East Kalimantan is a mountainous area, therefore the construction of roads is also on
average in the top of the mountain, because the function of the road is very important for the
needs of the community and is a liaison between provinces where many roads are not feasible
due to landslides on the side of the road and it is a way axis. the authors make this final task by
making a landslide handling research in the form of retaining wall in km.38 semoi / sepaku and
used two types of retaining wall of the cantilever wall and counterfort and addition of pile.
From the above problems and objectives, problem limitation is required by calculating the
stability and control of the retaining wall with the coulomb and rankine methods, calculating
the carrying capacity control with the converse labbare method, and not calculating the cost
budget plan.
In this final project the authors also make intent and objective is to evaluate the
stability of the soil before and after the occurrence of avalanches on the road km.38 semoi /
sepaku and then do the recalculation with the stability of shifting and rolling so that it can be a
security factor on the calculation and the purpose of preparation of the final task is to be able to
plan the dimensions of the retaining wall that is safe and economical on cantilever type wall
and counterfort wall. Data retrieval method used in this thesis research with primary method
that is sondir, boring, as well as measurement of topography and secondary method in the form
of literature study, work drawing. After the material in need fulfilled then done the analysis of
the calculation by making the retaining wall design and in this final task the authors compare
two types of cantilever and counterfort with rankine and coulomb method and on the carrying
capacity by converse labbare method.
rom result of analysis got stability factor to bolsters on cantilever wall with coulomb
method equal to 2,61 ≥ 2, rankine method 2,4 ≥ 2, and got factor of shear stability with coulomb
method equal to 0,356> 2, rankine method 0,324> 2 and stability of collapse on the coulomb
method of 1.935> 3 and rankine 2.302> 3. On the wall counterfort can be stability value
bolsters with coulomb method of 2.3 ≥ 2, rankine method 2.1 ≥ 2, and the shear stability factor
obtained by the method of coulomb of 0.381> 2, Rankine method 0.347> 2 and the stability of
collapse on the coulomb method of 1.34> 3 and rankine 1.24> 3. Also obtained security control
of the bearing capacity of piles on the cantilever wall of individuals of 2.73> 3.6 and piles
groups of 5.451> 3.6 while on individual counterfort walls of 2.52> 3.6 and group piles of
7.57> 3.6.
The conclusion of the final project that the authors make is of cantilever type
cantilevered wall with coulomb method obtained safe stability of bolsters style, unsafe shear
force stability, and collapse also in unsafe condition, with rankine method obtained value on the
stability of bolsters safe, stylish stability insecure shear and collapse in can be insecure value.
While on counterfortfort retaining wall type with coulomb method obtained safe stability of
guling style, unsafe shear stress stability and collapse also obtained unsafe condition, and on
rankine stability method of bolsters in can safe value, unsafe stability of shear force, and
stability of collapse not secure. Therefore in need of pile bearing capacity as a vertical load
container that works.


comparison of cantilever type wall and counterfort, Capacity of pile support.

Full Text:



Hardiyatmo, H.C. (2006), Teknik Fondasi I – Edisi 3, UGM.

Ir. Suyono Sosrodarsono (2005), Mekanika Tanah dan Teknik Pondasi Cetakan kedelapan.

Hardiyatmo, H.C. (2015), Converse Labarre, Equation for Pile Group Efficiency,

Analisis dan Perancangan Fondasi II – Edisi III, LPPM-UGM


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