Ummah, Rif’ Atul (2016) Perencanaan Ulang Timbunan Oprit Dan Abutment Jembatan Plasma Batu Tuguplasma Tanjung Kurung, Palembang (Yang Mengalami Keruntuhan Sebelumnya Pada Saat Pelaksanaan). Undergraduate thesis, Institut Teknologi Sepuluh Nopember Surabaya.
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Abstract
Abstrak—Terhambatnya produktivitas pengangkutan kelapa
sawit dari Plasma Batu Tugu Desa Prambatan menuju Desa
Tanjung Kurung akibat adanya sungai periodik yang meluap saat
musim hujan, membuat PT. Golden Sumatera melaksanakan
pembangunan jembatan dengan oprit yang tinggi. Namun pada
pelaksanaannya terjadi kelongsoran yang menyebabkan abutment
dan jembatan runtuh. Maka dari itu perlu adanya perencanaan
ulang timbunan oprit dan abutment jembatan.
Dalam perencanaan ini tanah asli membutuhkan waktu
puluhan tahun untuk selesai konsolidasi hingga 90%. Maka dari
itu, dibutuhkan bantuan vertical drain berupa PVD untuk
mempercepat waktu konsolidasi. Berdasarkan hasil analisis,
timbunan oprit jembatan dibagi menjadi dua zona yaitu zona 1
dengan tinggi timbunan 6 meter sepanjang 24 m dengan
kemiringan 3% dan zona 2 dengan tinggi timbunan 5.3 meter
sepanjang 1 km dengan kemiringan 0%. Timbunan oprit
direncanakan menggunakan perkuatan arah melintang timbunan
dan perkuatan arah memanjang timbunan di belakang abutment.
Untuk perkuatan meilntang direncanakan dua alternatif yaitu
alternatif 1 perkuatan timbunan miring dengan geotextile dan
alternatif 2 perkuatan timbunan tegak dengan kombinasi
multiblocks, geogrid, dan cerucuk. Untuk perkuatan arah
v
memanjang jalan digunakan geotextile wall dan cerucuk. Dari dua
alternatif tersebut dipilih berdasarkan biaya material paling
murah. Pondasi jembatan direncanakan menggunakan tiang
pancang diameter 30 cm dan 40 cm. Dari masing-masing diameter
tersebut dihitung biaya material yang paling sedikit, dan kemudian
disimpulkan menjadi alternatif yang dipakai.
Dari hasil analisis didapatkan untuk alternatif 1 diperoleh
kebutuhan geotextile zona 1 dan zona 2 masing-masing sebanyak
49 lapis dan 34 lapis. Untuk perkuatan memanjang diperoleh
kebutuhan geotextile wall sebanyak 19 lapis, serta dibutuhkan
cerucuk sebanyak 4 buah/ m dengan panjang masing-masing 9 m.
Pada Alternatif 2 didapatkan kebutuhan untuk zona 1 yaitu
geogrid sebanyak 10 lapis panjang 6 m dan 36 lapis (2 sisi)
panjang 1 m , multiblocks seluas 278,4 m2, geotextile sebanyak 5
lapis, dan cerucuk sebanyak 4 buah/ m (2 sisi) dengan panjang
masing-masing 6 m. Sedangkan untuk zona 2 didapatkan
kebutuhan geogrid sebanyak 8 lapis panjang 6 m dan 30 lapis (2
sisi) panjang 1 m, multiblocks seluas 9200 m2, geotextile sebanyak
3 lapis, dan cerucuk sebanyak 4 buah/m (2 sisi) panjang masingmasing
6 m. Untuk perkuatan memanjang jalan didapatkan
geotextile wall sebanyak 17 lapis, serta dibtuhkan cerucuk
sebanyak 3 buah/m panjang masing-masing 9 m.
Dari kedua alternatif dipilih alternatif 1 yang menghasilkan
biaya material paling murah. Pondasi abutment didapatkan
diameter 40 cm jumlah 12 buah panjang 16,5 m menghasilkan
biaya paling murah.
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Abstract—Productivity of palm oil transposrtation from
Plasma Batu Tugu village to the village of Tanjung Kurung
Prambatan hampered by the periodic overflowing of the river
during the rainy season, making PT. Golden Sumatra construct
high oprit bridge. However, landslide is occurred at
implementation stage, causing the abutment and the bridge
collapse. Thus, re-planning is needed for oprit embankment and
bridge abutment.
In this plan, the native soil take decades to complete
consolidation of up to 90%. Therefore, PVD is used as a vertical
drain to accelerate consolidation. Based on the analysis, oprit
bridge embankment is divided into two zones, zone 1 implement 6
m height along 24 m embankment with 3% longitudinal slope and
zone 2 implement 5.3 m height along 1 km embankment with 0%
longitudinal slope. Oprit embankment is planned to use transverse
reinforcement and longitudinal reinforcement behind the
abutment. For transverse reinforcement is planned two
alternatives, alternative 1 implement geotextile reinforcement for
sloping embankment and alternative 2 implement combination of
multiblocks, geogrid and micropile reinforcement for vertical
embankment. For longitudinal reinforcement is used geotextile
wall and micropile. Further, alternative choice consider the least
expensive material cost. Bridge foundation pile is planned to use a
vii
diameter of 30 cm and 40 cm. Each of the diameter material costs
are calculated and then the least material cost concluded to be an
alternative that is implemented.
Based on analysis for alternatives 1 is obtained zone 1 and
zone 2 need 49 layers and 34 layers of geotextile respectively. For
longitudinal reinforcement is needed 19 layers of geotextile wall,
and is required 4 units / m with each length of 9 m of micropiles.
In alternative 2, for zone 1 is needed geogrid as many as
10 layers with length of 6 m and 36 layers (double sides) with
length of 1 m, multiblocks which cover an area of 278.4 m2, 5
layers of geotextile, and 4 units / m (double sides) with each length
of 6 m of micropiles. For the zone 2 is needed geogrid as many as
8 layers with length of 6 m and 30 layers (double sides) length of 1
m, multiblocks which cover an area of 9200 m2, 3 layers of
geotextile, and 4 units / m (double sided) with each length of 6 m
of micropiles. For road longitudinal reinforcement, is obtained 17
layers of geotextile wall and is required 3 pieces / m with each
length of 9 m of micropiles.
Based on comparison of two alternative, is chosen
alternative 1 that produces the most inexpensive material cost.
Whereas, the abutment foundation is obtained a diameter of 40 cm,
as many as 12 units, with each length of 16,5 m that produces most
inexpensive cost.
| Item Type: | Thesis (Undergraduate) |
|---|---|
| Additional Information: | RSS 624.151 363 Umm p |
| Uncontrolled Keywords: | Plasma Batu Tugu-Tanjung Kurung, timbunan oprit, PVD, geotextile, multiblocks dan geogrid, cerucuk, geotextile wall, abutment dan pondasi abutment |
| Subjects: | T Technology > TA Engineering (General). Civil engineering (General) > TA749 Soil stabilization |
| Divisions: | Faculty of Civil Engineering and Planning > Civil Engineering > 22201-(S1) Undergraduate Thesis |
| Depositing User: | EKO BUDI RAHARJO |
| Date Deposited: | 09 Dec 2019 05:41 |
| Last Modified: | 09 Dec 2019 05:41 |
| URI: | http://repository.its.ac.id/id/eprint/72299 |
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