2472
Proceedings of the 18
th
International Conference on Soil Mechanics and Geotechnical Engineering, Paris 2013
Figure 5. Axis forces in geogrid 80/30 (first layer of geogrids)
6 GEOTECHNICAL ANALYSES
In order to adopt the measures for improvement of the subsoil,
detailed analyses were conducted. These analyses involve flow
net analyses, analyses of soil-structure interaction due to
geostatic and dynamic load as well as analyses of the
liquefaction potential of the subsoil. The ground model was
developed according to the adopted soil properties shown in the
Table 1,and also the exact geometry of the structure was applied
to the model. Most of the analyses were carried out in Plaxis 2D
software suitusingfinite element method.
7 CONCLUSION
In the last 2,5 years this is the second bigger project of soil
improvement using geosyntetics in the Ohrid area. The first,
very similar, case was soil improvement under the new Hotel
Park 2,5 years ago. The two buildings are approximately 2.0 km
apart. On a basis of a obtain datafrom monitoring of the
buildings settlements it can be concluded that the total
settlements of bothbuildings are below the initially estimated
settlements.
For example, for monitoring of the settlements of the Hotel
Park 8 survey points were positioned. Those points initially
were measured after placing them (during the fundaments
constructing), later in the time of constructing the structure and
after finishing of the whole construction. The first initial
measurement of the elevation of the fixed points was
undertaken on 11.07.2011, and the last one on 23.03.2012.
In both cases cost-benefit analyses conducted during the
designing process showed that soil improvement using
geosyntetics is most economical method in such geotechnical
conditions. Regardless the economic aspect this method has a
major advantage which is a very short period of installation.
8 REFFERENCES
Brinkgreve. R. & Vermeer P. 1998. Plaxis Finite Element Code for Soil
and Rock Analyses.
Geing-KuK. 2011. Geomechanical report for construction of residential
building in Ohrid. Skopje
Geing Kuk.
Geing-KuK. 2011.Project on improvement of the foundation soil under
the residential building in Ohrid. Skopje
Geing Kuk.
Robert M.Koerner.1997. Designing with Geosynthetics.
Fourth edition.
Prentence-Hall, Inc.
Figure 6. Plaxis model of the Adora building
The Plaxis model was subjected to several load cases which
involves geostatic, hydrostatic and dynamic load. The analyses
are conducted with and without applied geosyntetics under the
construction. Comparing the results of analyses of both models
it was obvious that improvement of the subsoil using
geosyntetics is fully justified.
The maximum total settlements of the subsoil after the
construction of the hotel are estimated at 30 cm. The estimated
differential settlements during the seismic analyses were 0.1 cm.
The maximum axial forces developed in the geogrids for
geostatics load case are 13,86 kN/m in the middle geogrid and
10,14 kN/m in the lowest geogrids. When the model is
subjected to dynamic loads (seismic activity) the axial force in
the middle geogrid 35,17 kN/m and in the lowest geogrid the
axial force is 19,12 kN/m.
Additional analyses were carried out in order to estimate a
liquefaction potential of the subsoil. These analyses were
necessary due to the presence of saturated, uniform sand in the
subsoil which has a relative density in the range of Dr=15-40%.
The results showed that the subsoil has a liquefaction potential.
Figure 7. Shear stresses distribution
Geing-Ku
the res
Robert M.
Prente
Figure 6. Plaxis mod l of the Adora building
The Plaxis model was subjected to several load cases which
involves geostatic, hydrostatic and dynamic load. The analyses
are conducted with and without applied geosyntetics under the
construction. Comparing the results of analyses of both models
it was obvious that improvement of the subsoil using
geosyntetics is fully justified.
The maximum total settlements of the subsoil after the
construction of the hotel are estimated at 30 cm. The estimated
differential settlements during the seismic analyses were 0.1 cm.
The maximum axial forces developed in the geogrids for
geostatics load case are 13,86 kN/m in the middle geogrid and
10,14 kN/m in the lowest geogrids. When the model is
subjected to dynamic loads (seismic activity) the axial force in
the middle geogrid 35,17 kN/m and in the lowest geogrid the
axial force is 19,12 kN/m.
Additional analyses were carried out in order to estimate a
liquefaction potential of the subsoil. These analyses were
necessary due to the presence of saturated, uniform sand in the
subsoil which has a relative density in the range of Dr=15-40%.
The results showed that the subsoil has a liquefaction potential.
Figure 7. Shear stresses distribution
Figure 5. Axis forces in geogrid 80/30 (first layer of geogrids)
6 GEOTECHNICAL ANALYSES
In order to adopt the measures for improvement of the subsoil,
detailed analyses were conducted. These analyses involve flow
net analyses, a l s s of s il-structure interaction due to
geostatic and dynamic load as well as analys s of the
liquefaction potential of the subsoil. The ground model was
developed ac ording to the adop ed soil properti s sh wn in the
Table 1,and also the exact ge m try f the tructure was applied
to the model. Most of the analyses wer carried out in Plaxis 2D
software suitusingfinite element method.
7 CONCLUSION
In the last 2,5 years this is the second bigger project of soil
improvemen using geosyntetics in
Ohrid area. The first,
very s ilar, cas wa soil improvement under t e new Hotel
Park 2,5 ears ago. The t o buildings are approximately 2.0 km
apart. On a basis of a obtain datafrom monito ing of the
buildings settlements it can be concluded that the total
settlements of bothbuildi gs are below the initially estima ed
settlem nts.
For xa ple, for monitoring of the settlements of the Hotel
Park 8 survey points were positio ed. T o points initially
were measured after placing them (during the fundaments
constructing), later in the time of cons ructing the structure and
after fini hing of the whole construction. The first initial
measurement of the elevation of the fixed points was
undertaken on 11.07.2011, and the last one on 23.03.2012.
In both cas s cost-benefit analyses conducted during the
designing pr cess showed that soil improvement using
geosyntet cs is most economical me od in such ge technical
conditions. R gardless the e o omi aspec this method has a
major advantage which is a very short period of installation.
8 REFFERENCES
Brinkgreve. R. & Vermeer P. 1998. Plaxis Finite Element Code for Soil
and Rock Analyses.
Geing-KuK. 2011. Geomechanical report for construction of residential
buildi in Ohrid. Skopje
Geing Kuk.
Geing-KuK. 2011.Project on improveme t of the foundation soil under
the r sidential building in Ohrid. Skopje
Gei g Kuk.
Robert M.Koern r.1997. Designing wit Geosynthetics.
Fo rth edition.
Prentence-Hall, Inc.
Figure 6. Plaxis model of the Adora building
The Plaxis model was subjected to several load cases which
involves geostatic, hydrostatic and dynamic load. The nalys s
are conducted with and without pplied geosyntetics under the
construction. Comparing the results of na yses of both models
it was obvious that improvement of the sub oil using
geosyn etics is fully j tified.
The maximum tota settlem nts of the subsoil after the
construction of the hotel are estimat d at 30 cm. The estimated
differential settlements during the s i mic analyses were 0.1 cm.
The maximum axia force developed in the geogrids for
geostatics load case are 13,86 kN/m in the middle geogrid and
10,14 kN/m in the lowest geogrids. When the model is
subjected to dyna ic loads (seismic activity) the axial force in
the middle g ogrid 35,17 kN/m and in the lowest geogrid the
axial force is 19,12 kN/m.
Addit onal analyses were carried out in order to estimate a
liquefaction potential of the subsoil. These analyses were
necessary due t the pr sence saturated, uniform sand in the
subsoil which has a rela ive d nsity in the rang of Dr=15-40%.
The re lt showed t t the subsoil has a liquefaction potential.
Figure 7. Shear stresses distribution
Figure 5. Axis forces in geogrid 80/30 (first layer of geogrids)
6 GEOTECHNICAL ANALYSES
In order to adopt the measures for improvement of the subsoil,
detailed analyses were conducted. These analyses involve flow
net analyses, analyses of soil-structure interaction due to
g ostatic and dynamic load as well as analyses of the
liquefaction potential
the subsoil. The ground model was
developed according to the adopted soil properties sho n in the
Table 1,and also the exact geometry of the structure was applied
to the model. Most of the analyses were carried out in Plaxis 2D
software suitusingfinite element method.
7 CONCLUSION
In the last 2,5 years this is the second bigger project of soil
improvement using geosyntetics in the Ohrid area. The first,
very similar, case was soil improvement under the new Hotel
Park 2,5 years ago. The two buildings are approximately 2.0 km
apart. On a basis of a obtain datafrom monitoring of the
buildings settlements it can be concluded that the total
settlements of bothbuildings are below the initially estimated
settlements.
For example, for monitoring of the settlements of the Hotel
Park 8 survey points were positioned. Those points initially
were measured after placing them (during the fundaments
constructing), later in the time of constructing the structure and
after finishing of the whole construction. The first initial
measurement of the elevation of the fixed points was
undertaken on 11.07.2011, and the last one on 23.03.2012.
In both cases cost-benefit analyses conducted during the
designing process showed that soil improvement using
geosyntetics is most economical method in such geotechnical
conditions. Regardless the economic aspect this method has a
major advantage which is a very short period of installation.
8 REFFERENCES
Brinkgreve. R. & Vermeer P. 1998. Plaxis Finite Element Code for Soil
and Rock Analyses.
Geing-KuK. 2011. Geomechanical report for construction of residential
building in Ohrid. Skopje
Geing Kuk.
Geing-KuK. 2011.Project on improvement of the foundation soil under
the residential building in Ohrid. Skopje
Geing Kuk.
Robert M.Koerner.1997. Designing with Geosynthetics.
Fourth edition.
Prentence-Hall, Inc.
Figure 6. Plaxis model of the Adora building
The Plaxis mod l was su jected to several load cases which
involves geostatic, hydrostatic and dynamic load. The analyses
are conducted with and without applied geosyntetics under the
construction. Comparing the results of analyses of both models
Figure 5. Axis forces in geogrid 80/30 (first layer of geogrids)
6 GEOTECHNICAL ANALYSES
In order to adopt the m sure for imp ovement of the ubsoil,
detailed analyses were co ducted. Thes an lys s involve flow
net analyse , analyses of soil-structure interaction due to
geostatic and dynamic load as well as analyses of the
liquefaction potential of the subsoil. The ground model was
developed according to the adopted soil properties shown in the
Table 1,and also the exact geometry of the structure was applied
to the model. Most of the analyses were carried out in Plaxis 2D
software suitusingfinite element method.
7 CONCLUSION
In he las 2,5 years this is the second bigger project of soil
improv using ge sy tetics in the Ohrid area. The first,
very similar, case was soil improvement und r the ew Hotel
Park 2,5 y ars ago. The two buildings are approximately 2.0 km
apart. On basis o a obtai datafrom monitoring of th
buildings settlements it can be
cluded that the total
settlem ts f bothbuildings are below the initially estimated
se tlements.
F r ex mple, for mon tori g of the ettleme ts of the Hotel
Park 8 survey points were positi ned. Th se points init ally
wer mea ured after placing them (during th fundament
constructin ), later in th time of constructing the structur a d
after fi shing of the whole constructi n. The first initial
measurement of the elev tion of he fixed points was
undertaken on 11.07.2011, and the last one on 23.03.2012.
In both cases cost-benefit analyses conducted during the
designing process showed that s il improvement using
geosyntetics is most economical method in such geotechnical
conditions. Regardless the economic aspect this method has a
major advantage which is a very short period of installation.
8 REFFERENCES
Brinkgreve. R. & Vermeer P. 1998. Plaxis Finite Element Code for Soil
and Rock Analyses.
Geing-KuK. 2011. Geomechanical report for construction of residential
building in Ohrid. Skopje
Geing Kuk.
Geing-KuK. 2011.Project on improvement of the foundation soil under
the residential building in Ohrid. Skopje
Geing Kuk.
Robert M.Koerner.1997. Designing with Geosynthetics.
Fourth edition.
Prentence-Hall, Inc.
Figure 6. Plaxis model of the Adora building
The Plaxis mod l was subjec to everal load cases which
involves geostatic, ydrostatic and dynamic load. The analyses
are cond c ed wi h and without a pli d geosynt tic und r the
construction. Co p ring the r sults of analyses of both mo els
it wa obvi us that improvement of the subsoil using
g osyn etics is fully justified.
Th maximum total settlem nts of the ubs il after th
construct on of the hotel are estimated at 30 cm. The estimated
differential settlements during the seismic analyses were 0.1 cm.
The maximum xi forces developed in the g ogrids for
geostatics load case are 13,86 kN/m in the middle geogrid and
10,14 kN/m in the lowest geogrids. When the model is
subjected to dynamic loads (seismic activity) the axial force in
the middle geogrid 35,17 kN/m and in the lowest geogrid the
axial force is 19,12 kN/m.
Additional analyses were carried out in order to estimate a
liquefaction potential of the subsoil. These analyses were
necessary due to the presence of saturated, uniform sand in the
subsoil which has a relative density in the range of Dr=15-40%.
The results showed that the subsoil has a liquefaction potential.
