ABCDEFGHIJKLMNOPQRSTUVWXYZAAABACADAEAFAGAHAIAJAKALAMANAOAPAQARASATAUAVAWAXAYAZBABBBCBDBEBFBGBHBIBJBKBLBMBNBOBPBQBRBSBTBU
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PROJECT :
PAGE :
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CLIENT :
DESIGN BY :
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JOB NO. :
DATE :
REVIEW BY :
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Concrete Box Culvert Design Based on AASHTO 17th & ACI 318-14
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INPUT DATA & DESIGN SUMMARY
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CONCRETE STRENGTH
fc' =3,5
ksi, (24 MPa)
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REBAR YIELD STRESS
fy =60
ksi, (414 MPa)
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LATERAL SOIL PRESSURE
Pa =45pcf, (721kg/m3)
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(equivalent fluid pressure)
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BACKFILL WEIGHT
gb =140pcf, (2243kg/m3)
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TOP LIVE SURCHARGE
ws =100
psf, (5 kPa), vertical
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ONE WHEEL LOAD (HS20 Min.)
P =18
kips, (80.1 kN)
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SEISMIC GROUND SHAKING
PE =20psf/ft, (320
kg/m3), ASD
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(soil pressure, if no report 35SDS suggested. )
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THICKNESS OF TOP SLAB
ts=10
in, (254 mm)
[THE DESIGN IS INADEQUATE.]
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SLAB TRANS REBARS#6@10
in o.c., (254 mm)
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SLAB BAR LOCATION (1=at middle, 2=at top & bot)
2
at top & bottom
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DEPTH OF FILL.
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THICKNESS OF WALL
tw=9
in, (229 mm)
D=2,8
ft, (0.85 m)
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WALL VERTICAL REBARS
#5@12
in o.c., (305 mm)
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WALL BAR LOCATION (1=at middle, 2=at each face)
2
at each face
DIMENSION
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H=10
ft, (3.05 m)
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B=8
ft, (2.44 m)
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THICKNESS OF FLOOR
tf=12
in, (305 mm)
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FLOOR TRANS REBARS
#6@12
in o.c., (305 mm)
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FLOOR BAR LOCATION (1=at middle, 2=at top & bot)
2
at top & bottom
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ANALYSIS
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CHECK TOP SLAB CAPACITY
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Mu = (1.2 gb D + 1.6 ws) B2 / 8 + 1.6 P I B / (4 E) =
17,97
ft-kips / ft, (possible max moment conservatively)
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Vu = (1.2 gb D + 1.6 ws) B / 2 + 1.6 P I / E =
8,98
kips / ft, (possible max shear force conservatively)
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Pu =0
slab axial force, zero conservatively, since tension controlled. (ACI 318-14 21.2)
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whereI=1,112758997
Impact Factor (AASHTO 17 3.8.2.3)
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E=
Min[ 7 ,Max( 4 + 0.12 B , 1.75 D)] =
4,96
ft, point load to load per linear foot
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=17,06
ft-kips / ft
<Mu
[Unsatisfactory]
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, (ACI 318-14 22)
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rProvD =0,0058<
rMAX =
0,0181
, (ACI 318-14 7.3.3 or R21.2.2)
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>
rMIN =
0,0033
, (ACI 318-14 9.6)
[Satisfactory]
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=8,12
kips / ft
<Vu
[Unsatisfactory]
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, (ACI 318-14 9.6.3.1)
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whered =7,63in,b =12in,As =0,528
in2 / ft
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WALL LATERAL LOADS
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Hb = 0.5 Pa H2
=2,25kips / ft ,
gHb = 1.6 Hb =
3,60
kips / ft
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Hs = Pa D + Max(36 lbs/ft , ws Pa / gb) H =
0,49kips / ft ,
gHs = 1.6 Hs =
0,78
kips / ft
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HE = 0.5 PE H2
=1,00kips / ft ,
gHE = 1.6 HE =
1,60
kips / ft
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(cont'd)
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CHECK WALL CAPACITY
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Mu = (0.1875 g Hs + 0.175 g Hb + 0.100 g HE) H
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=9,36
ft-kips / ft, (possible max moment conservatively)
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Vu = g Hs + g Hb + g HE =
5,98
kips / ft
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Pu =2,63
kips / ft, (DL only, since tension controlled.)
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f Pn (k)
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f Pnf Mn
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AT AXIAL LOAD ONLY
185,50,0
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AT MAXIMUM LOAD
185,56,2
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AT MIDDLE
118,518,2
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AT e t = 0.002
51,521,8
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AT BALANCED
49,821,9
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AT e t = 0.005
31,324,7
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AT FLEXURE ONLY
0,09,0
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(Note: For middle reforming the max fMn is at c
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f Mn (ft-k)
equal to 0.5 t / b1, not at balanced condition.)
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Pu =2,63kips / ft
[Satisfactory]
, (ACI 318-14 21 & 22)
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Mu =9,36ft-kips / ft
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=7,12
kips / ft
>Vu
[Satisfactory]
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, (ACI 318-14 9.6.3.1)
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whered =6,69in,b =12in,As =0,310
in2 / ft
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CHECK BOTTOM FLOOR CAPACITY
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Mu = [1.2 gb D + 1.6 ws + 1.6 P I / (E B) + 1.2 (0.15) (ts - tf)] B2 / 8 =
11,26
ft-kips / ft, (max moment conservatively)
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Vu = 4 Mu / B =
5,63
kips / ft, (possible max shear force conservatively)
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Pu =0
floor axial force, zero conservatively, since tension controlled. (ACI 318-14 21.2)
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=18,33
ft-kips / ft
>Mu
[Satisfactory]
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, (ACI 318-14 22)
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rProvD =0,0038<
rMAX =
0,0181
, (ACI 318-14 7.3.3 or R21.2.2)
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>
rMIN =
0,0033
, (ACI 318-14 9.6)
[Satisfactory]