424 Design of Box Culvert AASHTO 424 Design of Box Culvert AASHTO 424 Design of Box Culvert AASHTO
Stru. Design of Box CulvertwaesrffdawClient:GeoData Survey
CompanyDesigned By:Ali Akbar ShaikhzadehDate:1-Jul-12Job
Name/Station:Culvert Structural DesignVerified By:Design
SummaryRevision:Version 1.0INPUT DATACONCRETE COMPRESSIVE STRENGTH,
f'c28MPAREBAR YIELD STRENGTH, fy420MPACONCRETE UNIT WEIGHT,
gc24kN/cumSATURATED SOIL UNIT WEIGHT, gs18kN/cumHEIGHT OFCULVERT,
H1500mmWIDTH OF CULVERT, B2000mmTHICKNESS OF SIDE WALLS,
tw350mmTHICKNESS OF TOP SLAB, tts350mmTHICKNESS OF BOTTOM SLAB,
tbs350mmDEPTH OF FILL, hf2000mmIMPOSED SERVICE DEAD LOADS,
wd0KPaALLOWABLE SOIL PRESSURE, Qa144KPaSOIL ANGLE OF FRCITION,
f30Deg.PREFERRED REBAR SIZE12mmCONCRETE COVER TO REBAR
CENTER75mmDesign SummaryNO. OF REINFORCEMENT LAYERS2Shear
StatusO.K.MAIN REINFORCEMENT SPACING200mmFlexure
StatusO.K.TEMPERATURE REINFOR. SPACING200mmSoil Pressure
StatusO.K.LOADS ON THE CULVERTFor the design purposes a one-meter
length of the culvert is considered.Top SlabVehicular Live Loads
(HS 20 AASHTO Truck)Include live loads if hf < 2400mmhf
=2000mmLL considered.Design Based on (AASHTO 3.6.1.2.6)Multiple
presence factor1.20Traffic travelling parallel to span(AASHTO
3.6.1.1.2)Width of distributed load (parallel to span)2250mm(AASHTO
3.6.1.2.6)Length of distributed load (perpend. to span)4510mmEquiv.
wheel loads don't overlap.(AASHTO 3.6.1.2.6)Pressure intensity at
the specified depth of fill7.14KPaWheel Load = 72.5 KNLinear load
on the top slab7.14KN/m0Dynamic Load Allowance (Impact
Factor)(AASHTO 3.6.2.2)IM = 33(1 - 0.00041 hf) > 0%5.94%Factor
for increasing live load due to impact effectsIncreased linear live
load9.08KN/mImpact and multiple presence factor included.Weight of
earth fillLinear weight of fill on the slab36.00KN/mImposed dead
loadsLinear imposed dead loads on the slab0KN/mSelfweightLinear
selft weight of the slab8.4KN/mSide WallsSoil pressurekah = (1 -
sinf ) / (1 + sinf )0.333Surcharge on side walls due to top
soil36.0KPa(cont'd)Height of surcharge (h' = s / gs )2.0mLinear
pressure at the bottom of the side wall21.0kN/mSelfweightTwo side
walls = tw (H - tbs - tts) gc13.4KNBottom SlabSelf weight of the
whole structureLinear soil pressure due to stru.
selfweight59.52kN/mSee note 1Vehicular Live Loads (HS 20 AASHTO
Truck)Linear soil pressure due to live loads9.08KN/mSee note
1FACTORED LOAD DIAGRAMSLoad factor for dead load1.25(AASHTO
3.4.1)Load factor for horizontal earth pressure1.50(AASHTO
3.4.1)Load factor for live load1.75(AASHTO
3.4.1)55.5015.8918.0018.0031.531.574.415.89ANALYSIS OF THE
STRUCTUREThe structure is analyzed using the moment distribution
method.The fixed-end moment at each joint is the superposition of
the fixed-end moments due to dead, live and earth pressure
loads.JointABDCMemberACABBABDDBDCCDCALength0.802.002.000.800.802.002.000.80Moment
of Inertia0.02920.02920.02920.02920.02920.02920.02920.0292Distrib.
Factor0.710.290.290.710.710.290.290.71FEM1.25-23.8023.80-1.251.39-30.1030.10-1.39Distribution16.116.44-6.44-16.1120.508.20-8.20-20.50Carry
Over-10.25-3.223.2210.25-8.05-4.104.108.05Distribution9.623.85-3.85-9.628.683.47-3.47-8.68Carry
Over-4.34-1.921.924.34-4.81-1.741.744.81Distribution4.481.79-1.79-4.484.681.87-1.87-4.68Carry
Over-2.34-0.900.902.34-2.24-0.940.942.24Distribution2.310.92-0.92-2.312.270.91-0.91-2.27Carry
Over-1.13-0.460.461.13-1.15-0.450.451.15Distribution1.140.46-0.46-1.141.150.46-0.46-1.15Carry
Over-0.57-0.230.230.57-0.57-0.230.230.57Distribution0.570.23-0.23-0.570.570.23-0.23-0.57Carry
Over-0.29-0.110.110.29-0.29-0.110.110.29Distribution0.290.11-0.11-0.290.290.11-0.11-0.29Moment
Sum16.84-16.8416.84-16.8422.41-22.4122.41-22.41(cont'd)SHEAR MOMENT
DIAGRAMSTop SlabMmax (+)18.86kN/mMmax (-)-16.84kN/mDesign
Moment18.86kN/mVmax (+)71.39kNVmax (-)-64.26kNDesign Shear26.77kNAt
distance d from the face of the supportBottom SlabMmax
(+)22.41kN/mMmax (-)-22.73kN/mDesign Moment22.73kN/mVmax
(+)90.29kNVmax (-)-90.29kNDesign Shear33.86kNAt distance d from the
face of the support(cont'd)Side WallsMmax (+)22.41kN/mMmax
(-)-14.92kN/mDesign Moment22.41kN/mVmax (+)-38.26kNVmax
(-)-50.86kNDesign Shear49.03kNAt distance d from the face of the
supportTHICKNESS CHECKShear strength provided by concrete = fVc =
f0.17 (f'c)0.5 bw d(ACI 11.2.1.2)Componentd (mm)fVc (kN)Vd
(kN)StatusTop slab275185.526.8O.K.Bottom slab275185.533.9O.K.Side
walls275185.549.0O.K.REINF. CALCULATIONSMinimum reinforcement ratio
for main reinforcement, min0.0007See note 2(AASHTO 5.10.8)Minimum
reinforcement ratio for temperature reinforcement, min0.0008See
note 2(AASHTO 5.10.8)Maximum center to center spacing of
reinforcement, smax525mmMax (1.5 t, 450)(AASHTO
5.10.3.2)ComponentMAIN REINFORCEMENTTEMPRATURE REINF.d
(mm)Mu(kN-m)As (mm2)As provactminStatusactminStatusTop
slab27521.020211310.00320.0013O.K.0.00320.0015O.K.Bottom
slab27525.324311310.00320.0013O.K.0.00320.0015O.K.Side
walls27524.924011310.00320.0013O.K.0.00320.0015O.K.SOIL PRESSURE
CHECKPressure on soil68.60KPaAllowable soil
pressure144.00KPaStatusO.K.1- In reality, the uplift soil pressure
on the bottom slab may not be uniform. However, for simplicity, it
shall be assumed to be uniform.2- Minimum reinforcement ratio found
is for one layer of reinforcement and shall be multiplyed by 2 if
there is 2 layers of reinforcement.3- Clear distance between two
layers of reinforcement shall not be more than 150mm and less than
25mm.4- All soil has been assumed to be saturated soil.5- It has
been assumed that only one axle of the design truck comes on the
culvert at a time. This is true for culvert width up to 4300. For
more widthsthis design spreadsheet can not be used since it is
possible that two axle loads come on the culvert.
Stru. Design of Box
Culvert00.10.20.30.40.50.60.70.80.911.11.21.31.41.51.61.71.81.92
Distance x (m)
Moment (kN-m)
Top Slab Moment Diagram
-16.8380998762
-10.0555829508
-3.9870151755
1.3676034498
6.008272925
9.9349932502
13.1477644254
15.6465864505
17.4314593256
18.5023830507
18.8593576257
18.5023830507
17.4314593256
15.6465864505
13.1477644254
9.9349932502
6.008272925
1.3676034498
-3.9870151755
-10.0555829508
-16.8380998762
Calculations00.10.20.30.40.50.60.70.80.911.11.21.31.41.51.61.71.81.92
Distance x (m)
Shear (kN)
Top Slab Shear Diagram
71.3949150037
64.2554235033
57.115932003
49.9764405026
42.8369490022
35.6974575018
28.5579660015
21.4184745011
14.2789830007
7.1394915004
0
-7.1394915004
-14.2789830007
-21.4184745011
-28.5579660015
-35.6974575018
-42.8369490022
-49.9764405026
-57.115932003
-64.2554235033
-71.3949150037
Sheet100.10.20.30.40.50.60.70.80.911.11.21.31.41.51.61.71.81.92
Distance x (m)
Moment (kN-m)
Bottom Slab Moment Diagram
22.4137644113
13.8357474859
6.1606797106
-0.6114389146
-6.4806083899
-11.4468287151
-15.5100998903
-18.6704219154
-20.9277947905
-22.2822185155
-22.7336930905
-22.2822185155
-20.9277947905
-18.6704219154
-15.5100998903
-11.4468287151
-6.4806083899
-0.6114389146
6.1606797106
13.8357474859
22.4137644113
00.10.20.30.40.50.60.70.80.911.11.21.31.41.51.61.71.81.92
Distance x (m)
Shear (kN)
Bottom Slab Shear Diagram
-90.2949150037
-81.2654235033
-72.235932003
-63.2064405026
-54.1769490022
-45.1474575018
-36.1179660015
-27.0884745011
-18.0589830007
-9.0294915004
0
9.0294915004
18.0589830007
27.0884745011
36.1179660015
45.1474575018
54.1769490022
63.2064405026
72.235932003
81.2654235033
90.2949150037
00.040.080.120.160.20.240.280.320.360.40.440.480.520.560.60.640.680.720.760.8
Distance x (m)
Moment (kN-m)
Side Walls Moment Diagram
22.4137644113
20.8629511969
19.2724179826
17.6432447682
15.9765115538
14.2732983394
12.5346851251
10.7617519107
8.9555786963
7.1172454819
5.2478322676
3.3484190532
1.4200858388
-0.5360873756
-2.5190205899
-4.5276338043
-6.5608470187
-8.6175802331
-10.6967534474
-12.7972866618
-14.9180998762
00.040.080.120.160.20.240.280.320.360.40.440.480.520.560.60.640.680.720.760.8
Distance x (m)
Shear (kN)
Side Walls Shear Diagram
-38.2648303593
-39.1513303593
-40.0108303593
-40.8433303593
-41.6488303593
-42.4273303593
-43.1788303593
-43.9033303593
-44.6008303593
-45.2713303593
-45.9148303593
-46.5313303593
-47.1208303593
-47.6833303593
-48.2188303593
-48.7273303593
-49.2088303593
-49.6633303593
-50.0908303593
-50.4913303593
-50.8648303593
Index NumberDistance From left end x (m)Simply
SupportedCantileverFixed at both endsIndex NumberDistance From left
end x
(m)420wP1P2TotalwP1P2TotalwP1P2TotalTotalItemValueDistanceVxMxxVxMxxVxMxxVxMxxVxMxxVxMxxVxMxxVxMxxVxMxxVxMxxVxMxxVxMxxVxMxxR10.000000.000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.000010.000.00000.00000.0000R20.000010.000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.000020.000.00000.00000.0000M10.000020.000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.000030.000.00000.00000.0000M20.000030.000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.000040.000.00000.00000.0000Vmax
(+)0.0000040.000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.000050.000.00000.00000.0000Vmax
(-)0.0000050.000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.000060.000.00000.00000.0000Mmax
(+)0.00000.000060.000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.000070.000.00000.00000.0000Mmax
(-)0.00000.000070.000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.000080.000.00000.00000.0000max
(+)0.00000.000080.000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.000090.000.00000.00000.0000max
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segm.0.1x segm.0.1x
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