENDONS W = 8 in

36 strands (each 0.5 in diameter & 0.153 in2 area )SECTION PROPERTIES

DISTANCE TO CENTROID OF COMPRESSION d' = 4.5 in A = 1125 in2

DISTANCE TO CENTROID OF PRESTRESSED dp = 64 in yt = 34.65 in

DISTANCE TO CENTROID OF TENSION d = 68 in yb = 37.35 inGIRDER SPAN LENGTH L = 80 ft I = 762125 in4

GIRDER SPACING S = 8 ft, o.c. St = 21995 in3

CONCRETE DECK THICKNESS t = 8 in Sb = 20405 in3

TENDON FORCE IMMEDIATELY AFTER PRESTRESS TRANSFERPi = 1000 kips

TENDON FORCE AT SERVICE LOAD AFTER ALLOWANCE LOSSES

Pe = 800 kipsMOMENT DUE TO SELF-WEIGHT MG = 1042 ft-kMOMENT DUE TO DEAD LOAD MD = 1000 ft-kMOMENT DUE TO LIVE LOAD ML = 1354 ft-k

FACTORED SHEAR FORCE Vu = 250 k

FACTORED TORSIONAL MOMENT Tu = 52 ft-k

SECTION LOCATION ( 0, 1 or 2 ) 0 at midspanPRESTRESSING METHOD ( 0, 1 or 2 ) 2 post-tensioned & bondedEXPOSURE ( 0 OR 1 ) 0 mild exposure

THE DESIGN IS ADEQUATE. Additional 4 #8 Longitudinal Reinforcement Required for Torsion

CHECK TRANSFER LOAD CONDITION (AASHTO 9.15.1 & 9.15.2.1)PRESTRESSED ECCENTRICITY e = 29.35 inMIN. TOP FIBER STRESS - Fti = -0.581 ksi

MAX. BOT. FIBER STRESS Fbi = 3.300 ksi

MAX. ALLOWABLE STRESS Fsi = 189.000 ksi

f si = 181.554 ksi < Fsi[Satisfactory]

0.123 ksi > - Fti[Satisfactory]

1.715 ksi < Fbi[Satisfactory]

(As')reqd = 0.000 in2

< (As')provd(ACI 318-08 R18.4.1) [Satisfactory]

CHECK SERVICEABILITY LOAD CONDITION (AASHTO 9.15.1 & 9.15.2.2)

MIN. TOP FIBER STRESS Fte = 0.6fc' = 3.600 ksi, for total loads

Fte, G+D = 0.4fc' = 2.400 ksi, for sustained loads only

Fte, 0.5(G+D)+L = 0.4fc' = 2.400 ksi, for live + 50% sustained loadsMAX. BOT. FIBER STRESS

-Fbe = -(0, 3, or 6)(fc')0.5 = -0.465 ksi

MAX. ALLOWABLE STRESS Fse = 0.8fy = 194.400 ksi, after all losses

f se = 145.243 ksi < Fse[Satisfactory]

Prestressed Concrete Girder Design for Bridge Structure Based on AASHTO 17th Edition & ACI 318-08

1 Giti

t t

e Mf P A S S

1 Gibi

b b

e Mf P A S S

pc12Highlight

pc12Rectangle

(Cont'd)

0.403 ksi < Fte [Satisfactory]COMPOSITE SECTION PROPERTIES

b = 96

0.100 ksi < Fte, G+D [Satisfactory] Ac = 1893 in2

yct = 26.97 in

ycb = 53.03 in

0.353 kis < Fte, 0.5(G+D)+L Ic = 1448000 in4

[Satisfactory] Sct = 53691 in3

Scb = 27305 in3

0.369 ksi > -Fbe [Satisfactory]

CHECK ULTIMATE LOAD CONDITION (AASHTO 9.15.1 & 9.17 ACI 318-08 18.7)COMPRESSION ZONE FACTOR 1 = 0.75 , (ACI 318-08 R10.2.7)TENDON TYPE FACTOR p = 0.280 , (ACI 318-08 18.7.2)RATIO OF TENSION REINF. = 0.002 , (ACI 318-08 Chapter 2)RATIO OF COMPR. REINF. ' = 0.003 , (ACI 318-08 Chapter 2)RATIO OF PRESTR. REINF. p = 0.002 , (ACI 318-08 Chapter 2)INDEX OF TENSION REINF. = 0.022 , (ACI 318-08 18.7.2)INDEX OF COMPR. REINF. ' = 0.033 , (ACI 318-08 18.7.2)INDEX OF PRESTR. REINF. p = 0.086 , (ACI 318-08 18.7.2)

FACTORED ULTIMATE MOMENTMu = ( D MD + L ML ) = 1.3 [ 1.0 ( MG + MD) + 1.67 ML] , (AASHTO Eq. 3-10)

= 5594.134 ft-k

STRESS IN BONDED TENDONS :

252.864 ksi

STRESS IN UNBOUNDED TENDONS :

Not applicable

Not applicable s,max = 0.0021 , (ACI 318-08 10.3.4 & 10.3.5)c = 18.4 in, by pure math method

Fc = 1612.817 kips

dc = 4.971 in

7964 ft-k As 'fs' = 159.158 kips

> Mu [Satisfactory] As fy = 379.200 kips

Aps fps = 1392.775 kips

4632 ft-k < Mn [Satisfactory](AASHTO 9.18.2 & ACI 318-08 18.8.2)

CHECK SHEAR CAPACITY (AASHTO 9.20, ACI 318-08 11.1 & 11.4)

64.00 in 77.46 psi

116.39 kips

281.60 kips 0.164 in2

12.00 in

0.523 in2 [Satisfactory], Case 3 applicable

in, (ACI 318-08 8.12.3)

1 G D Lete

t ct

e M M Mf P A S S

1 G D Lebe

b cb

e M M Mf P A S S

,1 G D

ete G Dt ct

e M Mf P A S S

c = 0.003 0.85 f c'A s' f s'

A ps f ps

A s f y

Parabolic

F c

''

11 , 0.17p pupps pu

pc

dfMINf f

f d

'

10 , , 60100

cps se y se

p

fMINf f f f

'

10 , , 30300

cps se y se

p

fMINf f f f

'11.2 1.2 7.5 1cbcr e Gb cc b b

e SfSM P MS SA

,0.5( ))0.5(1

0.5 D LGete G D Lt ct

Me M Mf P A S S

' '2

'

'

2 0.85, 57 , 29000

0.85 2 , 0

0.85 ,

,,

CC

CC

C

S

fksifE Ec so Ec

c c forf c of oo

forf c oforEss s t

f forf s ty

''n ps s sp c c cps y ydf f fd d d d dM A A A

0.8 , pd MAX h d

' ' '

'

0.6 700 1 , , 5 , 2 , 0.4

2 , 0.4

u pw w wc c c se pu

uc

w c se pu

V dMAX MIN MIN d d d forf f f f fb b bMV

d forf f fb

', 8v ys w cdfA

MIN d fV bS

' '100 ,cprovd

MINf f c

(min)

50 , , 0.480

50 , 0.4

ps puww

se puy y

v

wse pu

y

dSfAS bbMAX for f f

f dfA

Sb for f ff

(min),

, (min)

inf . , 1:2

, 2 :2

, , 3 :

, 4 :

cu

cv u cv requd

v cal v c u S c

S c u

Vno shear re requd for case V

Vfor case V VAA

MAX for case V V V VA Aunsatisfactory for case V V V

'

max'

0.75 , 24 , 4

0.375 , 12 , 4

s w c

s w c

MIN d for d fV bS

MIN d for d fV b

(Cont'd)CHECK TORSIONAL CAPACITY (AASHTO 9.21, ACI 318-08 11.1 & 11.5)

Acp = 576 in2

Pcp = 160 in Tu > 11.403 ft-kips

fpc = 1.389 ksi

Aoh = 290 in2

Thus, Torsional Reinf. Reqd.

Ph = 145 in

0.013 in2/in 3.19 in2

Additional 4 #8 Longitudinal Reinforcement Required for Torsion

0.069 in2/in < 0.073 in2/in

[Satisfactory]

2'

'1

4cp pc

ccp c

fAfP f

1.7 cos 37.5t uoh yvA TS fA

'2 5 2537.5 , max ,cot

cpyv yvct t wL h h

yL yL yL yv

f ffA bA AMAXA P PS Sf f f f

Re

2 50,v t wTotal qD yv

A bA At MAXS S f

ProvDAtS