Perhitungan dalam perencanaan abutment jembatan membutuhkan kontrol terhadap guling, geser, dan gelincir.Full description
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CONTOH CARA MENGHITUNG ABUTMENTDeskripsi lengkap
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design calculation of abutment
Deskripsi lengkap
Office of Director Dam I.D.R.,Jaipur
66020422.xls
DESIGN OF ABUTMENT Name of project :
Ex 5.15, Varsney vol II
DESIGN DATA :
Units
1
Foun Founda dattion ion level evel
291.75
M
2
Juncti Junction on level level of the the abutm abutment ent with with concre concrete te
294.70
M
3
Seating Le Level
305.50
M
4
Road Roadwa way y lev level el and and top top of of abut abutme ment nt
307.50
M
5
D/S Sl Slope Lev Leve el
306.00
M
6
Pond le level
303.00
M
7
U/S Sl Slope (H (H/V)
1/12
8
D/S Sl Slope (H (H/V)
0.63
9
Widt Width h at Seat Seatiing
1.25
M
1.00
M
1.70 0.50
M M
12 Brak Brakin ing g forc force e
2.00
t
13 Surc Surchar harge ge Int Inten ensi sity ty
0.584
Ton/Sq m
14 Vertical Vertical reaction reaction of of bridge,gate bridge,gates,oper s,operating ating platfo platform rm etc. etc.
15.00
t/m
15 Angle of internal friction ( φ )
30.00
Degree
16 Unit Unit wei weigh ghtt of Mas Masonr onry y
1.90
Ton/Cu m
17 Unit Unit wei weigh ghtt of dry dry ear earth th
1.60
Ton/Cu m
18 Unit Unit weig weight ht of wet earth earth
1.75
Ton/Cu m
19 Unit Unit weigh weightt of satu saturat rated ed earth earth
2.00
Ton/Cu m
20 Unit Unit weight weight of found foundati ation on concre concrete te
2.25
Ton/Cu m
21 Bearin Bearing g Capac Capacity ity of soil soil
30.00
Ton/Sq m
22 Coeff of fricti friction on between between concrete concrete and masonry masonry
0.65
23 Max. allowable allowable compres compressive sive stress stress in masonry masonry
100.00
Ton/Sq m
10.00
Ton/Sq m
10 Top widt width h of abutm abutmen entt 11 Foundation concrete offsets
U/S D/S
24 Max. allowable allowable tensile tensile stress stress in masonry masonry Program by- Sunil K Goyal
1
Office of Director Dam I.D.R.,Jaipur
Program by- Sunil K Goyal
2
66020422.xls
Office of Director Dam I.D.R.,Jaipur
66020422.xls
ABUTMENT SECTION AT JUNCTION LEVEL
L.L. SURCHARGE @
R.L.
t/m2
10
1 1.00
307.50
0.584
L.L. SURCHARGE
6
5 R.L. 305.50
15 t
R.L.
306.00
2 t 8
7
17
R.L.
12
303.00
9
1
2
1 1
2
3
16
4
13
14
15
R.L. 294.70 0.90
1.25
1.00
7.10
EARTH PRESSURE DIAGRAM 10.25
11
UPLIFT PRESSURE DIAGRAM
Program by- Sunil K Goyal
3
8.3
Office of Director Dam I.D.R.,Jaipur
(i)
66020422.xls
Checking the stability of abutment section at the junction level i.e.at R.L. HORIZONTAL AND VERTICAL FORCES
S.No. Item (A)
Description
Forces (t) Lever arm Vertical Horizontal (m)
294.70
Moments in t-m VM HM
Vertical forces
1 1 2 3 4
Self weight of Abutment 1/2 X 10.80 X 0.90 X 10.80 X 1.25 X 12.80 X 1.00 X 1/2 X 11.30 X 7.10 X
1.90 1.90 1.90 1.90
9.234 25.650 24.320 76.216
0.600 1.525 2.650 5.517
5.540 39.116 64.448 420.454
5
Load due to bridge,gates etc. 1.00 X
15.00
15.000
1.525
22.875
6 7 8 9
Vertical weight due to earth retained on backfill 7.10 X 1.50 X 1.75 18.637 5.21 X 3.00 X 1.75 27.378 1/2 X 1.88 X 3.00 X 1.75 4.948 1/2 X 5.21 X 8.30 X 2.00 43.284
6.700 7.642 4.407 8.511
124.866 209.233 21.803 368.408
10
Vertical load due to surcharge 7.10 X
0.584
4.146
6.700
27.780
11
Uplift Pressure 1/2 X 8.30 X 10.250 X
1.00
-42.537
6.833
-290.661
2
3
4
5
(B)
Horizontal forces
1 12 13
Wet earth pressure 1/2 X 0.33 X 0.33 X 1.75 X
1.75 X 4.50 X
20.25 8.30
5.906 21.788
9.800 4.150
57.881 90.418
14 15
Saturated earth pressure 1/2 X 0.33 X 1.00 X 1/2 X 1.00 X 1.00 X
68.89 68.89
11.482 34.445
2.767 2.767
31.766 95.298
12.80
7.475
6.400
47.841
2.000
10.80
21.600 Σ HM =
2
3
Live load surcharge 16
4
0.584 X Braking force
17 Total =
Program by- Sunil K Goyal
ΣV= ΣH= 206.276 83.096
4
Σ VM =
1013.863
344.804
Office of Director Dam I.D.R.,Jaipur
Σ VM
Net stabilizing moments = ΣM= ΣM= b
=
10.25 ,
X
=
e
= =
1013.863 669.058
66020422.xls
-
ΣM 669.058 -------- = ----------- = ΣV 206.28
Σ HM
344.804
3.244
b/2 - X 1.881
Vertical stresses at Heel
= ΣV/b(1-6e/b) =
-2.039
t/m2
<
Vertical stresses at Toe
= ΣV/b(1+6e/b) =
42.289
t/m2
<
<
0.65
Hence
safe
>
1.5
Hence
safe
Sliding factor =
ΣH ΣV
=
83.096 = 206.276
0.403
Factor of safety in overturning =
Program by- Sunil K Goyal
Σ VM 1013.86 Σ HM = 344.804 =
2.94
5
10.00 safe 100.00 safe
t/m2 t/m2
Office of Director Dam I.D.R.,Jaipur
66020422.xls
ABUTMENT SECTION AT FOUNDATION LEVEL
L.L. SURCHARGE @
R.L.
13
0 1.00
307.50
0.584
t/m2 L.L. SURCHARGE
7
6 15.00 R.L. 305.50
R.L.
306.00 10
2.00 9
20
8 R.L.
15
303.00
11
19 12
1
2
1 1
2
3
4
16
17
18
R.L. 294.70 5
2.95
1.70
0.90
1.25
1.00
7.10
0.50
EARTH PRESSURE DIAGRAM
12.45
14 11.25
UPLIFT PRESSURE DIAGRAM
Program by- Sunil K Goyal
6
Office of Director Dam I.D.R.,Jaipur
(i)
66020422.xls
Checking the stability of abutment section at foundation level i.e.at R.L. HORIZONTAL AND VERTICAL FORCES
S.No. Item
Description
Forces (t) Vertical
(A)
Lever arm
Horizontal
(m)
291.75
Moments in t-m VM HM
Vertical forces
1
6
Self weight of Abutment 1/2 X 10.80 X 0.90 X 10.80 X 1.25 X 12.80 X 1.00 X 1/2 X 11.30 X 7.10 X Foundation concrete 12.45 X 2.95 X Load due to bridge,gates etc. 1.00 X
7 8 9 10 11 12
Vertical weight due to earth retained on backfill 7.10 X 1.50 X 1.75 18.637 5.21 X 3.00 X 1.75 27.378 1/2 X 1.88 X 3.00 X 1.75 4.948 4.50 X 0.50 X 1.75 3.938 1/2 X 5.21 X 8.30 X 2.00 43.284 8.30 X 0.50 X 2.00 8.300
13
Vertical load due to surcharge 7.60 X
0.584
4.438
8.400
37.281
14
Uplift Pressure 1/2 X 11.25 X 12.450 X
1.00
-70.030
8.300
-581.240
1 2 3 4 2 5 3
4
5
6
1.90 1.90 1.90 1.90
9.234 25.650 24.320 76.216
2.300 3.225 4.350 7.217
21.238 82.721 105.792 550.022
2.25
82.635
6.225
514.397
3.225
48.375
8.400 9.342 6.107 12.20 10.211 12.20
156.548 255.776 30.215 48.037 441.990 101.258
15.00
15.00
(B)
Horizontal forces
1 15 16
Wet earth pressure 1/2 X 0.33 X 0.33 X 1.75 X
20.25 11.25
5.906 29.531
12.750 5.625
75.305 166.113
17 18
Saturated earth pressure 1/2 X 0.33 X 1.00 X 126.56 1/2 X 1.00 X 1.00 X 126.56
