1. The document describes a sand deposit that is 8 meters thick located 3 meters below the ground surface. The effective pressures are calculated at depths of 1 meter, 3 meters, and 8 meters below the ground surface. A diagram of total pressure, neutral pressure, and effective pressure with depth is presented.
2. The soil profile consists of layers of sand, silt, peat, and clay. The unit weights of each layer are calculated using properties such as specific gravity, void ratio, saturation, and water content.
3. Effective stresses are calculated at various depths within the soil profile. A diagram of total stress, neutral stress, and effective stress with depth through the soil profile is shown.
Analysis and design of embedded pipes: pipelines, vertical hollow piles.Soil-structure reactions for applied displacements of horizontally embedded systems at serviceability and ultimate limit states.
The design of a Buried Steel Pipeline with straight pressure under a road, within a ditch trench. Checking the ULS & SLS conditions both in the plane of the pipeline section & in the vertical plane along pipeline axis.
Background/Objectives: The Effect of Bottom Ash over the Soil is carried out by conducting Suitable Soil Experiments.
Methods/Statistical Analysis:
Experiments such as Standard Proctor Test (SPT), Unconfined Compressive strength (UCS) and California Bearing Ratio (CBR) repeatedly over the soil for different percentages of bottom as such as 8%, 12% and 16% by weights and the results are analyzed with respective to the results obtained for the natural soil. The experiments are conducted as per Indian standards of light compaction.
Findings: The results show the increasing values of maximum dry density and the UCS values for treated sample and there is a decrease of CBR value with the addition of bottom ash. The maximum dry densities obtained for natural soil, treated soil sample with 8%, 12% and 16% of bottom ash are 17KN/m3, 21 KN/m3, 22 KN/m3 and 20 KN/m3 respectively and thus a maximum of 22 KN/m3 for 12% addition of bottom ash.
Improvements/Applications: Thus, the Optimum Moisture Content of 16% for natural soil and 11.5%, 11% and 13% for the 8%, 12% and 16% of treated soil. Similarly, the UCS values for the Natural soil, treated soil for 8%, 12% and 16% as 270 KN/m2, 265 KN/m2, 350 KN/m2 and 230 KN/m2, thus having maximum for 12% of treated soil. But the CBR values are shown poor results as 3.66% for natural soil and 2.18%, 2.35% and 1.98% for respective percentages of treated soil for 8%, 12% and 16% of bottom ash.
Soil nailing, Cohesion less soil, experimental studies, horizontal vs inclined nails, illustrated example, equations - soil nailing, model test study, scale model experiments- soil nailing
Analysis and design of embedded pipes: pipelines, vertical hollow piles.Soil-structure reactions for applied displacements of horizontally embedded systems at serviceability and ultimate limit states.
The design of a Buried Steel Pipeline with straight pressure under a road, within a ditch trench. Checking the ULS & SLS conditions both in the plane of the pipeline section & in the vertical plane along pipeline axis.
Background/Objectives: The Effect of Bottom Ash over the Soil is carried out by conducting Suitable Soil Experiments.
Methods/Statistical Analysis:
Experiments such as Standard Proctor Test (SPT), Unconfined Compressive strength (UCS) and California Bearing Ratio (CBR) repeatedly over the soil for different percentages of bottom as such as 8%, 12% and 16% by weights and the results are analyzed with respective to the results obtained for the natural soil. The experiments are conducted as per Indian standards of light compaction.
Findings: The results show the increasing values of maximum dry density and the UCS values for treated sample and there is a decrease of CBR value with the addition of bottom ash. The maximum dry densities obtained for natural soil, treated soil sample with 8%, 12% and 16% of bottom ash are 17KN/m3, 21 KN/m3, 22 KN/m3 and 20 KN/m3 respectively and thus a maximum of 22 KN/m3 for 12% addition of bottom ash.
Improvements/Applications: Thus, the Optimum Moisture Content of 16% for natural soil and 11.5%, 11% and 13% for the 8%, 12% and 16% of treated soil. Similarly, the UCS values for the Natural soil, treated soil for 8%, 12% and 16% as 270 KN/m2, 265 KN/m2, 350 KN/m2 and 230 KN/m2, thus having maximum for 12% of treated soil. But the CBR values are shown poor results as 3.66% for natural soil and 2.18%, 2.35% and 1.98% for respective percentages of treated soil for 8%, 12% and 16% of bottom ash.
Soil nailing, Cohesion less soil, experimental studies, horizontal vs inclined nails, illustrated example, equations - soil nailing, model test study, scale model experiments- soil nailing
1. CIVIL ENGINEERING MEKANIKA TANAH I
BUNG HATTA UNIVERSITY Page 1
ZUL ANWAR 1310015211092
TUGAS V MEKANIKA TANAH I
1. Permukaan air dalamendapanpasirsetebal 8 m terletakpadakedalaman 3
dibawahpermukaantanah. Diataspermukaan air pasirdalamkeadaanjenuhdengan air kapiler.
Beratisipasir = 2,00 gram/cm3
. Hitungtekananefektifpadakedalaman: 1 m, 3 m, 8 m
dibawahpermukaantanah. Kemudiangambarkan diagram tekanan total, tekanannetral,
tekananefektifsampaikedalaman 8 m tersebut.
Diketahui :
Ditanya :
Tekanan total, tekanannetral, tekananevektif
Jawab :
2 gram/cm3
= 2T/m3
๐พ๐ ๐๐ก = ๐พ ๐ + ๐พ ๐ค
๐พ๐ ๐๐ก = 2 + 1
๐พ๐ ๐๐ก = 3 ๐/๐2
Pasir
๐พ๐ ๐๐ก = 3 ๐/๐2
Pasir
๐พ๐ ๐๐ก = 3 ๐/๐2
Pasir ๐พ๐ ๐๐ก = 3 ๐/๐2
A
B
C
D
Zona air
capiler
2 m
1 m
5 m
2. CIVIL ENGINEERING MEKANIKA TANAH I
BUNG HATTA UNIVERSITY Page 2
ZUL ANWAR 1310015211092
PadakedalamanA
๐ = 0
U = - (2 .๐พ ๐ค)
U = - (2 . 1)
U = - 2
๐โฒ
= ๐ โ ๐ข
๐โฒ
= 0 + 2
๐โฒ
= 2 ๐/๐2
PadakedalamanB
๐ = 2 . ๐พ๐ ๐๐ก
๐ = 2 . 3
๐ = 6 ๐/m2
U = - (1 .๐พ ๐ค)
U = - (1 .1)
U = -1
๐โฒ
= ๐ โ ๐ข
๐โฒ
= 6 โ (โ1)
๐โฒ
= 7 ๐/m2
6. CIVIL ENGINEERING MEKANIKA TANAH I
BUNG HATTA UNIVERSITY Page 6
ZUL ANWAR 1310015211092
Menentukanteganganefektif
Padakedalaman A
๐ = 0
U = 0
๐โฒ
= ๐ โ ๐ข
๐โฒ
= 0 โ 0
๐โฒ
= 0 ๐พ๐/๐2
PadaKedalaman B
๐ = 3 ๐ฅ ๐พ๐ ๐๐ก
๐ = 3 ๐ฅ 16,746
๐ = 50,24 ๐พ๐/๐2
U = 3 x ๐พ ๐ค
U = 3 x 9,81
U = 29,43 KN/M2
๐โฒ
= ๐ โ ๐ข
๐โฒ
= 50,24 โ 29,43
๐โฒ
= 20,81๐พ๐/๐2
7. CIVIL ENGINEERING MEKANIKA TANAH I
BUNG HATTA UNIVERSITY Page 7
ZUL ANWAR 1310015211092
Padakedalaman C
๐ = 1 ๐ฅ ฮณ
๐ = 1 ๐ฅ 16,43
๐ = 16,43 ๐พ๐/๐2
U = 1 x ๐พ ๐ค
U = 1 x 0
U = 0 KN/M2
๐โฒ
= ๐ โ ๐ข
๐โฒ
= 16,43 โ 0
๐โฒ
= 16,43 ๐พ๐/๐2
Padakedalaman D
๐ = 2 ๐ฅ ๐พ๐ ๐๐ก
๐ = 2 ๐ฅ 20,11
๐ = 40,22 ๐พ๐/๐2
U = 2 x ๐พ ๐ค
U = 2 x 9,81
U = 19,62 KN/M2
๐โฒ
= ๐ โ ๐ข
๐โฒ
= 40,22 โ 19,62
๐โฒ
= 20,6 ๐พ๐/๐2
8. CIVIL ENGINEERING MEKANIKA TANAH I
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ZUL ANWAR 1310015211092
PadaKedalaman E
๐ = 4 ๐ฅ ๐พ๐ ๐๐ก
๐ = 4 ๐ฅ 15,51
๐ = 62,04 ๐พ๐/๐2
U = 4 x ๐พ ๐ค
U = 4 x 9,81
U = 39,24 KN/M2
๐โฒ
= ๐ โ ๐ข
๐โฒ
= 62,04 โ 39,24
๐โฒ
= 22,8 ๐พ๐/๐2
Padakedalaman Eโ
๐ = 2 ๐ฅ ๐พ๐ ๐๐ก
๐ = 2 ๐ฅ 26,49
๐ = 52,98 ๐พ๐/๐2
U = 2 x ๐พ ๐ค
U = 2 x 9,81
U = 19,62 KN/M2
๐โฒ
= ๐ โ ๐ข
๐โฒ
= 52,98 โ 19,62
๐โฒ
= 33,36 ๐พ๐/๐2
9. CIVIL ENGINEERING MEKANIKA TANAH I
BUNG HATTA UNIVERSITY Page 9
ZUL ANWAR 1310015211092
Gambar
4 m
1 m
2 m
40,22KN/m2
2 m
A
B
C
D
E
Eโ
50,24 KN/m2
16,43 KN/m2
62,04 KN/m2
3 m
52,98 KN/m2
52,98
Tegangan total ฯ
0
29,43 KN/m2
19,62 KN/m2
0
39,24 KN/m2
19,62 KN/m2
0 0
20,81 KN/m2
16,43 KN/m2
20,6 KN/m2
22,28 KN/m2
33,36 KN/m2
Tegangannetral U Teganganefektifฯโ
12 m