r.c bridge design for natai
TRANSCRIPT
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BRIDGE DESIGN
PROJECT : MENGGANTIKAN JAMBATAN NO.
BRIDGE SPAN IS LESS THAN 50M SKEW = 30.000 DEGREES
DATE: 13/10/2000
REF: BS5400 AND JKR SPECIFICATION FOR BRIDGE LIVE LOADS
TYPE 1 IF JALAN LUAR BANDAR 0 Span
LOADINGS 9.45012.500
1 DEAD LOAD = 2766 KN 14.930
Span of bridge = 16.60 m o.k Proceed La 16.760
Width of bridge = 22.90 m 18.900
No. Beam = 30.000
2 SUPERIMPOSED DEAD LOAD = 548kN
Thickness of premix = 60 mm
Width of premix = 22.000 m
3 LIVE LOAD = 2175 KN
Width of Carriageway = 22.000 m
No. of notional lanes = 6.77
Actual no. of notional lanes = 6
4 FORCES DUE TO S,T,C .
Alpha(t) = 0.0000055 /degre F / unit length
Alpha(c) = 0.0005550 / unit length
Alpha(s) = 0.0002000 / unit length
Elastomeric bearing size adopted :-
Width = 200 mm Distance of centre of bearing
Breadth = 350 mm to the edge of ballast wall = 0.250
Thickness = 39 mm
Temperature Difference = 20.000 degree F
Shear Modulus , G = 1.060 N/mm^2
5 SELF WEIGHT AND BACKFILL .
S1 = 2.50%
S2 = 2.50%
A1 = 0.94m
A2 = 0.50m
A2a = 0.30m
A2b = 2.57m
A3 = 0.50m 0.577
A4 = 0.50m 0.577
A5 = 0.70m 0.808
A6 = 0.50m
A7 = 3.00m 3.464 3.000 0.808
A8 = 1.81m
A9 = 0.55m
A10 = 0.20m
A11 = 0.65m 1.810 0.935
C1 = 0.30m
C2 = 0.30m
D1 = 0.45m 0.500
L1 = 22.90m 26.443
A12 = 1.20m 1.386 0.300
A13 = 0.00m 0.000 3.565
A14 = 1.00m 1.155
A15 = 0.80m 0.924
A16 = 1.20m 2.565
1.200
1.000 0.800
Height Of Abutment : 5.5 meter
RETAING WALL TYPE OF ABUTMENT(5.5m height)
A7 A5 =A7
A4
A8 =
A12
A3
A6 =
A2a =
A2
A2b =
A16 =
A1 =
A
A10
=
A14A15
AS2
AS8
AS5
B1
=
B2
A7 =
A
ASection A-A
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Parapet
Area1 = 0.18sq.m
Area2 = 0.10sq.m
Approach Slab
AS1 = 3.00m
AS2 = 0.20m
AS3 = 22.00m 25.403 12.702
AS4 = 3.00m
AS5 = 0.06m
AS6 = 22.00m 25.403 12.702
AS7 = 3.00m
AS8 = 0.74m
AS9 = 22.00m 25.403 12.702
BACKFILL
B1 = 3.57m
B2 = 1.35m
6. WIND LOADS
Mean hourly wind speed , V = 120.800 Km/hourOr = 33.556 m/sec
Adopt = 34.000 m/sec
Wind Coef. related to return period, K1 = 1
K1 = 1 for highway, railway and foot/cycle track
for a return period of 120 years .
K1 = 0.85 for return period of 10 yeqrs .
Ref: Cl.5.3.2.1.2 BS 5400:Pt 2
Funnelling Factor , S1 = 1
S1 = 1.0 in general .
S1 = 1.1 - in valley, bridge sited to the lee of a range of hills .
Ref: Cl.5.3.2.1.3 BS 5400 : Pt 2
Gust Factor , S2 = 1.470
Refer to Table 2 BS5400 : Pt 2
Max. wind gust speed on bridge without L.L , Vc = 49.980 m/sec
Vc must be less than 35m/sec.
Hourly Speed Factor , K2 = 0.890
Refer to Table 2 and Cl.5.3.2.1.5 BS5400 : Pt 2
Minimum wind gust speed on relieving areas of bridge without L.L
35 x K2/S2 m/s = 21.190 m/sec
Vc' = the lesser
V K1 K2 m/s = 30.260 m/sec
Adopt Vc' = 21.190 m/sec
d1 = m
d2 = 1.810 m Refer to Table 4 , BS5400 : Pt 2
d3 = 3.500 m
dL = 2.500 m
Cd [ Without Live Load ] = 1.100
b/d = 12.652
Refer to Figure 5 , BS 5400 : Pt2
Cd [ with Live Load ] = 1.300
b/d = 6.543
Lift Coefficient , CL = 0.400
Refer to Figure 6 .
7. APPROACH SLAB , SURCHARGE , EARTH PRESSURE AND CONCRETE
Weight of Concrete = 25.000 KN/m
c1
c2
AS1,AS4,AS7
AS3,AS6,AS9
L1
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8. PILE CALCULATION
Nominal Load
L.C V x-BAR H y-BAR
(KN) (m) (KN) (m)
1 14180.741 1.757 2833.875 2.078
2 14036.340 1.760 2846.527 2.089 Vmax = 14
3 13803.501 1.765 3368.410 2.472 Hmax = 3
4.1 13803.501 1.765 3166.675 2.339
4.2 13803.501 1.765 3083.875 2.279
5 13803.501 1.765 2833.875 2.078
PileSize/type of pile adopted = spun pile
Diameter/Breadth = 500 mm
Working Load = 1000.000
7.000 NOTES:
Raked adopted = 9.462 [Deg.] Raked1:4
Nos. of Raked piles required = 20.490 No. 1:5
Nos. of Raked piles provided = 13 No. Vertical
Inc. 1:4
Nos. of Vertical piles required = 1.376 No.
Nos. of Vertical piles provided = 4 No.
Piles arrangement
Type Number Degree of xi
Rake (m)
188655.522 175683.797 Pni ? ...O.K
1 15 9.462 0.600 12971.725 Hi ?....O.K
2 7 9.462 2.400 O.K3 7 0.000 2.400
4 0 0.000 0.000 3540.146 2675.364
5 864.782
6 O.K
7
Ni V x-BAR H y-BAR Mo
(m) (m) (KN) (m) (KNm)
1 14180.741 1.757 2833.875 2.078 1799.860
2 14036.340 1.760 2846.527 2.089 1859.508
3 13803.501 1.765 3368.410 2.472 4244.948
4 13803.501 1.765 3166.675 2.339 3324.028
4 13803.501 1.765 3083.875 2.279 2946.046
5 13803.501 1.765 2833.875 2.078 1804.796
Piles Reactions
L.C Type No. of Piles Degree Pni(KN) Hi (KN)
1 15 9.462 568.73 125.52
2 7 9.462 428.74 102.50
3 7 0.000 417.57 33.37
1 4 0 0.000 0.00 0.00 NOTE
5 0 0.000 0.00 0.00 Pni< 1
6 0 0.000 0.00 0.00 Hi 5 mm
Therefore, provide size of stirrup = 16mm
Spacing < 240 mm
Say,
spacing = 300mm
Required Asv > 299.850 mm^2/m
Provide Y 16 at c/c 300 mm
Area provided = 670.206 mm^2/m
O.K
CHECKING FOR FLEXURE SHEAR
Shear Capacity of Critical Section,
Vcu = 188655.522 KN
Actual Shear Force = 12971.725 KN
O.K
PUNCHING SHEAR
Shear Capacity of Critical Section,
Vcu = 3540.146 KN
Actual Shear , V = 864.782 KN
O.K
WING WALL
Cover = 65mm
fy = 460KN/sq.mm fcu = 40mm
Main ReinforcementDia. of main reinforcement = 20mm
Area of reinforcement required = 1765 mm^2/mMin. area required = 563 mm^2/m
Provide Y 20 at c/c 150mm
Area provided = 2094.395 mm^2/m
O.K
Secondary Reinfocement
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PAG
48663720.xls
Provide Y 16 at c/c 150mm
Area provided = 1340.413 mm^2/m
O.K
BALLAST WALL
NOTE
Main Reinforcement of retaining wall = 20mm
Spacing = 150 mm
Cover = 50mmfy = 460KN/sq.mm
fcu = 40KN/sq.mm
MAIN REINFORCEMENT
For Ballast wall , provide reinforcement size = 20mm
Area of reinforcement required = 142.5 mm^2/m
Min. area required = 776.025 mm^2/m
Provide Y 20 at c/c 150mm
Area provided = 2094.395 mm^2/m
O.K
SECONDARY REINFORCEMENT
Provide reinforcement size = 16mm
Min Area of Reinforcement Required = 621 mm^2/m
Provide Y 16 at c/c 300mm
Area provided = 670.206 mm^2/m
O.K
ABUTMENT WALL
INPUT DATA :Dia. of Main Reinforcement = 25mmDia. of Link , Y 16mm
b/h = 22.04Vult = 17099.18 kN 0.1fcuAc = 126924.68 kNSlender ratio , le/h = 5.61
SINCE b/h > 4 , AND 0.1fcuAc > Vult - DESIGN AS CANTILEVER SLAB
Min. Area of Reinforcement Required = 1248 mm^2Area of Reinforcement Required = 353 mm^2
Provide Y 25 @ 150 mm at c/c
Area = 3272.49 mm^2/layers (177nos.) O.K
Secondary reinforcementMin. Area of Reinforcement Required = 1248 mm^2
Provide Y 20 @ 300 mm at c/cArea = 1636.25 mm^2/layers (5nos.) O.K
SHEAR
As required > 980.55 sq.mm
Provide Y 16 at c/c 225 mmAs = 1787.22 sq.mm with 26 legs O.K
CHECKING FOR SLS REQUIREMENT
Es = 200 KN/mm^2Ec = 31 KN/mm^2
Modular Ratio , Es = 6.45Ec
Maximum Axial Load Capacity , Ns = 28557.33 KN
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Vertical Load at ULS, Nu = 646.65 KN
SINCE Ns IS GREATER THAN Nu , O .K
Allowable concrete stress = 20 N/mm^2Maximum concrete stress = 0.0 N/mm^2
SINCE MAXIMUM STRESS < ALLOWABLE STRESS , IS O.K
Allowable steel stress = 368 N/mm^2Maximum steel stress = 4.4 N/mm^2
SINCE MAXIMUM STRESS < ALLOWABLE STRESS , IS O.K
CRACKSTable 1 , BS 5400 : Part 4 ,
Alowable crack width = 0.30mmCalculated crack width = 0.01mm THEREFORE IT IS OK
BEAM SEAT
MAIN REINFORCEMENT
fyv = 460 N/sq.mmSpacing required < 300 mmProvide spacing, Sv = 150 mmAs required = 299.9 sq.mm
Provide Y 16 @ 300 mm at c/cAs = 1340.41 sq.mm
O.K
SECONDARY REINFORCEMENT
fyv = 460 N/sq.mmSpacing required < 300 mmProvide spacing, Sv = 150 mmAs required = 947.5 sq.mm
Provide Y 16 @ 300 mm at c/cAs = 1340.41 sq.mm
O.K
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BILL OF QUANTITY
Description Qty Unit
50 mm thick Grade 15P/20 lean concrete 110.952 m2
Grade 40/20 concrete at Abutments, Wingwalls,
Curtainwalls and Approach Slabs 256.903 m3
Formwork at Abutments, Wingwalls,
Curtainwalls and Approach Slabs 471.161 m2
50 mm thick Grade 15P/20 lean concrete
Pile cap : 44.952 m2
App.Slab : 66.000 m2
Total : 110.952 m2
Grade 40/20 concrete at Abutments, Wingwalls,
Curtainwalls and Approach Slabs
Abutment : 243.703 m3
App. Slab : 13.200 m3
Total : 256.903 m2
Formwork at Abutments, Wingwalls,
Curtainwalls and Approach Slabs
Item Area (m2)
1 23.321
2 12.471
3 13.221
4 75.758
5 24.724
6 0.661
7 1.940
8 1.218
9 1.629
10 2.206
11 0.808
12 1.657
13 0.577
14 10.659
15 8.453
16 1.447
17 67.825
18 1.005
19 7.108
20 183.200
Parapet
(a) adopted from taking off 19.910
Slab 11.361
Total 471.161
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CALCULATION
1. DEAD LOADS
1/1 BEAM ( 16.600 m long )
X-sectional area = = m^2
Weight per beam = = x 25.000 x 16.6
= #VALUE! KN
Nos. of beams = 0
Therefore ,
Total Weight of Beams = #VALUE! x 0 =
1/2. DECK SLAB
Thickness = #REF! mm
Width = #REF! m
Length = 16.600 m
Therefore ,
Weight of Deck Slab = #REF! x 16.6 x 25.000 x
= #REF! KN
1/3. DIAPHRAGMS
END DIAPHRAGMS
Number = #REF!X-sectonal area = #REF! m^2
Thickness = #REF! mm
Weight = #REF! x #REF! x #REF! x 25.000 =
1000
INTERMEDIATE DIAPHRAGMS
Number = #REF!
X-sectonal area = #REF! m^2
Thickness = #REF! mm
Weight = #REF! x #REF! x #REF! x 25.000 =
Therefore , 1000
Weight of Diaphragms = #REF! KN
1/4. PARAPETS [ NEW JERSEY ]
Number = 2
Length = 16.600 m
X-sectonal area = #REF! m^2
Therefore ,
Weight of Parapet = 2 x 16.6 x #REF! x
= #REF! KN
2. SUPERIMPOSED DEAD LOADS
2/1. PREMIX
Length = 16.600 m
Thickness = 60 mm
Width = 22.000 mTherefore ,
Weight of Premix = 25.000 x 16.6 x 0.060 x
= 547.800 KN
2/2. WATER MAIN + WATER
Number = #REF!
Assume 380mm dia. water main is used .
Weight per meter run (+water) = 2.082 KN/m
Length = 16.600 m
Therefore ,
Weight of Water Main = #REF! x 2.08 x 16.600 x
=
Note : Weight including 10% of L brackets .
3. LIVE LOAD ( LTAL LOAD )
Length = 16.600 m
Road Standard = R5
Width of Carriegway = 22.000 m
Width per notional lane = 3.250 m
No. of notional lanes = 6.769
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Delta(t) = 20 x 0 x 16.600 x
= 1.826 mm
[2]. Creep
Alpha(c) = 0.001 / unit length
Therefore ,
Delta(c) = 0 x 16.600 x 1000
9.213 mm
[3]. Shrinkage .
Alpha(s) = 0.00020 /unit length
Therefore ,Delta(s) = 0.00020 x 16.600 x 1000 =
Assuming 1/2 creep and 2/3 shrinkage have taken place at time of
placement of beams .
Therefore ,
Effective Shortening , Delta(stc) = 9.21 + 3.320 =
Therefore , 2 3
Total Movement , Delta(t) = 1.83 + 5.713 =
Elastomeric Bearing Size Adopted :
Width = 200.000 mm
Breadth = 350.000 mm
Thickness = 39.000 mm
1.SHEAR FORCE DUE TO TEMPERATURE ONLY .
Shear Strain of Bearing ,
eb = Delta(t) / t = 1.83 = 0.047
39.000
Shear Force per Beam ,
St = eb Ao G = 0.05 x 200.000 x 350.000 x
= 3.474 KN
Therefore ,
Total Shear Force = 30 x 3.47 =
2. SHEAR FORCE DUE TO S,T,C .
eb = Delta(stc)/t = 7.54 = 0.193
Therefore , 39.000
Shear Force Per Beam ,
Sstc = 0.19 x 1.060 x 200.000 x
= 14.344
Therefore ,
Total Shear Force = 30 x 14.34 =
7. SELF WEIGHT OF ABUTMENT
ITEM NO. VOL. WT X WT X(M^3) (KN) (m) (KNm)
1 7.63 190.83 2.598 495.800
2 21.91 547.69 2.021 1106.735
3 10.69 267.17 1.328 354.772
4 2.19 54.63 2.021 110.384
5 2.90 72.62 4.041 293.475
6 2.52 63.11 4.041 255.066
7 1.91 47.70 4.041 192.761
8 3.00 74.95 3.464 259.637
9 0.08 2.10 2.409 5.069
10 0.30 7.57 2.887 21.856
11 0.19 4.85 1.328 6.440
12 13.28 332.05 1.617 536.786
13 81.39 2034.76 1.617 3289.356
14 95.19 2379.84 1.732 4122.000
Parapet
0.36 8.94 2.597 23.226
0.15 3.76 2.001 7.515
243.70 6092.57 11080.88
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30.008 600.153 2.887 1732.492
28.56 571.161 0.462 263.808
9. WIND LOAD
WIND GUST SPEED
Clause 5.3.2.1 BS 5400 : Pt 2
Maximum wind gust speed on bridges without live load ,
Vc = V K1 S1 S2
where ,
V = mean hourly wind speed
= 34.000 m/sec
K1 = wind coefficient related to return period
= 1.000
S1 = funelling factor
= 1.000
S2 = gust factor [ Table 2 ]
= 1.470
Therefore ,
Maximum wind gust speed on bridge without live load ,
Vc = 34 x 1 x 1.000 x= 49.980 m/sec < 35 m/sec , O.K
Clause 5.3.2.2 BS 5400 : Pt 2 ,
Minimum wind gust speed on relieving areas of bridge without live load ,
Vc' = V K1 K2
where ,
K2 = hourly speed factor given in Table 2 modified where
appropriate, in accordance with Clause 5.3.2.1.5 .
= 0.890
Therefore ,
Vc' = 34 x 1.000 x 0.890 =
Clause 5.3.2.2 , BS 5400 : Pt2 ,
Minimum wind gust speed on relieving areas with live load ,
35 K2/S2 m/sec = 35 x 0.89 = 21.190 m/sec
Vc' = the lesser of 1.47
V K1 K2 m/sec = 34 x 1.000 x
= 30.260 m/sec
Therefore ,
Vc' = 21.190 m/sec
NOMINAL TRANSVERSE WIND LOAD
Clause 5.3.2.2 , BS 5400 : Pt 2 ,
The niminal transverse wind load ,
Pt = q A1 Cd N
where ,
q = dynamic pressure head
= 0.613 Vc^2 inN/m^2 with Vc in m/sec
A1 = solid area ( in m^2 ) - Clause 5.3.3.1
Cd = drag coefficient - Clause 5.3.3.2.1 to Clause 5.3.3
Clause 5.3.3.1.2(a) , BS 5400 : Pt 2 ,
Superstructure with solid parapet without live load ,From Table 4 ,
d = d2 = 1.810 m
Therefore ,
A1 = 1.81 x 16.600 = 30.046 m^2
Clause 5.3.3.1.2(b) , BS 5400 : Pt 2 ,
Superstructure with solid parapet with live load ,
From Table 4 ,
d = d3 = 3.500 m
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b/d = 22.9 = 12.652
From Figure 5 , 1.810
Cd = 1.100
[b]. With live load ,
b/d = 22.9 = 6.543
From Figure 5 , 3.500
Cd = 1.300
Therefore ,
[1]. Nominal transverse wind load without live load ,
Pt(w/o) = 0.613 x 49.98 x 49.980 x 30.046 x
= 50.610 KN [ windward ]
[2]. Nominal transverse wind load with live load ,
Pt(w) = 0.613 x 49.98 x 49.980 x 58.100 x
= 115.657 KN [ windward ]
NOMINAL LONGITUDINAL WIND LOAD
Clause 5.3.4.1 , BS 5400 : Pt2 ,
Nominal longitudinal wind load on the superstructure alone ,
Pls = 0.25 q A1 Cd
= 0.25 x 0.613 x 49.980 x
30.05 x 1.100
1000
= 12.652 KN
Clause 5.3.4.3 , BS 5400 : Pt 2 ,
Nominal longitudinal wind load on the live load ,
Pll = 0.5 q A1 Cd
= 0.25 x 0.613 x 49.980 x
58.1 x 1.300
1000
= 57.829 KN
NOMINAL VERTICAL WIND LOAD
Clause 5.3.5 , BS 5400 : Pt 2 ,
Nominal Vertical Wind Load ,
Pv = q A3 C1
where ,
A3 = Area in plan
= 16.6 x 22.900 = 380.140 m^2
C1 = Lift coefficient as derived from Figure 6 for superstructures
where the angle of superelevation < 1 degree .
For superelevation 1 to 5 degrees , C1 = 0.400
Therefore ,Pv = 0.61 x 49.98 x 49.980 x 380.140 x
= 232.839 KN
SUMMARY :
[A]. Nominal transverse wind load without live load ,
Pt(w/o) = 50.610 KN (windward)
[B]. Nominal transverse wind load with live load ,
Pt(w) = 115.657 KN (windward)
[C]. Nominal longitudinal wind load on the superstructure alone ,Pls = 12.652 KN
[D]. Nominal longitudinal wind load on the live load ,
Pll = 57.829 KN
[E]. nominal Vertical Wind Load ,
Pv = 232.839 KN
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Weight = 13.2 x 25.000 = 330.000 KN
PREMIX
Breadth = 3.000 m
Length = 22.000 m
Thickness = 0.060 m
Therefore ,
Volume = 3 x 22.000 x 0.060 =
Weight = 3.96 x 25.000 = 99.000 KN
CRUSHER RUN
Breadth = 3.000 m
Length = 22.000 m
Thickness = 0.735 m
Therefore ,
Volume = 3 x 22.000 x 0.735 =
Weight = 48.51 x 20.000 = 970.2 KN
Therefore ,
Total Weight = 1399.2 KNAssume that 1/2 of the approach slab acts on the abutment
and the other 1/2 on the backfill .
Weight Acting on Pile cap = 699.600 KN
x - Bar = 2.598 m
11. SURCHARGE .
Surcharge due to Live Load = 20.000 KN/m^2
Therefore ,
Total surcharge = 1320.000 KN
Assume that 1/2 of the surcharge acts on the abutment
and the other 1/2 on the backfill .
Therefore ,
Surcharge acts on the Abutment = 660.000 KN
x -Bar = 2.598 m
12. EARTH PRESSURE .
Bulk Density Of Soil , w = 20.000 KN/m^3
H = 5.500 m
h' = 1.000 m
K = 0.300
P = w H^2 [ 1 + 2h'/H ] k
2
= 20 x 5.5 x 5.500 x [ 1 + ( 2 x
2
0.3 x 22.9
= 2833.875 KN
yo = H/3 [ 1 + h'/(H + 2h')]
= 5.500 [ 1 + 1.000 ]
3 ( 5.5 + ( 2 x 1.000 ) )
= 2.078 m
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SUMMARY OF LOADING [ NOMINAL ]
TYPE OF LOADING WEIGHT
(KN) (m) (m)
DEAD LOADS 2571.300 1.482 -
SUPERIMPOSED DEAD LOADS 547.100 1.482 -
LIVE LOAD -- HA+HB 1886.200 1.482 -
LOAD DUE TO LONG. BRAKING 332.800 - 4.565
ACCIDENTAL LOAD DUE TO SKIDDING 250.000 - 4.565
FORCES DUE TO S,T,C 430.312 - 4.565
SHEAR FORCE DUE TO TEMP. ONLY 104.222 - 4.565
SELF WEIGHT OF ABUTMENT 6092.567 1.819 -
BACKFILL 600.153 2.887
571.161 0.462
WIND LOADS
Nom. trans. wind load without L.L 50.610 - -
Nom. trans. wind load with L.L 115.657 - -
Nom. long. wind load on the superstruct. 12.652 - 4.565
Nom. long. wind load on the L.L 57.829 - -Nom. Vertical Wind Load 232.839 1.482 -
APPROACH SLAB
On Cobel 699.600 2.598 -
SURCHARGE
On Cobel 660.000 2.598 -
EARTH PRESSURE 2833.875 - 2.078
PILE DESIGN
LOAD COMBINATION : 1
VERTICAL LOAD @ S.L.S
Load Nominal Gam.fl Gam.f3 Design x Mo
Weight Weight (m)
(KN) (KN)
Live - HA+HB 1886.200 1.200 1.000 2263.440 1.482
2263.440 1.482
Dead Load 2571.300 1.000 1.000 2571.300 1.482
Superimposed Dead 547.100 1.200 1.000 656.520 1.482
Load
Self Wt. Of Abutment 6092.567 1.000 1.000 6092.567 1.819
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14180.741
Ver.Load = 14180.741 KN
x - bar = 1.757 m
HORIZONTAL LOAD @ S.L.S
Load Nominal Gam.fl Gam.f3 Design y Mo
Weight Weight (m)
(KN) (KN)
Earth Pressure 2833.875 1.000 1.000 2833.875 2.078
2833.875
Hor.Load = 2833.875 KN
y - bar = 2.078 m
LOAD COMBINATION : 2
VERTICAL LOAD @ S.L.S
Load Nominal Gam.fl Gam.f3 Design x Mo
Weight Weight (m)
(KN) (KN)
Live - HA+HB 1886.200 1.000 1.000 1886.200 1.482
1886.200 1.482
Dead Load 2571.300 1.000 1.000 2571.300 1.482
Superimposed Dead 547.100 1.200 1.000 656.520 1.482
Load
Self Wt. Of Abutment 6092.567 1.000 1.000 6092.567 1.819
Backfill 600.153 1.000 1.000 600.153 2.887
571.161 1.000 1.000 571.161 0.462
Wind Load
Vertical Wind Load 232.839 1.000 1.000 232.839 1.482
Approach Slab
On Cobel 699.600 1.000 1.000 699.600 2.598
Surcharge
On Cobel 660.000 1.100 1.000 726.000 2.598
14036.340
Ver.Load = 14036.340 KN
x - bar = 1.760 m
HORIZONTAL LOAD @ S.L.S
Load Nominal Gam.fl Gam.f3 Design y Mo
Weight Weight (m)(KN) (KN)
Earth Pressure 2833.875 1.000 1.000 2833.875 2.078
Wind Load
Long. Load on the
Superstructure 12.652 1.000 1.000 12.652 4.565
2846.527
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LOAD COMBINATION : 3
VERTICAL LOAD @ S.L.S
Load Nominal Gam.fl Gam.f3 Design x Mo
Weight Weight (m)
(KN) (KN)
Live - HA+HB 1886.200 1.000 1.000 1886.200 1.482
1886.200 1.482
Dead Load 2571.300 1.000 1.000 2571.300 1.482 Superimposed Dead
Load 547.100 1.200 1.000 656.520 1.482
Self Wt. Of Abutment 6092.567 1.000 1.000 6092.567 1.819
Backfill 600.153 1.000 1.000 600.153 2.887
571.161 1.000 1.000 571.161 0.462
Approach Slab
On Cobel 699.600 1.000 1.000 699.600 2.598
Surcharge
On Cobel 660.000 1.100 1.000 726.000 2.598
13803.501
Ver.Load = 13803.501 KN
x - bar = 1.765 m
HORIZONTAL LOAD @ S.L.S
Load Nominal Gam.fl Gam.f3 Design y Mo
Weight Weight (m)
(KN) (KN)
Earth Pressure 2833.875 1.000 1.000 2833.875 2.078
Force Due To Temp. 104.222 1.000 1.000 104.222 4.565
Forces Due To S,T,C 430.312 1.000 1.000 430.312 4.565
3368.410
Hor.Load = 3368.410 KN
y - bar = 2.472 m
LOAD COMBINATION : 4.1
VERTICAL LOAD @ S.L.S
Load Nominal Gam.fl Gam.f3 Design x Mo
Weight Weight (m)
(KN) (KN)
Live - HA+HB 1886.200 1.000 1.000 1886.200 1.482
1886.200 1.482
Dead Load 2571.300 1.000 1.000 2571.300 1.482
Superimposed Dead
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Surcharge
On Cobel 660.000 1.100 1.000 726.000 2.598
13803.501
Ver.Load = 13803.501 KN
x - bar = 1.765 m
HORIZONTAL LOAD @ S.L.S
Load Nominal Gam.fl Gam.f3 Design y Mo
Weight Weight (m)
(KN) (KN)
Earth Pressure 2833.875 1.000 1.000 2833.875 2.078
Load Due To
Long. Braking 332.800 1.000 1.000 332.800 4.565
3166.675
Hor.Load = 3166.675 KN
y - bar = 2.339 m
LOAD COMBINATION : 4.2
VERTICAL LOAD @ S.L.S
Load Nominal Gam.fl Gam.f3 Design x Mo
Weight Weight (m)
(KN) (KN)
Live - HA+HB 1886.200 1.000 1.000 1886.200 1.482
1886.200 1.482
Dead Load 2571.300 1.000 1.000 2571.300 1.482
Superimposed Dead 547.100 1.200 1.000 656.520 1.482
Load
Self Wt. Of Abutment 6092.567 1.000 1.000 6092.567 1.819
Backfill 600.153 1.000 1.000 600.153 2.887
571.161 1.000 1.000 571.161 0.462
Approach SlabOn Cobel 699.600 1.000 1.000 699.600 2.598
Surcharge
On Cobel 660.000 1.100 1.000 726.000 2.598
13803.501
Ver.Load = 13803.501 KN
x - bar = 1.765 m
HORIZONTAL LOAD @ S.L.S
Load Nominal Gam.fl Gam.f3 Design y Mo
Weight Weight (m)
(KN) (KN)
Earth Pressure 2833.875 1.000 1.000 2833.875 2.078
Load Due To
Skidding 250.000 1.000 1.000 250.000 4.565
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Load Nominal Gam.fl Gam.f3 Design x Mo
Weight Weight (m)
(KN) (KN)
Live - HA+HB 1886.200 1.000 1.000 1886.200 1.482
1886.200 1.482
Dead Load 2571.300 1.000 1.000 2571.300 1.482
Superimposed Dead 547.100 1.200 1.000 656.520 1.482
LoadSelf Wt. Of Abutment 6092.567 1.000 1.000 6092.567 1.819
Backfill 600.153 1.000 1.000 600.153 2.887
571.161 1.000 1.000 571.161 0.462
Approach Slab
On Cobel 699.600 1.000 1.000 699.600 2.598
Surcharge
On Cobel 660.000 1.100 1.000 726.000 2.598
13803.501 Ver. Load = 13803.501 KN
x - bar = 1.765 m
HORIZONTAL LOAD @ S.L.S
Load Nominal Gam.fl Gam.f3 Design y Mo
Weight Weight (m)
(KN) (KN)
Earth Pressure 2833.875 1.000 1.000 2833.875 2.078
2833.875 Hor. Load = 2833.875 KN
y - bar = 2.078 m
SUMMARY
LOAD COMB. VER.LOAD x HOR.LOAD y
(KN) BAR (KN) BAR
1 14180.741 1.757 2833.875 2.078
2 14036.340 1.760 2846.527 2.089
3 13803.501 1.765 3368.410 2.472
4.1 13803.501 1.765 3166.675 2.339
4.2 13803.501 1.765 3083.875 2.279
5 13803.501 1.765 2833.875 2.078
Adopt : spun pile
Diameter/breadth of pile = 500.000 mm
Working Load = 1000.000 KN
Number of Piles Required
Assume that the total horizontal loads will be
taken by the horizontal component of the raked piles .
From Table above ,
Maximum Horizontal Component ,
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Therefore ,
Vertical Component of 13 raked piles = 12823.133 KN
Maximum Vertical Component = 14180.741 KN
Therefore ,
Nos. of vertical piles required = 1.376
Provide 4 nos. of vertical piles
Type Nos. Rake xi
(m)
1 15 9.462 0.600
2 7 9.462 2.400
3 7 0.000 2.400 Piles arrangement
4 0 0.000 0.000
5 0 0.000 0.000
6 0 0.000 0.000
7 0 0.000 0.000
Ni xi Ni xi xi-xbar Ni(xi-xbar)^2
15 0.600 9.000 -0.869 11.327
7 2.400 16.800 0.931 6.068
7 2.400 16.800 0.931 6.068
0 0.000 0.000 0.000 0.000
0 0.000 0.000 0.000 0.000
0 0.000 0.000 0.000 0.000
0 0.000 0.000 0.000 0.000
29 42.600 23.462
xbar = 1.469 m
Iyy = 23.462
L.C V x-BAR H y-BAR
(KN) (m) (KN) (m)
1 14180.74 1.757 2833.875 2.078
2 14036.340 1.760 2846.527 2.089
3 13803.501 1.765 3368.410 2.472
4.1 13803.501 1.765 3166.675 2.339
4.2 13803.501 1.765 3083.875 2.279
5 13803.501 1.765 2833.875 2.078
LOAD COMBINATION : 1
VER. LOAD , V 14180.74 KN
X - BAR 1.757 m
HOR. LOAD , H 2833.875 KN
Y - BAR 2.078 m
Mo 1800 KNm
Type 1 2 3 4 5 6 7
Nos. of piles 15 7 7 0 0 0 0
xi 0.869 -0.931 -0.931 0.000 0.000 0.000 0.000
xi^2 0.755 0.867 0.867 0.000 0.000 0.000 0.000
SUM(x^2) = 23.462 n = 29
Mo 1800 1800 1799.9 0.000 0.000 0.000 0.000
M=Mo x/[Sum(xi^2)] 66.661 -71.423 -71.4 0.000 0.000 0.000 0.000
Ni=V/n + M 555.653 4 17.568 417.568 0.000 0.000 0.000 0.000
SUM [ Ni ] = 14180.74 KN
Delta 9.462 9.462 0.000 0.000 0.000 0.000 0.000
Sin delta 0.164 0.164 0.000 0.000 0.000 0.000 0.000
Cos delta 0.986 0.986 1.000 0.000 0.000 0.000 0.000
SUM [Cos delta] = 28.701
Tan delta 0.167 0.167 0.000 0.000 0.000 0.000 0.000
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Ny = -Ni Sin delta -91.346 -68.645 0.000 0.000 0.000 0.000 0.000
Hy = Hi Cos delta 123.811 101.110 33.367 0.000 0.000 0.000 0.000
Phi = Hy + Ny 32.465 32.465 33.367 0.000 0.000 0.000 0.000
LOAD COMBINATION : 2
VER. LOAD , V 14036.340 KN
X - BAR 1.760 m
HOR. LOAD , H 2846.527 KN
Y - BAR 2.089 m
Mo 1860 KNm
Type 1 2 3 4 5 6 7
Nos. of piles 15 7 7 0 0 0 0
xi 0.869 -0.931 -0.931 0.000 0.000 0.000 0.000xi^2 0.755 0.867 0.867 0.000 0.000 0.000 0.000
SUM(x^2) = 23.462 n = 29
Mo 1860 1860 1859.5 0.000 0.000 0.000 0.000
M=Mo x/[Sum(xi^2)] 68.871 -73.790 -73.8 0.000 0.000 0.000 0.000
Ni=V/n + M 552.882 4 10.222 410.222 0.000 0.000 0.000 0.000
SUM [ Ni ] = 14036.340 KN
Delta 9.462 9.462 0.000 0.000 0.000 0.000 0.000
Sin delta 0.164 0.164 0.000 0.000 0.000 0.000 0.000
Cos delta 0.986 0.986 1.000 0.000 0.000 0.000 0.000
SUM [Cos delta] = 28.701
Tan delta 0.167 0.167 0.000 0.000 0.000 0.000 0.000
Ni Sin delta 90.890 67.438 0.000 0.000 0.000 0.000 0.000
A = Ni Tan delta 92.144 68.368 0.000 0.000 0.000 0.000 0.000
SUM [Ni Tan delta ] = 1860.733 KN
He = [H-Sum[Ni Tan delta ]]/[Sum Cos delta ] = 34.347
B = He Cos delta 33.880 33.880 34.347 0.000 0.000 0.000 0.000
Hi = A + B 126.024 102.248 34.347 0.000 0.000 0.000 0.000
SUM [Hi] = 2846.527 KN
Nx = Ni Cos delta 545.360 404.641 410.222 0.000 0.000 0.000 0.000
Hx = Hi Sin delta 20.718 16.809 0.000 0.000 0.000 0.000 0.000
Pni = Nx + Hx 566.078 421.450 410.222 0.000 0.000 0.000 0.000
Ny = -Ni Sin delta -90.890 -67.438 0.000 0.000 0.000 0.000 0.000
Hy = Hi Cos delta 124.309 100.857 34.347 0.000 0.000 0.000 0.000
Phi = Hy + Ny 33.419 33.419 34.347 0.000 0.000 0.000 0.000
LOAD COMBINATION : 3
VER. LOAD , V 13803.501 KN
X - BAR 1.765 m
HOR. LOAD , H 3368.410 KN
Y - BAR 2.472 m
Mo 4245 KNm
Type 1 2 3 4 5 6 7
Nos. of piles 15 7 7 0 0 0 0
xi 0.869 -0.931 -0.931 0.000 0.000 0.000 0.000
xi^2 0.755 0.867 0.867 0.000 0.000 0.000 0.000
SUM(x^2) = 23.462 n = 29
Mo 4245 4245 4244.948 0.000 0.000 0.000 0.000
M=Mo x/[Sum(xi^2)] 157.220 -168.450 -168.45 0.000 0.000 0.000 0.000
Ni=V/n + M 633.203 3 07.532 307.532 0.000 0.000 0.000 0.000
SUM [ Ni ] = 13803.501
Delta 9.462 9.462 0.000 0.000 0.000 0.000 0.000
Sin delta 0.164 0.164 0.000 0.000 0.000 0.000 0.000
Cos delta 0.986 0.986 1.000 0.000 0.000 0.000 0.000
SUM[Cos delta] = 28.701
Tan delta 0.167 0.167 0.000 0.000 0.000 0.000 0.000
Ni Sin delta 104.094 50.556 0.000 0.000 0.000 0.000 0.000
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Ny = -Ni Sin delta -104.094 -50.556 0.000 0.000 0.000 0.000 0.000
Hy = Hi Cos delta 152.460 98.922 49.709 0.000 0.000 0.000 0.000
Phi = Hy + Ny 48.366 48.366 49.709 0.000 0.000 0.000 0.000
LOAD COMBINATION : 4.1
VER. LOAD , V 13803.501 KN
X - BAR 1.765 m
HOR. LOAD , H 3166.675 KN
Y - BAR 2.339 mMo 3324 KNm
Type 1 2 3 4 5 6 7
Nos. of piles 15 7 7 0 0 0 0
xi 0.869 -0.931 -0.931 0.000 0.000 0.000 0.000
xi^2 0.755 0.867 0.867 0.000 0.000 0.000 0.000
SUM(x^2) = 23.462 n = 29
Mo 3324 3324 3324.028 0.000 0.000 0.000 0.000
M=Mo x/[Sum(xi^2)] 123.112 -131.906 -131.91 0.000 0.000 0.000 0.000
Ni=V/n + M 599.095 3 44.077 344.077 0.000 0.000 0.000 0.000
SUM [ Ni ] = 13803.501
Delta 9.462 9.462 0.000 0.000 0.000 0.000 0.000
Sin delta 0.164 0.164 0.000 0.000 0.000 0.000 0.000
Cos delta 0.986 0.986 1.000 0.000 0.000 0.000 0.000SUM[Cos delta] = 28.701
Tan delta 0.167 0.167 0.000 0.000 0.000 0.000 0.000
Ni Sin delta 98.487 56.564 0.000 0.000 0.000 0.000 0.000
A = Ni Tan delta 99.846 57.344 0.000 0.000 0.000 0.000 0.000
SUM[Ni Tan delta ] = 1899.095
He = [H-SUM[Ni Tan delta]]/[SUM [Cos delta]] = 44.166
B = He Cos delta 43.565 43.565 44.166 0.000 0.000 0.000 0.000
Hi = A + B 143.410 100.909 44.166 0.000 0.000 0.000 0.000
SUM [Hi] = 3166.675 KN
Nx = Ni Cos delta 590.944 339.396 344.077 0.000 0.000 0.000 0.000
Hx = Hi Sin delta 23.576 16.589 0.000 0.000 0.000 0.000 0.000
Pni = Nx + Hx 614.520 355.984 344.077 0.000 0.000 0.000 0.000
Ny = -Ni Sin delta -98.487 -56.564 0.000 0.000 0.000 0.000 0.000
Hy = Hi Cos delta 141.459 99.536 44.166 0.000 0.000 0.000 0.000
Phi = Hy + Ny 42.972 42.972 44.166 0.000 0.000 0.000 0.000
LOAD COMBINATION : 4.2
VER. LOAD , V 13803.501 KN
X - BAR 1.765 m
HOR. LOAD , H 3083.875 KN
Y - BAR 2.279 m
Mo 2946 KNm
Type 1 2 3 4 5 6 7
Nos. of piles 15 7 7 0 0 0 0xi 0.869 -0.931 -0.931 0.000 0.000 0.000 0.000
xi^2 0.755 0.867 0.867 0.000 0.000 0.000 0.000
SUM(x^2) = 23.462 n = 29
Mo 2946 2946 2946.046 0.000 0.000 0.000 0.000
M=Mo x/[Sum(xi^2)] 109.113 -116.907 -116.91 0.000 0.000 0.000 0.000
Ni=V/n + M 585.096 3 59.076 359.076 0.000 0.000 0.000 0.000
SUM [ Ni ] = 13803.501
Delta 9.462 9.462 0.000 0.000 0.000 0.000 0.000
Sin delta 0.164 0.164 0.000 0.000 0.000 0.000 0.000
Cos delta 0.986 0.986 1.000 0.000 0.000 0.000 0.000
SUM[Cos delta] = 28.701
Tan delta 0.167 0.167 0.000 0.000 0.000 0.000 0.000
Ni Sin delta 96.186 59.030 0.000 0.000 0.000 0.000 0.000
A = Ni Tan delta 97.513 59.844 0.000 0.000 0.000 0.000 0.000
SUM[Ni Tan delta ] = 1881.596
He = [H-SUM[Ni Tan delta]]/[SUM [Cos delta]] = 41.890
B = He Cos delta 41.320 41.320 41.890 0.000 0.000 0.000 0.000
Hi = A + B 138.833 101.164 41.890 0.000 0.000 0.000 0.000
SUM [Hi] = 3083.875 KN
Nx = Ni Cos delta 577.135 354.191 359.076 0.000 0.000 0.000 0.000
Hx = Hi Sin delta 22.823 16.631 0.000 0.000 0.000 0.000 0.000
Pni = Nx + Hx 599.959 370.822 359.076 0.000 0.000 0.000 0.000
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HOR. LOAD , H 2833.875 KN
Y - BAR 2.078 m
Mo 1805 KNm
Type 1 2 3 4 5 6 7
Nos. of piles 15 7 7 0 0 0 0
xi 0.869 -0.931 -0.931 0.000 0.000 0.000 0.000
xi^2 0.755 0.867 0.867 0.000 0.000 0.000 0.000
SUM(x^2) = 23.462 n = 29
Mo 1805 1805 1804.796 0.000 0.000 0.000 0.000
M=Mo x/[Sum(xi^2)] 66.844 -71.619 -71.619 0.000 0.000 0.000 0.000
Ni=V/n + M 542.827 4 04.364 404.364 0.000 0.000 0.000 0.000
SUM [ Ni ] = 13803.501Delta 9.462 9.462 0.000 0.000 0.000 0.000 0.000
Sin delta 0.164 0.164 0.000 0.000 0.000 0.000 0.000
Cos delta 0.986 0.986 1.000 0.000 0.000 0.000 0.000
SUM[Cos delta] = 28.701
Tan delta 0.167 0.167 0.000 0.000 0.000 0.000 0.000
Ni Sin delta 89.237 66.475 0.000 0.000 0.000 0.000 0.000
A = Ni Tan delta 90.468 67.392 0.000 0.000 0.000 0.000 0.000
SUM[Ni Tan delta ] = 1828.762
He = [H-SUM[Ni Tan delta]]/[SUM [Cos delta]] = 35.021
B = He Cos delta 34.544 34.544 35.021 0.000 0.000 0.000 0.000
Hi = A + B 125.012 101.936 35.021 0.000 0.000 0.000 0.000
SUM [Hi] = 2833.875 KN
Nx = Ni Cos delta 535.442 398.862 404.364 0.000 0.000 0.000 0.000Hx = Hi Sin delta 20.551 16.758 0.000 0.000 0.000 0.000 0.000
Pni = Nx + Hx 555.993 415.620 404.364 0.000 0.000 0.000 0.000
Ny = -Ni Sin delta -89.237 -66.475 0.000 0.000 0.000 0.000 0.000
Hy = Hi Cos delta 123.311 100.549 35.021 0.000 0.000 0.000 0.000
Phi = Hy + Ny 34.074 34.074 35.021 0.000 0.000 0.000 0.000
SUMMARY OF LOADING [ NOMINAL ]
TYPE OF LOADING WEIGHT x-BAR y-BAR
(KN) (m) (m)
DEAD LOADS 2571.300 1.482 -
SUPERIMPOSED DEAD LOADS 547.100 1.482 -
LIVE LOAD -- HA+HB 1886.200 1.482 -
LOAD DUE TO LONG. BRAKING 332.800 - 4.565
ACCIDENTAL LOAD DUE TO SKIDDING 250.000 - 4.565
FORCES DUE TO S,T,C 430.312 - 4.565
SHEAR FORCE DUE TO TEMP. ONLY 104.222 - 4.565
SELF WEIGHT OF ABUTMENT 6092.567 1.819 -
BACKFILL 600.153 2.887 0.000
WIND LOADS
Nom. trans. wind load without L.L 50.610 - -
Nom. trans. wind load with L.L 115.657 - -
Nom. long. wind load on the superstruct. 12.652 - 4.565
Nom. long. wind load on the L.L 57.829 - -
Nom. Vertical Wind Load 232.839 1.482 -
APPROACH SLAB
On Cobel 699.600 2.598 -
SURCHARGE
On Cobel 660.000 2.598 -
EARTH PRESSURE 2833.875 - 2.078
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Load Nominal Gam.fl Gam.f3 Design x Moment
Weight Weight (m) (KNm)
(KN) (KN)
Live -HA+HB 1886.200 1.500 1.100 3112.230 1.482 4612.483
3112.230 1.482 4612.483
Dead Load 2571.300 1.150 1.100 3252.695 1.482 4820.659
Superimposed Dead 547.100 1.750 1.100 1053.168 1.482 1560.848
Load
Self Wt. Of Abutment 6092.567 1.150 1.100 7707.097 1.819 14017.310
Backfill 600.153 1.150 1.100 759.193 2.887 2191.602
Approach Slab
On Cobel 699.600 1.150 1.100 884.994 2.598 2299.282
Surcharge
On Cobel 660.000 1.500 1.100 1089.000 2.598 2829.305
17858.376 32331.489
Ver.Load = 17858.376 KN
x - bar = 1.810 m
HORIZONTAL LOAD @ U.L.S
Load Nominal Gam.fl Gam.f3 Design y Moment
Weight Weight (m) (KNm)
(KN) (KN)
Earth Pressure 2833.875 1.500 1.100 4675.894 2.078 9715.468
4675.894 9715.468
Hor.Load = 4675.894 KN
x - bar = 2.078 m
LOAD COMBINATION : 2
VERTICAL LOAD @ U.L.S
Load Nominal Gam.fl Gam.f3 Design x Moment
Weight Weight (m) (KNm)
(KN) (KN)
Live -HA+HB 1886.200 1.250 1.100 2593.525 1.482 3843.736
2593.525 1.482 3843.736
Dead Load 2571.300 1.150 1.100 3252.695 1.482 4820.659
Superimposed Dead 547.100 1.750 1.100 1053.168 1.482 1560.848
Load
Self Wt. Of Abutment 6092.567 1.150 1.100 7707.097 1.819 14017.310
Backfill 600.153 1.150 1.100 759.193 2.887 2191.602
Wind Load
Vertical Wind Load 232.839 1.100 1.100 281.736 1.482 417.547
Approach Slab
On Cobel 699.600 1.150 1.100 884.994 2.598 2299.282
Surcharge
On Cobel 660.000 1.500 1.100 1089.000 2.598 2829.305
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Weight Weight (m) (KNm)
(KN) (KN)
Earth Pressure 2833.875 1.500 1.100 4675.894 2.078 9715.468
Wind Load
Long. Load on the
Superstructure 12.652 1.100 1.100 15.309 4.565 69.887
4691.203 9785.355
Hor.Load = 4691.203 KN
y - bar = 2.086 m
LOAD COMBINATION : 3
VERTICAL LOAD @ U.L.S
Load Nominal Gam.fl Gam.f3 Design x-bar Moment
Weight Weight (m) (KNm)
(KN) (KN)
Live - HA+HB 1886.200 1.250 1.100 2593.525 1.482 3843.736
2593.525 1.482 3843.736
Dead Load 2571.300 1.150 1.100 3252.695 1.482 4820.659
Superimposed Dead
Load 547.100 1.750 1.100 1053.168 1.482 1560.848
Self Wt. Of Abutment 6092.567 1.150 1.100 7707.097 1.819 14017.310
Backfill 600.153 1.150 1.100 759.193 2.887 2191.602
Approach Slab
On Cobel 699.600 1.150 1.100 884.994 2.598 2299.282
SurchargeOn Cobel 660.000 1.500 1.100 1089.000 2.598 2829.305
17339.671 31562.741
Ver.Load = 17339.671 KN
x - bar = 1.820 m
HORIZONTAL LOAD @ U.L.S
Load Nominal Gam.fl Gam.f3 Design y-bar Moment
Weight Weight (m) (KNm)
(KN) (KN)
Earth Pressure 2833.875 1.500 1.100 4675.894 2.078 9715.468
Force Due To Temp. 104.222 1.300 1.100 149.038 4.565 680.359
Forces Due To S,T,C 430.312 1.000 1.100 473.344 4.565 2160.814
5298.276 12556.641
Hor.Load = 5298.276 KN
y - bar = 2.370 m
LOAD COMBINATION : 4.1
VERTICAL LOAD @ U.L.S
Load Nominal Gam.fl Gam.f3 Design x Moment
Weight Weight (m) (KNm)
(KN) (KN)
Live - LTAL 1886.200 1.250 1.100 2593.525 1.482 3843.736
2593.525 1.482 3843.736
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Load Nominal Gam.fl Gam.f3 Design x Moment
Weight Weight (m) (KNm)
(KN) (KN)
Live - HA+HB+C18 1886.200 1.250 1.100 2593.525 1.482 3843.736
2593.525 1.482 3843.736
Dead Load 2571.300 1.150 1.100 3252.695 1.482 4820.659
Superimposed Dead 547.100 1.750 1.100 1053.168 1.482 1560.848
Load
Self Wt. Of Abutment 6092.567 1.150 1.100 7707.097 1.819 14017.310
Backfill 600.153 1.150 1.100 759.193 2.887 2191.602
Approach Slab
On Cobel 699.600 1.150 1.100 884.994 2.598 2299.282
Surcharge
On Cobel 660.000 1.500 1.100 1089.000 2.598 2829.305
17339.671 31562.741
Ver. Load = 17339.671 KNx - bar = 1.820 m
HORIZONTAL LOAD @ U.L.S
Load Nominal Gam.fl Gam.f3 Design y Moment
Weight Weight (m) (KNm)
(KN) (KN)
Earth Pressure 2833.875 1.500 1.100 4675.894 2.078 9715.468
4675.894 9715.468
Hor. Load = 4675.894 KNy - bar = 2.078 m
SUMMARY
LOAD COMB. VER.LOAD x HOR.LOAD y
(KN) BAR (KN) BAR
1 17858.38 1.810 4675.894 2.078
2 17621.41 1.815 4691.203 2.086
3 17339.67 1.820 5298.276 2.370
4.1 17339.67 1.820 5133.494 2.299
4.2 17339.67 1.820 5019.644 2.248
5 17339.67 1.820 4675.894 2.078
Type Nos. Rake xi
(m)
1 15 9.462 0.6002 7 9.462 2.400
3 7 0.000 2.400 Piles arrangement
4 0 0.000 0.000
5 0 0.000 0.000
6 0 0.000 0.000
7 0 0.000 0.000
Ni xi Ni xi (KNm) xi-xbar Ni(xi-xbar)^2
15 0 600 9 000 -0 869 11 327
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Iyy = 23.462
L.C V x-BAR H y-BAR Mo
(KN) (m) (KN) (m) (KNm)
1 17858.4 1.810 4675.894 2.078 3617
2 17621.4 1.815 4691.203 2.086 3690
3 17339.7 1.820 5298.276 2.370 6465
4.1 17339.7 1.820 5133.494 2.299 5713
4.2 17339.7 1.820 5019.644 2.248 5193
5 17339.7 1.820 4675.894 2.078 3624
LOAD COMBINATION : 1
VER. LOAD , V 17858.376 KN
X - BAR 1.810 m
HOR. LOAD , H 4675.894 KN
Y - BAR 2.078 m
Mo 3617 KNm
Type 1 2 3 4 5 6 7
Nos. of piles 15 7 7 0 0 0 0xi 0.869 -0.931 -0.931 0.000 0.000 0.000 0.000
xi^2 0.755 0.867 0.867 0.000 0.000 0.000 0.000
SUM(x^2) = 23.462 n = 29
Mo 3617 3617 3617.318 0.000 0.000 0.000 0.000
M=Mo x/[Sum(xi^2)] 133.975 -143.544 -143.544 0.000 0.000 0.000 0.000
Ni=V/n + M 749.781 4 72.262 472.262 0.000 0.000 0.000 0.000
SUM [ Ni ] = 17858.376 KN
Delta 9.462 9.462 0.000 0.000 0.000 0.000 0.000
Sin delta 0.164 0.164 0.000 0.000 0.000 0.000 0.000
Cos delta 0.986 0.986 1.000 0.000 0.000 0.000 0.000
SUM [Cos delta] = 28.701
Tan delta 0.167 0.167 0.000 0.000 0.000 0.000 0.000
Ni Sin delta 123.259 77.637 0.000 0.000 0.000 0.000 0.000
A = Ni Tan delta 124.959 78.708 0.000 0.000 0.000 0.000 0.000
SUM [Ni Tan delta ] = 2425.340 KN
He = [H-Sum[Ni Tan delta ]]/[Sum Cos delta ] = 78.415
B = He Cos delta 77.348 77.348 78.415 0.000 0.000 0.000 0.000
Hi = A + B 202.307 156.055 78.415 0.000 0.000 0.000 0.000
SUM [Hi] = 4675.894 KN
Nx = Ni Cos delta 739.580 465.837 472.262 0.000 0.000 0.000 0.000
Hx = Hi Sin delta 33.258 25.654 0.000 0.000 0.000 0.000 0.000
Pni = Nx + Hx 772.838 491.491 472.262 0.000 0.000 0.000 0.000
Ny = -Ni Sin delta -123.259 -77.637 0.000 0.000 0.000 0.000 0.000
Hy = Hi Cos delta 199.555 153.932 78.415 0.000 0.000 0.000 0.000
Phi = Hy + Ny 76.295 76.295 78.415 0.000 0.000 0.000 0.000
LOAD COMBINATION : 2
VER. LOAD , V 17621.407 KN
X - BAR 1.815 m
HOR. LOAD , H 4691.203 KN
Y - BAR 2.086 m
Mo 3690 KNm
Type 1 2 3 4 5 6 7
Nos. of piles 15 7 7 0 0 0 0
xi 0.869 -0.931 -0.931 0.000 0.000 0.000 0.000
xi^2 0.755 0.867 0.867 0.000 0.000 0.000 0.000
SUM(x^2) = 23.462 n = 29Mo 3690 3690 3690.307 0.000 0.000 0.000 0.000
M=Mo x/[Sum(xi^2)] 136.678 -146.441 -146.441 0.000 0.000 0.000 0.000
Ni=V/n + M 744.313 4 61.194 461.194 0.000 0.000 0.000 0.000
SUM [ Ni ] = 17621.407 KN
Delta 9.462 9.462 0.000 0.000 0.000 0.000 0.000
Sin delta 0.164 0.164 0.000 0.000 0.000 0.000 0.000
Cos delta 0.986 0.986 1.000 0.000 0.000 0.000 0.000
SUM [Cos delta 28.701
Tan delta 0.167 0.167 0.000 0.000 0.000 0.000 0.000
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Pni = Nx + Hx 767.531 480.507 461.194 0.000 0.000 0.000 0.000
Ny = -Ni Sin delta -122.360 -75.817 0.000 0.000 0.000 0.000 0.000
Hy = Hi Cos delta 200.076 153.533 79.874 0.000 0.000 0.000 0.000
Phi = Hy + Ny 77.716 77.716 79.874 0.000 0.000 0.000 0.000
LOAD COMBINATION : 3
VER. LOAD , V 17339.671 KN
X - BAR 1.820 m
HOR. LOAD , H 5298.276 KNY - BAR 2.370 m
Mo 6465 KNm
Type 1 2 3 4 5 6 7
Nos. of piles 15 7 7 0 0 0 0
xi 0.869 -0.931 -0.931 0.000 0.000 0.000 0.000
xi^2 0.755 0.867 0.867 0.000 0.000 0.000 0.000
SUM(x^2) = 23.462 n = 29
Mo 6465 6465 6465.279 0.000 0.000 0.000 0.000
M=Mo x/[Sum(xi^2)] 239.455 -256.559 -256.559 0.000 0.000 0.000 0.000
Ni=V/n + M 837.374 3 41.361 341.361 0.000 0.000 0.000 0.000
SUM [ Ni ] = 17339.671
Delta 9.462 9.462 0.000 0.000 0.000 0.000 0.000
Sin delta 0.164 0.164 0.000 0.000 0.000 0.000 0.000Cos delta 0.986 0.986 1.000 0.000 0.000 0.000 0.000
SUM[Cos delta] = 28.701
Tan delta 0.167 0.167 0.000 0.000 0.000 0.000 0.000
Ni Sin delta 137.659 56.118 0.000 0.000 0.000 0.000 0.000
A = Ni Tan delta 139.558 56.892 0.000 0.000 0.000 0.000 0.000
SUM[Ni Tan delta ] = 2491.604
He = [H-SUM[Ni Tan delta]]/[SUM [Cos delta]] = 97.791
B = He Cos delta 96.461 96.461 97.791 0.000 0.000 0.000 0.000
Hi = A + B 236.018 153.352 97.791 0.000 0.000 0.000 0.000
SUM [Hi] = 5298.276 KN
Nx = Ni Cos delta 825.982 336.717 341.361 0.000 0.000 0.000 0.000
Hx = Hi Sin delta 38.800 25.210 0.000 0.000 0.000 0.000 0.000
Pni = Nx + Hx 864.782 361.927 341.361 0.000 0.000 0.000 0.000
Ny = -Ni Sin delta -137.659 -56.118 0.000 0.000 0.000 0.000 0.000
Hy = Hi Cos delta 232.807 151.266 97.791 0.000 0.000 0.000 0.000
Phi = Hy + Ny 95.148 95.148 97.791 0.000 0.000 0.000 0.000
LOAD COMBINATION : 4.1
VER. LOAD , V 17339.671 KN
X - BAR 1.820 m
HOR. LOAD , H 5133.494 KN
Y - BAR 2.299 m
Mo 5713 KNmType 1 2 3 4 5 6 7
Nos. of piles 15 7 7 0 0 0 0
xi 0.869 -0.931 -0.931 0.000 0.000 0.000 0.000
xi^2 0.755 0.867 0.867 0.000 0.000 0.000 0.000
SUM(x^2) = 23.462 n = 29
Mo 5713 5713 5713.050 0.000 0.000 0.000 0.000
M=Mo x/[Sum(xi^2)] 211.594 -226.708 -226.708 0.000 0.000 0.000 0.000
Ni=V/n + M 809.514 3 71.211 371.211 0.000 0.000 0.000 0.000
SUM [ Ni ] = 17339.671
Delta 9.462 9.462 0.000 0.000 0.000 0.000 0.000
Sin delta 0.164 0.164 0.000 0.000 0.000 0.000 0.000
Cos delta 0.986 0.986 1.000 0.000 0.000 0.000 0.000
SUM[Cos delta] = 28.701
Tan delta 0.167 0.167 0.000 0.000 0.000 0.000 0.000
Ni Sin delta 133.079 61.025 0.000 0.000 0.000 0.000 0.000
A = Ni Tan delta 134.914 61.866 0.000 0.000 0.000 0.000 0.000
SUM[Ni Tan delta ] = 2456.780
He = [H-SUM[Ni Tan delta]]/[SUM [Cos delta]] = 93.263
B = He Cos delta 91.994 91.994 93.263 0.000 0.000 0.000 0.000
Hi = A + B 226.909 153.861 93.263 0.000 0.000 0.000 0.000
SUM [Hi] = 5133.494 KN
Nx = Ni Cos delta 798.501 366.161 371.211 0.000 0.000 0.000 0.000
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LOAD COMBINATION : 4.2
VER. LOAD , V 17339.671 KN
X - BAR 1.820 m
HOR. LOAD , H 5019.644 KN
Y - BAR 2.248 m
Mo 5193 KNm
Type 1 2 3 4 5 6 7
Nos. of piles 15 7 7 0 0 0 0
xi 0.869 -0.931 -0.931 0.000 0.000 0.000 0.000
xi^2 0.755 0.867 0.867 0.000 0.000 0.000 0.000
SUM(x^2) = 23.462 n = 29Mo 5193 5193 5193.325 0.000 0.000 0.000 0.000
M=Mo x/[Sum(xi^2)] 192.345 -206.084 -206.084 0.000 0.000 0.000 0.000
Ni=V/n + M 790.265 3 91.835 391.835 0.000 0.000 0.000 0.000
SUM [ Ni ] = 17339.671
Delta 9.462 9.462 0.000 0.000 0.000 0.000 0.000
Sin delta 0.164 0.164 0.000 0.000 0.000 0.000 0.000
Cos delta 0.986 0.986 1.000 0.000 0.000 0.000 0.000
SUM[Cos delta] = 28.701
Tan delta 0.167 0.167 0.000 0.000 0.000 0.000 0.000
Ni Sin delta 129.914 64.415 0.000 0.000 0.000 0.000 0.000
A = Ni Tan delta 131.706 65.304 0.000 0.000 0.000 0.000 0.000
SUM[Ni Tan delta ] = 2432.720
He = [H-SUM[Ni Tan delta]]/[SUM [Cos delta]] = 90.135B = He Cos delta 88.908 88.908 90.135 0.000 0.000 0.000 0.000
Hi = A + B 220.615 154.212 90.135 0.000 0.000 0.000 0.000
SUM [Hi] = 5019.644 KN
Nx = Ni Cos delta 779.513 386.504 391.835 0.000 0.000 0.000 0.000
Hx = Hi Sin delta 36.268 25.351 0.000 0.000 0.000 0.000 0.000
Pni = Nx + Hx 815.781 411.856 391.835 0.000 0.000 0.000 0.000
Ny = -Ni Sin delta -129.914 -64.415 0.000 0.000 0.000 0.000 0.000
Hy = Hi Cos delta 217.613 152.114 90.135 0.000 0.000 0.000 0.000
Phi = Hy + Ny 87.699 87.699 90.135 0.000 0.000 0.000 0.000
LOAD COMBINATION : 5
VER. LOAD , V 17339.671 KN
X - BAR 1.820 m
HOR. LOAD , H 4675.894 KN
Y - BAR 2.078 m
Mo 3624 KNm
Row of Pile 1 2 3 4 5 6 7
Nos. of piles 15 7 7 0 0 0 0
xi 0.869 -0.931 -0.931 0.000 0.000 0.000 0.000
xi^2 0.755 0.867 0.867 0.000 0.000 0.000 0.000
SUM(x^2) = 23.462 n = 29
Mo 3624 3624 3624.106 0.000 0.000 0.000 0.000
M=Mo x/[Sum(xi^2)] 134.226 -143.814 -143.814 0.000 0.000 0.000 0.000
Ni=V/n + M 732.146 4 54.106 454.106 0.000 0.000 0.000 0.000SUM [ Ni ] = 17339.671
Delta 9.462 9.462 0.000 0.000 0.000 0.000 0.000
Sin delta 0.164 0.164 0.000 0.000 0.000 0.000 0.000
Cos delta 0.986 0.986 1.000 0.000 0.000 0.000 0.000
SUM[Cos delta] = 28.701
Tan delta 0.167 0.167 0.000 0.000 0.000 0.000 0.000
Ni Sin delta 120.360 74.652 0.000 0.000 0.000 0.000 0.000
A = Ni Tan delta 122.020 75.682 0.000 0.000 0.000 0.000 0.000
SUM[Ni Tan delta ] = 2360.073
He = [H-SUM[Ni Tan delta]]/[SUM [Cos delta]] = 80.689
B = He Cos delta 79.591 79.591 80.689 0.000 0.000 0.000 0.000
Hi = A + B 201.611 155.273 80.689 0.000 0.000 0.000 0.000
SUM [Hi] = 4675.894 KN
Nx = Ni Cos delta 722.185 447.928 454.106 0.000 0.000 0.000 0.000
Hx = Hi Sin delta 33.144 25.526 0.000 0.000 0.000 0.000 0.000
Pni = Nx + Hx 755.328 473.454 454.106 0.000 0.000 0.000 0.000
Ny = -Ni Sin delta -120.360 -74.652 0.000 0.000 0.000 0.000 0.000
Hy = Hi Cos delta 198.868 153.160 80.689 0.000 0.000 0.000 0.000
Phi = Hy + Ny 78.508 78.508 80.689 0.000 0.000 0.000 0.000
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STIRRUP
Size of stirrup > 1/4 x largest compression bar
> 20
4
> 5 mm
Spacing < 12 x smallest compression bar
12 x 20
240 mm
Table 7 : BS5400:Pt4Asv > 0.4 b sv
0.87 fyv
Say,
spac 300 mm
and fy 460 N/mm^2
Therefore,
Asv = 0.4x1000x 300
0.87 x 460
= 299.850 mm^2/m
Provide Y 16 at c/c 300 mm
[ As = 670.206 mm^2/m ]
CHECKING FOR FLEXURE SHEAR
Nos. of pile (Front Row) = 15
Diameter of pile , dp = 500 mm
Max. force on pile = 864.782 KN
Height of pile cap = 1200 mm
For Top and Bottom ,
100 As = 100 x 2 x 2094.4
b d 1000 x 1050
= 0.399
From Table 8; BS 5400 : Pt4
Vc = 0.544 N/mm^2
The stress may be enhanced by [2d/av] for those parts of the critical section,
where,
av = x + 0.2d
and x = 0.8 - 0.600 - 500 x 0.5
1000
= -0.050 m
Therefore,
av = -0.050 + 0.2 x 500
1000
= 0.050 m
Enhancement Factor = 2d = 2 x 1050 = 42.000
av 0.050 x 1000
Therefore,
Enhanced Vc = 0.54 x 42.000
= 22.840 N/mm^2
Shear Capacity of critical section,
Vcu = [(Area covered by piles x Enhanced Vc) + Vc(b-area covered by piles)]h
where,
Area covered by piles = Nos. of piles x dia. of piles
Therefore,
Vcu = 1200 [ ( 15 x 500 x 22.840 ) +
10000.54 x ( 22900 - ( 15 x 500 ) ) } ]
188656 KN
Actual Shear Force , V = Nos. of piles x Reaction
Therefore ,
V = 15 x 864.78
= 12971 725 < Vcu Therefore O K
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av=d/2 = 1050 = 525 mm
2
Therefore,
2d/av = 2 x 1050 = 4.000
525
Therefore,
Enhanced Vc = 2d/av(Vc)= 4 x 0.544
= 2.175 N/mm^2
Therefore,
Shear capacity of the critical section,V = 1050 x 1550.000 x 2.175
1000
= 3540 KN
Therefore,
Actual Shear = 865 KN < 3540 KN Therefore O.K
WING WALL
Force
P (h1) = Ws k h1 + Wh1^2 k/2 @ ULS
Therefore,
1.810 ) = 1.5 x 1.1 x [ 20 x 0.5 x 1.810
+ 18.9 x 1.81 ^2 x 0.5 ]
2
= 55.406 KN/m^2
Bending Moment
At Sec 1.810 )
Bending Moment = M (h1) = 0.5(h1) l1^2Therefore ,
1.810 )= 0.5 x 55.41 x 3.000 2
= 249.328 KNm
Reinforcement
[1]. Main Reinforcement
Cover 65 mm
Diameter of reinforcement = 20 mm
Therefore ,
d = 0.45 x 1000 - 65 - 20
2
= 375 mm
M = 249.328 KNm
z = 352.923 mm
Max. allowable z = 356.250 mm
Therefore ,
z = 352.923 mm
As = M = 249.33 x 1000000
0.87 fy z 0.87 x 460 x 352.923
= 1765.284 mm^2/m
Min. As required = 0.15 x 375 x 1000100
= 562.500 mm^2/m
Provide Y 20 at c/c 150 mm
[ Area = 2094.395 mm^2/m] O.K
[2]. Secondary Reinforcement
Mi i f d i f t i d 0 12% f
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LOADINGS.
Load Due To Traction @U 457.600 = 19.983 KN
22.9
Load Due To Longitudinal Braking @ULS 343.75 = 15.011 KN
22.900
Therefore ,
Shear at the base @ULS ,
V = Ws k + W H k + Traction/Long. Braking
= 1.5 x 1.1 [ 20 x 0.5 x 0.935 +
( 18.9 x { 0.94 2 x 0.5 } ) ] + 19.98
2
= 42.226 KN/m
Moment at base @ULS,
M = 1.5 x 1.1 [ 20 x 0.5 x 0.935 2 +
2
( 18.9 x { 0.94 ^3 x 0.5 } ) ] +
6
19.98 x 0.94
= 28.020 KNm/m
MAIN REINFORCEMENT
Cov 50 mm
Dia. of rei 20 mm
Therefore ,
d = 0.58 x 1000 - 50 - 20
2
517.350 mm
M = 28.020 KNm/m
z = 510.624 mm
But,
Max. Allo 491.483 mm
Therefore ,
z = 491.483 mm
s = M = 28.02 x 1000000
0.87 fy z 0.87 x 460.000 x 491.483
= 142.46 mm^2/m
Min. As re 0.15 x 517.35 x 1000
100
= 776.025 mm^2/m
Provi 20 at c/c 150 mm[ Area = 2094.395 mm^2/m]
SECONDARY REINFORCEMENT
Min. Area of Secondary Reinforcement = 0.12% 0f area
= 0.12 x 517.35 x 1000
100
= 620.820 mm^2/m
Provi 16 at c/c 300 mm
[ Area = 670.206 mm^2/m]
WALL DESIGN
Concrete Grade , fcu = 40 N/mm^2
Height , he = 3.37 m
Breadth , b = 26.44 m
Depth , h = 1.2 m
Cover c = 140 mm
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Since b/h = 22.04 > 4 - Design as wall
Therefore ,
Effective height , le = 2.0 x 3.37 = 6.73 m
Slender Ratio = le/h = 6.73 = 5.61 < 12 DESIGN AS SHORT WALL
1.2
DESIGN AS SHORT WALL
LOAD COMB. VER.LOAD x HOR.LOAD y
(KN) BAR (KN) BAR (KNm) (KNm)
1 17099.18 1.81 4675.89 1.08 -3314.81 5039
2 16862.21 1.81 4691.20 1.09 -3343.33 5094
3 16580.48 1.82 5298.28 1.37 -3377.13 7258
4.1 16580.48 1.82 5133.49 1.30 -3377.13 6670
4.2 16580.48 1.82 5019.64 1.25 -3377.13 6265
5 16580.48 1.82 4675.89 1.08 -3377.13 5039
x' = 1.62 m
146.78 KNm/m
Vertivcal Load , N = 17099.18 KN
Horizontal Load , H = 5298.28 KN
d = 1.2 x 1000 - 20 / 2 - 140
= 1040 mm
Ultimate Axial Load, Vult = 17099 kN
0.1fcuAc = 0.1 x 40 x 31.731
= 126924.68 kN
Since < 0.1fcuAc - DESIGN AS CANTILEVER SLAB
MAIN REINFORCEMENT
Lever arm, z = 0.5d[1=(1-5Mu)^0.5]/[fcubd^2]
= 1039.99 mm
As = Mu/(0.87fyz) = 352.66 sq.mm
cl. 5.BS5400 : Part 4
As min = 0.12%bd = 1248 sq.mm
Provide Y 25 @ 150 mm at c/c
As = 3272.49 sq.mm / layers O.K
SECONDARY REINFORCEMENT
Cl. 5.8.4.2 BS5400 Part 4,
As min = 0.12%bd = 1248 sq.mm
Provide Y 20 @ 300 mm
As = 1636.25 sq.mm
M1
M2
Moment , M =
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Therefore,
Asv = 980.55 mm
Provide Y 16 @ 225 mm at c/c
As = 1787.22 sq.mm with 26 legs
CHECK FOR SLS REQUIREMENT
LOAD COMB. VER.LOAD x HOR.LOAD y Mx My
(KN) BAR (KN) BAR (KNm) (KNm)
1 10629.59 1.76 2833.88 0.88 5222.14 2487
2 10485.19 1.76 2846.53 0.89 5257.25 2530
3 10252.35 1.76 3368.41 1.27 7000.91 4286
4.1 10252.35 1.76 3166.68 1.14 6322.07 3607
4.2 10252.35 1.76 3083.88 1.08 6043.45 3328
5 10252.35 1.76 2833.88 0.88 5202.20 2487
x' = 1.5 My = 4286.222 (KNm)
CALCULATION
ALLOWABLE STRESSES
Allowable compressive stress in concrete , fc' = 0.5fcu
fc' = 0.5 x 40 = 20 N/mm^2
Allowable reinforcement stress , fy' = 0.8fy
fy' = 0.8 x 460 = 368 N/mm^2
AXLE LOAD CAPACITIES
Ns = 0.5fcuAc+[0.5fcuEs/Ec]As
= [(0.5 x 40 x 1385641 )
+ (0.5 x 40 x 6.45 x 6544.98 ]/1000
= 28557.33 > Nu = 646.65
Therefore O.K
CRACKS WIDTH - FOR LONG TERM STRAINS DUE TO SERVICE LOADING.
p' = As'/bd = 1636.25
1040.00 x 1000.0
= 0
p = As/bd = 0 since As = As'
Es/0.5Ec = 12.90
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A. FIRST SPAN (Shorter Span)
1. MAIN REINFORCEMENT.
Consider Load Combination 1 for the calc. of Vertical Load.
Therefore,
Vertical load, V = Live Load + Dead Load + Superinposed Dead Load.
V = 2571.3 + 1886.2 + 547.1
= 5004.6 kN
Or,
V= 5004.6 = 189.26 kN/m
26.44
Assume both bracking and skidding acting together in calculating for horizontal loads.
Therefore,
Horizontal Load, T = 332.8 + 250 = 582.8 kN/m
Or,
T = 582.8 = 22.04 kN/m
26.44
shearing surface, d = ( 0.81 - 0.25 ) x 2^0.5 x 1000
= 789.54 mm
Therefore shearing force, Vbar = (T+V) x 2^0.5 100As/bd = 0.41
= 298.83 kN/m vc = 0.55 N/sq.mm/m
v = Vbar/bd = 298.83 x 1000 = 0.38 N/sq.mm/m
789.54 x 1000
Ep'svc = 0.49 N/sq.mm/m
Since v > Ep'svc, therefore shear reinforcement in required.
spacing = 300
Asv > 299.85 sq.mm
Provide Y 16 @ 300 mm at c/c
As = 1340.41 sq.mm
2. SECONDARY REINFORCEMENT.
Minimum Secondary reinforcement,
Ass = 0.12%bd
= 0.12 / 100 x 1000 x 789.54
= 947.45 sq.mm
Provide Y 16 @ 300 mm at c/c
As = 1340.41 sq.mm
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8/8/2019 r.c Bridge Design for Natai
51/75
48663720.xls 51 RCSS
X))
HB
-7.8
51.0
113.3
242.9
265.0
199.4
47.0
22.5
29.3
-26.6
936.0
X))
HB
-14.4
40.7
45.6
157.7
266.3
259.0
142.3
33.9
29.9
-25.0
936.0
X))
HB
-11.4
41.6
51.0
166.9
273.7
258.5
134.7
26.5
18.8
-24.2
936.1
-
8/8/2019 r.c Bridge Design for Natai
52/75
48663720.xls 52 PRHS 16
Reaction for PRHS-16-R5-0
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 82.8 41.2 5.0 143.8 217.8 315.1 47.7 77.4
G2 91.8 2.7 8.1 79.8 125.4 165.6 73.2 82.4
G3 91.8 11.1 8.5 96.1 145.0 196.0 69.8 82.9
G4 91.8 9.3 9.4 83.7 156.9 210.5 73.7 81.4
G5 91.8 10.5 8.7 80.6 144.6 182.5 84.9 73.7
G6 91.8 11.3 8.6 75.6 87.7 78.4 108.5 57.9
G7 91.8 12.1 8.6 71.2 58.9 33.8 111.0 111.4
G8 91.8 12.9 8.6 66.6 55.1 28.5 112.6 135.3
G9 91.8 13.8 8.6 59.0 48.9 24.1 111.0 153.4
G10 91.8 13.8 8.6 37.9 32.2 20.4 93.4 153.4
G11 91.8 12.9 8.6 30.7 26.2 17.4 90.6 135.3
G12 91.8 12.1 8.6 26.5 22.6 14.9 89.9 111.4
G13 91.8 11.3 8.6 22.9 19.4 12.7 88.0 57.9
G14 91.8 10.5 8.7 18.7 15.6 9.7 79.3 73.7
G15 91.8 9.3 9.4 16.3 13.5 8.4 74.2 81.4G16 91.8 11.1 8.5 2.8 0.6 -4.4 68.3 82.9
G17 91.8 2.7 8.1 21.1 18.3 14.4 72.8 82.4
G18 82.8 41.2 5.0 -61.8 -61.4 -68.1 40.4 77.4
TOTAL 1634.4 249.8 148.2 871.5 1127.3 1259.9 1489.3 1711.6
Reaction for PRHS-16-R5-15
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 83.0 55.2 8.5 236.8 325.7 459.8 61.3 54.5
G2 92.0 -9.5 7.4 28.7 22.1 12.8 68.5 79.0
G3 92.0 13.9 9.3 103.1 129.3 167.7 71.2 76.1
G4 92.0 7.9 9.5 74.9 99.1 121.7 73.2 79.6
G5 92.0 10.7 8.7 68.0 87.3 101.6 86.0 81.5
G6 92.0 11.3 8.6 48.6 55.2 52.2 110.2 84.1
G7 92.0 12.3 8.6 45.1 44.5 37.2 112.2 84.5
G8 92.0 13.1 8.6 39.7 38.9 30.5 114.1 109.2
G9 92.0 13.9 8.6 34.6 32.6 24.3 112.5 184.3
G10 92.0 13.7 8.6 29.1 27.1 20.0 94.7 165.4
G11 92.0 12.8 8.6 25.2 23.1 16.8 91.5 147.6
G12 92.0 12.0 8.6 21.7 19.7 14.2 90.3 151.1
G13 92.0 11.4 8.5 18.5 16.6 11.9 87.3 159.0
G14 92.0 10.4 8.6 15.0 13.2 9.1 78.8 81.6
G15 92.0 10.7 9.2 10.7 8.9 4.9 74.8 93.9
G16 92.0 8.3 7.7 3.4 1.6 -2.0 66.6 85.4
G17 92.0 13.9 8.0 -5.3 -8.6 -14.1 77.1 103.4
G18 83.0 28.2 2.2 -27.6 -30.0 -33.4 24.2 42.7
TOTAL 1638.0 250.2 147.8 770.2 906.3 1035.2 1494.5 1862.9
-
8/8/2019 r.c Bridge Design for Natai
53/75
48663720.xls 53 PRHS 16
Reaction for PRHS-16-R5-30
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 83.8 68.5 12.3 322.0 431.3 601.9 88.8 79.9
G2 92.8 -20.6 6.2 -18.9 -40.6 -75.7 61.3 74.6
G3 92.8 15.9 10.0 108.6 138.7 178.9 76.5 81.7
G4 92.8 6.6 9.5 66.1 91.2 110.0 74.7 81.7
G5 92.8 10.8 8.8 59.7 77.1 88.0 88.8 84.3
G6 92.8 11.3 8.7 38.2 41.8 36.7 112.7 86.7
G7 92.8 12.5 8.7 35.4 34.9 28.4 114.5 86.7
G8 92.8 13.3 8.7 29.3 29.7 23.7 116.7 115.3
G9 92.8 14.1 8.7 24.9 24.1 18.4 115.0 188.2
G10 92.8 13.7 8.7 21.2 20.2 15.2 96.8 164.2
G11 92.8 12.6 8.7 18.0 16.9 12.7 92.5 147.9
G12 92.8 11.9 8.6 15.3 14.3 10.7 90.0 153.3
G13 92.8 11.4 8.5 12.7 11.8 8.7 85.1 156.7
G14 92.8 10.2 8.6 10.2 9.3 6.7 74.9 77.6
G15 92.8 11.6 8.9 5.8 4.7 2.1 69.8 91.8G16 92.8 6.2 6.9 3.0 2.1 0.1 58.7 76.2
G17 92.8 22.1 7.1 -18.2 -21.5 -26.3 68.0 98.1
G18 83.8 18.0 0.2 -5.8 -5.6 -5.2 3.8 9.1
TOTAL 1652.4 250.1 147.8 727.5 880.4 1035.0 1488.6 1854.0
-
8/8/2019 r.c Bridge Design for Natai
54/75
48663720.xls 54 PRHS 16
X))
HB
-18.1
32.6
22.8
32.6
35.8
40.1
125.7
164.8
193.6
193.6
164.8
125.7
40.1
35.8
32.622.8
32.6
-18.1
1259.8
X))
HB
-54.9
49.7
17.9
33.3
35.0
39.7
42.7
81.6
200.9
191.7
164.5
167.8
172.5
29.7
36.0
25.5
27.9
-1.5
1260.0
-
8/8/2019 r.c Bridge Design for Natai
55/75
-
8/8/2019 r.c Bridge Design for Natai
56/75
48663720.xls 56 PRSS
Reaction for PRSS-10-R5-0
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 59.8 33.9 2.1 104.8 140.1 210.1 32.8 36.1
G2 64.3 -2.2 5.2 56.0 91.7 137.6 64.6 60.0
G3 64.3 5.8 5.4 71.0 102.9 154.4 59.1 56.7
G4 64.3 4.0 6.2 59.7 119.5 179.3 63.3 59.4
G5 64.3 5.4 5.6 46.8 102.9 154.4 74.3 119.4
G6 64.3 6.4 5.5 22.5 39.6 59.3 98.3 114.9
G7 64.3 7.4 5.4 15.2 11.7 17.5 100.8 116.7
G8 64.3 8.3 5.4 10.1 8.2 12.3 102.7 146.4
G9 64.3 9.2 5.4 6.4 5.5 8.3 101.7 117.4
G10 64.3 9.2 5.4 3.9 3.6 5.4 84.9 94.1
G11 64.3 8.3 5.4 2.3 2.3 3.4 82.6 60.5
G12 64.3 7.4 5.4 1.3 1.4 2.1 81.7 60.0
G13 64.3 6.4 5.5 0.9 1.0 1.4 78.9 59.5
G14 64.3 5.4 5.6 0.6 0.6 1.0 68.2 57.2
G15 64.3 4.0 6.2 0.9 0.8 1.2 61.9 56.0G16 64.3 5.8 5.4 -1.0 -0.7 -1.0 54.9 53.8
G17 64.3 -2.2 5.2 4.0 3.3 4.9 61.7 56.5
G18 59.8 33.9 2.1 -13.2 -10.4 -15.6 22.2 36.7
TOTAL 1148.4 156.4 92.4 392.2 624.0 936.0 1294.6 1361.3
Reaction for PRSS-10-R5-15
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 59.8 43.5 4.3 155.3 178.7 267.0 61.7 64.1
G2 64.3 -11.3 4.8 37.9 74.8 104.1 58.4 51.6
G3 64.3 7.8 5.9 81.1 111.8 160.9 65.1 59.8
G4 64.3 3.1 6.2 62.0 122.6 176.0 65.2 61.4
G5 64.3 5.7 5.5 48.7 103.3 146.9 77.1 121.0
G6 64.3 6.6 5.4 24.7 39.1 50.6 100.1 112.9
G7 64.3 7.7 5.4 19.5 14.1 13.4 102.0 118.8
G8 64.3 8.6 5.4 14.1 10.9 9.4 104.1 146.7
G9 64.3 9.3 5.4 10.5 7.9 5.9 103.1 116.5
G10 64.3 9.0 5.4 7.7 5.8 3.7 85.9 93.3
G11 64.3 8.0 5.4 5.7 4.3 2.3 82.8 59.5
G12 64.3 7.0 5.5 4.3 3.2 1.6 81.1 60.6
G13 64.3 6.1 5.5 3.4 2.5 1.2 76.7 59.3
G14 64.3 5.0 5.6 2.7 2.0 0.9 65.0 56.6
G15 64.3 4.9 6.2 2.4 1.7 0.9 59.5 55.9
G16 64.3 3.9 5.0 0.2 0.2 -0.3 50.1 50.1
G17 64.3 6.8 5.3 2.4 1.7 1.0 62.7 61.8
G18 59.8 24.5 0.2 -13.6 -10.0 -9.6 0.5 11.4
TOTAL 1148.4 156.2 92.4 469.0 674.6 935.9 1301.1 1361.3
-
8/8/2019 r.c Bridge Design for Natai
57/75
48663720.xls 57 PRSS
Reaction for PRSS-10-R5-30
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 59.8 51.4 6.2 197.3 210.4 311.8 86.1 68.8
G2 64.3 -18.7 4.3 20.4 61.7 79.8 50.5 44.2
G3 64.3 9.0 6.3 85.8 118.1 165.9 68.6 55.5
G4 64.3 2.4 6.2 59.8 124.3 173.9 65.5 58.6
G5 64.3 6.1 5.5 45.7 102.2 140.9 78.6 119.1
G6 64.3 6.9 5.4 22.0 36.6 43.3 101.4 110.7
G7 64.3 8.1 5.4 18.2 13.2 9.5 103.3 120.4
G8 64.3 8.9 5.4 12.6 10.1 6.6 106.0 148.4
G9 64.3 9.4 5.4 9.1 6.9 3.6 105.3 118.4
G10 64.3 8.9 5.4 6.4 4.8 2.2 87.9 96.7
G11 64.3 7.6 5.5 4.6 3.4 1.3 83.9 64.5
G12 64.3 6.6 5.5 3.4 2.5 0.9 81.4 69.4
G13 64.3 5.8 5.5 2.7 1.9 0.7 73.6 68.2
G14 64.3 4.7 5.7 2.1 1.5 0.6 51.5 57.1
G15 64.3 5.6 6.1 1.7 1.2 0.5 43.5 54.6G16 64.3 2.7 4.6 0.4 0.3 0.0 32.7 44.6
G17 64.3 14.0 5.0 -0.8 -0.6 -0.9 44.0 64.9
G18 59.8 16.9 -1.2 -8.2 -6.0 -4.8 -19.9 -10.2
TOTAL 1148.4 156.3 92.2 483.2 692.5 935.8 1243.9 1353.9
-
8/8/2019 r.c Bridge Design for Natai
58/75
48663720.xls 58 PRSS
X))
HB
-11.2
23.7
17.1
25.2
127.1
142.7
147.7
191.2
140.5
79.5
20.2
15.2
11.3
8.3
6.92.0
10.6
-21.9
936.1
X))
HB
-5.9
27.5
19.4
32.3
134.6
143.2
150.7
190.4
133.8
72.3
14.9
12.5
8.5
6.3
5.0
1.6
4.2
-15.4
935.9
-
8/8/2019 r.c Bridge Design for Natai
59/75
48663720.xls 59 PRSS
X))
HB
-2.9
30.4
21.8
38.8
141.6
145.0
153.8
190.0
128.3
65.7
9.7
9.5
5.7
4.3
3.11.1
-0.3
-9.5
936.1
-
8/8/2019 r.c Bridge Design for Natai
60/75
48663720.xls 60 PRHS20
Reaction for PRHS-20-R5-0
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 121.8 43.6 7.2 165.0 241.8 338.1 60.0 41.7
G2 136.1 7.0 10.0 87.6 139.3 184.1 79.2 81.5
G3 136.1 14.6 10.5 102.5 156.5 208.7 77.4 75.9
G4 136.1 13.0 11.4 86.9 165.2 220.6 80.5 82.2
G5 136.1 14.1 10.7 82.7 150.6 190.7 91.2 150.8
G6 136.1 14.8 10.6 77.0 91.1 85.8 113.8 152.3
G7 136.1 15.5 10.7 72.5 61.8 40.7 116.0 155.3
G8 136.1 16.3 10.7 68.0 57.8 35.3 117.4 188.1
G9 136.1 17.2 10.7 61.3 52.1 30.8 115.5 156.2
G10 136.1 17.2 10.7 43.0 37.4 26.9 97.6 127.1
G11 136.1 16.3 10.7 36.6 31.8 23.7 94.7 90.3
G12 136.1 15.5 10.7 32.7 28.2 20.7 94.0 90.5
G13 136.1 14.8 10.6 28.9 24.8 17.9 92.3 90.7
G14 136.1 14.1 10.7 24.0 20.1 13.6 84.7 93.9
G15 136.1 13.0 11.4 20.5 16.8 10.7 79.9 95.3G16 136.1 14.6 10.5 4.4 1.2 -5.9 74.8 96.6
G17 136.1 7.0 10.0 20.4 16.8 11.6 77.2 94.7
G18 121.8 43.6 7.2 -71.0 -72.2 -86.0 51.1 95.1
TOTAL 2421.2 312.2 185.0 943.0 1221.1 1368.0 1597.3 1958.2
Reaction for PRHS-20-R5-15
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 122.2 59.0 11.5 276.3 384.6 531.6 69.8 58.6
G2 136.5 -5.6 9.2 23.1 15.7 4.1 76.9 86.4
G3 136.5 17.1 11.5 109.6 140.1 179.5 79.5 80.9
G4 136.5 11.6 11.6 75.8 97.9 117.6 81.2 89.5
G5 136.5 14.3 10.8 77.1 94.3 102.2 93.0 157.1
G6 136.5 14.8 10.7 70.6 75.6 60.3 115.9 152.6
G7 136.5 15.7 10.7 66.7 65.2 46.4 117.5 159.9
G8 136.5 16.5 10.7 62.3 59.5 38.9 119.0 189.9
G9 136.5 17.3 10.7 53.9 50.5 32.5 117.0 154.8
G10 136.5 17.1 10.7 35.6 34.8 27.8 98.9 125.7
G11 136.5 16.2 10.7 31.0 29.9 24.0 95.4 89.4
G12 136.5 15.5 10.6 27.2 25.9 20.7 94.2 91.5
G13 136.5 14.9 10.5 23.4 22.0 17.2 91.3 90.9
G14 136.5 13.9 10.6 19.2 17.5 12.9 83.7 93.2
G15 136.5 14.3 11.1 12.8 10.4 5.4 79.8 94.3
G16 136.5 11.5 9.5 5.5 2.7 -2.6 72.6 88.6
G17 136.5 17.9 9.6 -16.0 -23.0 -33.3 80.0 103.0
G18 122.2 30.1 4.1 -21.7 -26.4 -33.3 37.2 51.9
TOTAL 2428.4 312.1 184.8 932.4 1077.2 1151.9 1602.9 1958.2
-
8/8/2019 r.c Bridge Design for Natai
61/75
48663720.xls 61 PRHS20
Reaction for PRHS-20-R5-30
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 123.6 74.9 16.7 392.5 529.2 719.5 98.6 81.1
G2 137.9 -18.0 7.6 -43.3 -71.2 -115.8 70.8 85.8
G3 137.9 19.9 12.5 117.7 151.7 191.4 85.8 86.9
G4 137.9 10.0 11.6 65.2 86.3 99.4 83.5 95.7
G5 137.9 14.3 11.0 63.8 80.0 87.3 96.4 163.0
G6 137.9 14.7 10.9 44.6 50.2 43.7 118.8 154.0
G7 137.9 15.9 10.9 42.1 43.4 35.7 120.2 164.4
G8 137.9 16.8 10.8 36.4 37.6 30.1 121.8 192.2
G9 137.9 17.5 10.8 31.5 31.5 24.6 119.6 154.4
G10 137.9 17.2 10.8 26.7 26.5 21.0 100.9 124.9
G11 137.9 16.2 10.7 23.3 22.8 17.9 96.2 88.6
G12 137.9 15.4 10.6 20.1 19.5 15.2 93.4 91.6
G13 137.9 14.9 10.4 16.9 16.0 12.1 88.5 89.8
G14 137.9 13.6 10.4 13.7 12.6 9.0 79.0 90.6
G15 137.9 14.9 10.6 7.0 5.2 1.1 73.5 89.4G16 137.9 9.2 8.6 5.7 4.3 1.0 63.7 79.0
G17 137.9 25.4 8.2 -32.1 -40.1 -50.3 66.9 93.8
G18 123.6 19.6 2.0 7.0 8.3 9.2 18.3 22.4
TOTAL 2453.6 312.4 185.1 838.8 1013.8 1152.1 1595.9 1947.6
-
8/8/2019 r.c Bridge Design for Natai
62/75
48663720.xls 62 PRHS20
X))
HB
46.0
46.9
48.1
49.7
157.6
171.2
174.9
222.2
168.9
105.6
43.9
40.1
36.2
31.3
27.514.6
25.8
-42.3
1368.2
X))
HB
78.0
39.0
53.9
57.9
167.2
170.6
178.6
221.0
159.7
95.6
36.2
35.2
29.9
25.6
19.8
13.0
-1.7
-11.3
1368.2
-
8/8/2019 r.c Bridge Design for Natai
63/75
48663720.xls 63 PRHS20
X))
HB
104.5
32.3
60.5
66.3
176.8
172.3
182.4
220.2
152.1
86.7
28.5
29.5
23.4
19.7
13.310.7
-18.3
7.0
1367.9
-
8/8/2019 r.c Bridge Design for Natai
64/75
48663720.xls 64 PRT
Reaction for PRT-22-R5-0
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 221.0 61.5 12.0 178.9 275.7 380.4 98.8 121.3
G2 235.2 13.1 19.7 195.9 294.1 402.3 127.3 147.9
G3 236.6 19.8 21.2 191.3 281.7 366.9 139.4 137.4
G4 237.0 27.2 19.7 147.5 190.1 181.3 186.0 133.5
G5 237.2 32.5 19.3 128.3 113.3 58.1 194.9 264.2
G6 237.3 35.7 19.4 86.7 71.7 34.4 194.9 277.6
G7 237.2 32.5 19.3 44.5 36.1 21.6 193.7 264.2
G8 237.0 27.2 19.7 28.8 22.2 10.7 182.7 133.5
G9 236.6 19.8 21.2 14.3 8.7 -3.4 131.8 137.4
G10 235.2 13.1 19.7 14.0 8.4 -3.8 119.0 147.9
G11 221.0 61.5 12.0 -27.8 -30.2 -41.1 87.9 121.3
TOTAL 2571.3 343.9 203.2 1002.4 1271.8 1407.4 1656.4 1886.2
Reaction for PRT-22-R5-15
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 224.6 65.3 12.1 190.7 289.9 402.0 88.4 126.5
G2 234.9 7.7 20.3 171.2 284.0 387.0 121.2 146.5
G3 237.7 22.1 21.1 176.3 283.1 366.6 132.0 134.9
G4 237.6 27.1 19.6 149.0 187.8 174.3 183.9 134.2
G5 238.0 32.6 19.4 128.7 112.0 56.7 193.9 267.8
G6 238.0 35.5 19.5 84.6 70.3 34.8 195.3 277.5
G7 237.9 32.1 19.3 44.0 35.7 21.8 195.4 261.0
G8 237.8 27.1 19.8 28.5 21.8 9.9 165.7 131.7
G9 237.0 17.6 21.4 15.2 10.0 -1.9 139.2 140.6
G10 236.9 18.0 19.1 2.5 -1.2 -13.0 125.6 146.9
G11 217.9 58.7 11.8 -20.9 -21.2 -30.9 95.7 116.7
TOTAL 2578.3 343.8 203.4 969.8 1272.2 1407.3 1636.3 1884.3
Reaction for PRT-22-R5-30
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 229.3 70.7 12.0 200.6 302.2 424.7 87.5 133.7
G2 236.1 1.2 20.9 165.4 275.8 372.9 123.5 144.4
G3 240.5 24.6 21.0 177.6 285.1 367.7 132.4 132.7
G4 240.0 26.7 19.6 148.3 185.9 166.2 186.0 133.2
G5 240.5 32.5 19.6 129.4 110.6 53.5 195.0 271.7
G6 240.5 35.2 19.6 82.4 68.6 33.7 196.5 277.2
G7 240.3 31.3 19.4 42.5 34.4 20.5 196.7 258.5
G8 240.4 27.0 19.9 27.8 21.2 8.7 185.8 128.3
G9 238.9 15.6 21.7 15.5 10.5 -1.1 139.1 144.7
G10 240.4 22.5 18.3 -6.9 -8.9 -18.7 122.8 150.1
G11 215.0 56.7 11.3 -12.6 -13.3 -20.8 91.1 111.9
-
8/8/2019 r.c Bridge Design for Natai
65/75
48663720.xls 65 PRT
TOTAL 2601.9 344.0 203.3 970.0 1272.1 1407.3 1656.4 1886.4
-
8/8/2019 r.c Bridge Design for Natai
66/75
48663720.xls 66 PRT
X))
HB
18.4
40.0
43.1
105.1
323.9
346.3
323.9
105.1
43.1
40.0
18.4
1407.3
X))
HB
13.3
44.1
41.6
111.1
330.0
347.3
320.4
99.5
44.2
35.7
20.2
1407.4
X))
HB
2.8
50.0
39.5
117.7
339.6
350.9
320.4
93.6
45.1
28.7
19.0
-
8/8/2019 r.c Bridge Design for Natai
67/75
48663720.xls 67 PRT
1407.3
-
8/8/2019 r.c Bridge Design for Natai
68/75
48663720.xls 68 PTT28
Reaction for PTT-28-R5-0
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 464.8 88.0 25.4 306.3 441.1 584.7 174.3 201.8
G2 504.5 34.2 44.1 349.3 536.5 648.0 244.6 238.9
G3 506.8 58.7 40.2 283.7 332.3 225.5 330.5 332.4
G4 507.7 75.7 39.6 231.5 247.7 50.7 345.3 502.9
G5 506.8 58.7 40.2 169.3 214.8 20.8 327.4 332.4
G6 504.5 34.2 44.1 97.4 120.9 6.6 236.8 238.9
G7 464.8 88.0 25.4 12.1 37.6 -44.9 163.3 201.8
TOTAL 3459.9 437.5 259.0 1449.6 1930.9 1491.4 1822.2 2049.1
Reaction for PTT-28-R5-15
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(MHA HA+HB HB HA HA+HB
G1 468.7 91.2 25.5 317.7 451.4 606.9 164.1 206.7
G2 506.2 29.8 44.8 337.5 523.3 629.6 240.0 235.2
G3 508.4 61.5 39.9 274.9 311.8 218.2 328.3 336.6
G4 509.4 75.5 39.7 167.2 150.3 51.0 345.9 503.6
G5 508.3 56.0 40.7 81.2 76.3 24.3 330.9 326.8
G6 506.0 37.9 43.4 53.1 59.8 -4.2 242.2 242.5
G7 461.7 85.7 24.9 11.8 27.2 -34.3 170.8 197.8
TOTAL 3468.7 437.6 258.9 1243.4 1600.1 1491.5 1822.2 2049.2
Reaction for PTT-28-R5-30
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 474.0 96.0 25.3 328.1 462.0 628.7 162.5 214.4
G2 511.6 24.1 45.9 305.3 485.3 615.6 244.2 229.6
G3 514.1 64.1 39.6 254.6 281.3 207.4 330.9 339.0
G4 515.1 74.9 40.1 144.2 123.3 50.4 348.0 505.9
G5 513.7 53.2 41.3 63.2 51.3 25.8 332.7 319.4
G6 511.1 41.2 42.8 13.0 9.1 -12.5 238.8 247.3
G7 459.2 84.1 24.0 -8.8 -8.8 -23.9 165.1 193.6
TOTAL 3498.8 437.6 259.0 1099.6 1403.5 1491.5 1822.2 2049.2
-
8/8/2019 r.c Bridge Design for Natai
69/75
48663720.xls 69 PTT28
X))
HB
33.8
66.9
333.1
623.8
333.1
66.9
33.8
1491.4
X))HB
27.8
71.0
344.2
626.3
322.4
62.3
37.3
1491.3
X))
HB
17.9
75.8
356.3
635.1
312.7
55.7
37.9
1491.4
-
8/8/2019 r.c Bridge Design for Natai
70/75
48663720.xls 70 PTT32
Reaction for PTT-32-R5-0
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 561.6 99.1 29.6 330.7 463.0 599.4 185.8 208.6
G2 605.0 40.1 50.1 366.7 561.8 669.1 257.3 248.7
G3 607.3 67.5 45.8 299.4 352.1 230.7 346.8 350.3
G4 608.0 86.9 44.9 242.2 260.9 47.8 362.6 527.9
G5 607.3 67.5 45.8 175.7 224.9 19.0 344.6 350.3
G6 605.0 40.1 50.1 104.3 130.7 8.0 252.0 248.7
G7 561.6 99.1 29.6 13.9 49.0 -44.0 178.1 208.6
TOTAL 4155.8 500.3 295.9 1532.9 2042.4 1530.0 1927.2 2143.1
Reaction for PTT-32-R5-15
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(MHA HA+HB HB HA HA+HB
G1 566.2 102.5 29.9 344.7 473.7 621.7 179.4 213.2
G2 606.7 35.1 50.9 355.5 555.4 650.9 254.9 245.1
G3 609.0 70.9 45.3 300.1 346.5 222.1 345.5 355.1
G4 609.9 86.8 45.0 236.7 256.9 48.6 363.0 528.8
G5 609.1 64.2 46.4 173.1 220.2 23.2 347.1 343.9
G6 606.9 44.2 49.4 84.5 112.8 -3.6 254.9 252.0
G7 558.1 96.5 29.1 23.8 53.9 -32.9 182.4 205.1
TOTAL 4165.9 500.2 296.0 1518.4 2019.4 1530.0 1927.2 2143.2
Reaction for PTT-32-R5-30
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 572.3 107.5 29.8 356.8 482.6 642.7 178.9 220.9
G2 612.7 28.7 52.0 315.0 506.9 638.0 258.4 239.1
G3 615.3 74.2 44.9 270.4 297.9 209.8 347.9 358.2
G4 616.2 86.3 45.3 152.0 130.6 49.2 364.7 531.6
G5 615.1 60.9 47.0 68.5 55.0 25.8 348.7 335.3
G6 612.8 47.8 48.7 13.3 11.9 -13.0 251.4 256.7
G7 555.4 94.6 28.1 -6.9 -4.2 -22.4 177.1 201.3
TOTAL 4199.8 500.0 295.8 1169.1 1480.7 1530.1 1927.1 2143.1
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8/8/2019 r.c Bridge Design for Natai
71/75
48663720.xls 71 PTT32
X))
HB
32.9
63.6
344.6
648.0
344.6
63.6
32.9
1530.2
X))HB
27.2
66.6
357.2
650.3
332.0
59.7
37.1
1530.1
X))
HB
19.4
69.1
370.0
658.5
319.4
54.2
39.3
1529.9
-
8/8/2019 r.c Bridge Design for Natai
72/75
48663720.xls 72 PTT35
Reaction for PTT-35-R5-0
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 658.6 98.6 35.6 368.9 496.0 607.6 203.1 222.2
G2 707.5 53.0 52.9 374.8 567.5 655.3 264.8 263.9
G3 709.2 76.3 49.0 298.7 357.5 240.1 351.8 361.2
G4 709.9 91.1 48.7 239.2 263.1 73.7 366.4 533.7
G5 709.2 76.3 49.0 178.8 224.6 31.9 353.2 361.2
G6 707.5 53.0 52.9 117.7 141.8 8.3 268.0 263.9
G7 658.6 98.6 35.6 19.1 62.3 -63.8 208.3 222.2
TOTAL 4860.5 546.9 323.7 1597.2 2112.8 1553.1 2015.6 2228.3
Reaction for PTT-35-R5-15
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(MHA HA+HB HB HA HA+HB
G1 663.9 101.1 36.1 385.2 508.5 628.7 205.6 225.5
G2 709.5 50.4 53.3 359.2 556.7 635.5 266.1 262.1
G3 712.1 78.0 48.8 301.2 355.8 238.2 352.7 364.3
G4 712.4 91.0 48.7 236.3 261.8 72.1 366.7 534.5
G5 711.4 74.7 49.2 181.2 225.6 35.1 352.9 357.9
G6 710.3 55.1 52.6 98.9 128.0 -5.8 267.2 265.4
G7 655.4 96.7 34.9 29.1 66.5 -50.7 204.4 218.5
TOTAL 4875.0 547.0 323.6 1591.1 2102.9 1553.1 2015.6 2228.2
Reaction for PTT-35-R5-30
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 671.9 104.7 36.3 400.7 521.3 650.4 207.0 229.5
G2 717.2 47.0 53.8 339.4 533.4 618.4 267.9 259.5
G3 721.0 79.5 48.8 293.2 334.1 233.7 354.6 367.2
G4 721.1 90.5 49.0 184.7 177.3 69.1 368.0 536.8
G5 719.7 72.9 49.5 111.9 107.4 36.0 353.5 354.5
G6 718.7 57.2 52.3 58.2 72.3 -17.1 265.8 267.1
G7 653.8 95.2 33.9 25.4 45.7 -37.4 198.8 213.7
TOTAL 4923.4 547.0 323.6 1413.5 1791.5 1553.1 2015.6 2228.3
-
8/8/2019 r.c Bridge Design for Natai
73/75
-
8/8/2019 r.c Bridge Design for Natai
74/75
48663720.xls 74 PTT45
Reaction for PTT-45-R5-0
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 960.5 125.3 46.5 413.5 536.6 624.3 230.2 241.4
G2 1020.8 69.0 67.7 406.6 622.9 699.0 293.1 282.8
G3 1022.7 98.4 62.8 330.6 393.7 241.5 383.6 395.8
G4 1023.1 117.7 62.1 263.0 288.9 63.6 398.3 590.0
G5 1022.7 98.4 62.8 195.6 249.3 28.4 383.6 395.8
G6 1020.8 69.0 67.7 134.7 164.9 9.8 293.1 282.8
G7 960.5 125.3 46.5 22.2 84.7 -58.6 230.2 241.4
TOTAL 7031.1 703.1 416.1 1766.2 2341.0 1608.0 2212.1 2430.0
Reaction for PTT-45-R5-15
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(MHA HA+HB HB HA HA+HB
G1 966.9 128.0 47.1 434.8 551.4 644.0 235.9 248.9
G2 1023.0 65.9 68.1 385.4 590.0 680.9 296.6 285.5
G3 1026.2 100.8 62.5 334.6 370.9 237.7 385.2 401.1
G4 1026.2 117.6 62.1 258.8 237.5 63.7 398.3 590.8
G5 1025.5 96.2 63.0 198.5 181.4 32.3 383.0 390.9
G6 1024.5 71.6 67.4 111.0 105.0 -5.2 292.2 284.6
G7 956.8 123.1 45.7 37.1 47.4 -45.5 226.8 238.1
TOTAL 7049.1 703.2 415.9 1760.2 2083.6 1607.9 2218.0 2439.9
Reaction for PTT-45-R5-30
D SD1 SD2 Live Load (G edge(MAX)) Live Load G mid(M
HA HA+HB HB HA HA+HB
G1 977.3 131.8 47.7 453.7 565.8 663.2 238.9 253.3
G2 1032.5 62.0 68.6 365.7 577.5 666.1 297.4 282.6
G3 1037.4 103.2 62.3 337.0 368.0 231.3 386.6 404.2
G4 1037.0 117.3 62.3 255.5 235.7 63.2 398.9 593.4
G5 1035.7 94.0 63.3 201.3 183.2 34.6 383.2 385.4
G6 1035.5 73.9 67.1 87.6 88.2 -17.6 290.9 287.0
G7 955.8 121.0 44.7 47.3 53.2 -32.9 222.1 233.9
TOTAL 7111.2 703.2 416.0 1748.1 2071.6 1607.9 2218.0 2439.8
-
8/8/2019 r.c Bridge Design for Natai
75/75
X))
HB
53.0
72.0
348.4
661.2
348.4
72.0
53.0
1608.0
X))HB
49.9
72.7
356.5
662.9
340.7
71.0
54.4
1608.1
X))
HB
44.3
74.0
364.8
668.7
333.7
68.8
53.7
1608.0