Analysis Of Vertical Deformation Research Articles

Analysis of Vertical Deformation and Potential Formation of New Faults Cause by Earthquake Using the DInSAR Method (Case Study: 2022 Cianjur Earthquake)

In this study, we focus on the repetitive nature of earthquakes along known fault lines and their potential to create new fault segments. Our primary aim is to enhance our understanding of fault patterns and distribution, facilitating more efficient and accurate earthquake disaster mitigation efforts. Our research specifically targets the vertical deformation resulting from the 2022 Cianjur Earthquake. To achieve this, we employed a sophisticated technique involving data processing from the Sentinel 1A satellites using the Differential Interferometric Synthetic Aperture Radar (DInSAR) method. This method allowed us to derive earthquake-induced displacement values in meters with an impressive level of accuracy, down to the centimeter scale. Our analysis revealed a conspicuous fringe pattern in the interferogram phase data, which did not align with the nearby Cimandiri Fault. This discrepancy led us to suspect the emergence of a new fault or fault segment. By comparing Sentinel 1A satellite images before and after the earthquake, we observed phase differences ranging from -3.112 to 3.117 phases. These recurring phase differences clustered at coordinates 6?48'48" South Latitude and 107?06'05" East Longitude, pinpointing the epicenter of the Cianjur earthquake on November 21, 2022. Furthermore, we calculated line-of-sight (LoS) displacement values ranging from 0 to minus 102 millimeters, indicating vertical subsidence in the vicinity of the 2022 Cianjur earthquake. In conclusion, our research underscores the utility of the DInSAR method for assessing Earth's surface deformation patterns, making it a valuable tool for various earthquake-related analyses.

Vertical deformation analysis based on combined adjustment for GNSS and leveling data

A method is proposed to fuse the velocity data of the global navigation satellite system (GNSS) and leveling height via combined adjustment with constraints. First, stable GNSS–leveling points are uniformly selected, and the constraints of the geodetic height change velocity and normal height change velocity are given. Then, the GNSS vertical velocities and leveling height difference are used as observations of combined adjustment, and robust least-squares estimation are used to estimate the velocities of the unknown points. Finally, a vertical movement model is established with the GNSS vertical velocities and leveling vertical velocities obtained via combined adjustment. Data from the second-order leveling network and GNSS control points in Shandong Province are taken as test data, and eight calculation schemes are used for discussion. One of the schemes, the bifactor robust combined adjustment method based on variance component estimation with two kinds of vertical velocity constraints achieves the optimal results. The method applied in the scheme can be recommended for data fusion of GNSS and leveling, further improving the reliability of vertical crustal movement in Shandong Province.

Experimental Analysis of Vertical Deformation and Bearing Characteristics of Bridge Piles in High and Steep Slopes

More and more rigid frame bridges with high piers and large spans are built in the high and steep slope areas of deep valleys in southwest China. The slow deformation of the slope in the geological sense often causes the problems of piles, which in turn causes damage of the upper bridges. The vertical bearing characteristics of bridge piles in slope still need to be conducted because of the peculiarity of slope topography. The vertical deformation and bearing characteristics of piles in the slope area were experimentally studied by considering different influencing factors and the fitting formula for the ultimate bearing capacity of the piles under vertical load is obtained. The results show that the vertical deformation and ultimate bearing capacity (defined by vertical limit settlement deformation of 0.013 times the pile diameter) of the pile are closely related to its position in the slope. The pile in the middle of the slope has the lowest vertical ultimate bearing capacity. Moreover, the side frictional resistance transfer depth of the pile in continuous slope is greater than that of the pile in unilateral slope. Additionally, the slope angle has a significant influence on the vertical bearing performance of piles. The delayed settlement of the pile top decreases approximately 40% at most and the vertical ultimate bearing capacity of the pile increases 48.6% at most as the slope angle decreases by 15°. Meanwhile, the side friction resistance of the pile increases with the decrease of slope angle. The bending moment applied to the pile top reduces the vertical ultimate bearing capacity of the pile and increases the axial force of the pile body. The results can provide data support for pile design and instability judgment with similar geological conditions.

Numerical Simulation of Anchorage Force and Deformation of Pile in Deep Mixed Soil Foundation Pit

Foundation pit support plays a pivotal role in the process of urbanization in our country. The emergence of new support forms has dramatically enriched the diversity of foundation pit support. The pile-anchor support structure is a new type of support structure that has emerged with the development of foundation pit engineering in recent years. However, the current theoretical research on the foundation pit pile-anchor support system often cannot meet the improvement of the on-site construction technology level, and many calculation models based on assumptions cannot truly reflect the relationship between the foundation pit support structure and the soil layer, and the piles The stress and deformation characteristics of the anchor support system itself[1]. With the rapid economic development and the continuous expansion of the urban construction scale, the foundation pit problem caused by high-rise buildings and underground traffic has become a hot issue in civil engineering. Foundation pit accidents often occur due to design errors. 3D numerical simulation can better simulate the whole process of foundation pit excavation and support, and provide displacement and internal force prediction data for actual construction, thereby effectively preventing foundation pit accidents. Midas finite element software performs numerical simulation analysis of deep foundation pit support. Through further analysis of vertical deformation and horizontal displacement, the deformation value of the supporting structure is extracted and compared with the measured deformation value to guide the deformation control design and engineering monitor.

DIGITAL ELEVATION MODEL ALTERNATIVES ASSESSMENT FOR DEFORMATION ANALYSIS PURPOSES USING GNSS AND INSAR

<p><em>Digital Elevation Model (DEM) is the starting point in the analysis performed to explain the deformation pattern changes from the Earth's surface. The estimated value of deformation based on point-wise GPS and InSAR data with a better spatial resolution must be defined in a reference frame system that reflects the phenomenon of deformation of the real physical world, e.g., orthometric height for the vertical component. Therefore, this study aims to provide alternative DEM models based on a suitable combination between the Global Geopotential Model of Earth Geopotential Model 2008 (EGM2008) and global terrain models, providing position changes with respect to the orthometric height. The alternative DEM models are (i) the global elevation model of ETOPO1 (DEM1), (ii) the modified global elevation model of SRTM30_PLUS (DEM2), and (iii) the regional elevation model of DEMNAS (DEM3). These alternative models comply with each other for the land areas with mean difference values lower than 1 meter. While for the ocean areas, we found that DEM1 and DEM2 have apparent differences due to the different types of data used. However, a similar assessment could not be performed for DEM3 as it only covers the land areas. Additionally, we compared the orthometric height from these terrain models with leveling observations for the coinciding locations. DEM3 achieves the highest accuracy with the estimated standard deviation of 11.2745 meters and is followed by DEM2 and DEM1 with the respective standard deviation of 29.4498 and 37.6872 meters. We found that these models can be used as a starting position determination for horizontal and vertical deformation analysis.</em></p>

Gaussian Radial Basis Function interpolation in vertical deformation analysis

In many deformation analyses, the partial derivatives at the interpolated scattered data points are required. In this paper, the Gaussian Radial Basis Functions (GRBF) is proposed for the interpolation and differentiation of the scattered data in the vertical deformation analysis. For the optimal selection of the shape parameter, which is crucial in the GRBF interpolation, two methods are used: the Power Gaussian Radial Basis Functions (PGRBF) and Leave One Out Cross Validation (LOOCV) (LGRBF). We compared the PGRBF and LGRBF to the traditional interpolation methods such as the Finite Element Method (FEM), polynomials, Moving Least Squares (MLS), and the usual GRBF in both the simulated and actual Interferometric Synthetic Aperture Radar (InSAR) data. The estimated results showed that the surface interpolation accuracy was greatly improved by LGRBF and PGRBF methods in comparison withFEM, polynomial, and MLS methods. Finally, LGRBF and PGRBF interpolation methods are used to compute invariant vertical deformation parameters, i.e., changes in Gaussian and mean Curvatures in the Groningen area in the North of Netherlands.

Vertical deformation analysis of a high‐rise building with high‐position connections

SummaryIn this paper, a high‐rise frame‐core tube structure with strengthened stories and high‐position connections, a new landmark building in Wuhan, whose height is 238.6 m, is selected as an example. Construction simulation analysis is carried out by the finite element analysis software ETABS to study the vertical deformation and deformation difference of vertical members under the gravity load, taking the influence of construction processes and shrinkage and creep of concrete into consideration. The results show that there is a significant difference between the vertical deformation of the twin‐tower model with connections and that of the single‐tower model. Some engineering countermeasures are put forward to reduce the vertical deformation difference of the twin‐tower connected structure.

Vertical deformation analysis in Banda Arc deduced from GPS time series data 2008-2013

Banda arc is a product of complex interactions between the Eurasian, Australian, Pacific and Philippine Sea plates. As a result of this tectonic interaction, the Banda arc has undergone significant deformation of the crust, both in the horizontal and vertical directions. In this study, we performed a time-series data analysis of displacement in vertical components. A total of 16 permanents GPS observations from 2008 to 2013 were collected and analysed in this study. The GPS sites spread around the Banda arc area from Bali island in the south to Ambon in the north. This is the first research on vertical deformation analysis carried out in this area. The results of this study show that 3 GPS sites experience a subsidence, which are BANI, CAMB and CTOA, while the 13 others experience an uplift mechanism. The spatial pattern of vertical deformation obtained from this research will provide insight about tectonic conditions and can then be used as a basis for conducting seismic hazard analysis in the Banda arc.

Numerical Analysis of Vertical Deformation of Tunnel Excavation through Ultra-long Broken-Zone

In order to simulate the tunnel excavation of super-long broken rock zone, finite element analyses using Plaxis3D are carried out along with the construction, in which the influence of grade of surrounding rock and the excavation method on the deformation of tunnel are specially considered. Before numerical calculation, the parameters are reasonably simplified. The calculation results show that the CD method can efficiently reduce the deformation of rock in the broken zone to keep the stability. In the practical construction, it is recommended that the CD method is preferred when entering the broken zone.

Monitoring and Analysis of Vertical Deformation of Palm House Benin City Using Digital Level

Monitoring the integrity of engineering structures such as bridges and tall buildings using geodetic methods cannot be underestimated as they provide information about the health of the structures and their safety aspects as well the safety of the public. This study monitored and analyzed the vertical deformation of Palm House in Benin City using Digital Level. Four reference stations and six monitoring points were used. The digital level was used to determine the orthometric heights of the monitoring points with respect to the reference stations heights. The observations were carried out at six epochs of three months interval and adjusted using least squares adjustment technique to determine the reliability of the adjusted observations and that of the adjusted heights. The vertical displacement magnitudes of the monitoring points were computed using the heights differences between the first and the subsequent epochs observations. The evaluated displacement magnitudes were compared with their corresponding computed 95% confidence intervals to determine the significance of the reported movements. The comparison results showed that the building did not undergo any vertical displacement during the monitoring period. It was recommended that large engineering structures such as high rise buildings, bridges, etc should be monitored at regular basis so as to determine their structural integrity since any vertical displacement of the structure which can cause the structure to collapse and thereby result to loss of lives and properties can be detected by epoch monitoring and appropriate measures can be taken.

Deformation analysis of Iran Plateau using intrinsic geometry approach and C1 finite element interpolation of GPS observations

This study aims to investigate the intrinsic deformation analysis of Iran plateau, using repeated GPS observations scatered across the country. Specificly, the deformation tensors of the first (strain tensor) and the second kind (tensor of change of curvature), as well as their corresponding invariants are obtained. The invariants of the strain tensor are dilatation and maximum shear, which account the horizontal deformation of the actual topographic surafce of the Earth and the invariants of the second deformation tensor are Guassian and mean curvatures which reveal the vertical movement of the crust, namely the uplift and rising regions.This approach keeps the simplicity of computations in a 2-dimensional curvilinear space, while it includes both horizontal and vertical deformations as well, and moreover it referes to the real topographic surface of the Earth.The mathematical representation of the topographic surface of the Earth is derived by interpolation of geodetic heights above reference ellipsoid, determined from GPS observations and the deformation tensors are computed in the Gaussian moving frame attached to this surface. In this study, the suitable shape functions, based on finite element discretization equipped with C1 cubic Bezier interpolant is used to mimic the mathematical form of the topography, by interpolation of its discret shape, avialabe from geodetic height observations. Such interpolation should also be applied for three dimensional displacement fields derived from GPS observations, after they are transformed into Gaussian coordinate system, to enable the evaluation of displacement derivatives required in computation of the deformation tensors.Some graphical representations are used to demonstrate the deformation patterns within the Iran plateau and they are compared with the tectonic features and seismicity map of this region. The results of strain anslysis reveal that the most parts of the network have been contracted with the maximum value of −9.97×10−6yr-1 and the maximum amount of shear strain has been in a rage of 3.67×10−6yr-1 which is occurred in the North part of Iran. Also moving from the northern and central regions of the network to other parts, it is observed that the maximum shear, decreases with a constant rate. Vertical deformation analysis shows that the signs of mean and Gaussian curvatures are respectively negative and positive. This fact elucidates that the Iran plateau has been undergo a subsidence in its most part. Land subsidence can be caused by natural geological phenomena such as earthquake, melting of ices, slow motion of the Earth’s crust and lava exiting from solid crust of the Earth, or human activities such as mining, extraction of underground fluids including underground water, oil and gas.

Monitoring and Analysis of Vertical Deformation of Palm House Benin City Using Digital Level

Monitoring the integrity of engineering structures such as bridges and tall buildings using geodetic methods cannot be underestimated as they provide information about the health of the structures and their safety aspects as well the safety of the public. This study monitored and analyzed the vertical deformation of Palm House in Benin City using Digital Level. Four reference stations and six monitoring points were used. The digital level was used to determine the orthometric heights of the monitoring points with respect to the reference stations heights. The observations were carried out at six epochs of three months interval and adjusted using the least squares adjustment technique to determine the reliability of the adjusted observations and that of the adjusted heights. The vertical displacement magnitudes of the monitoring points were computed using the heights differences between the first and the subsequent epochs observations. The evaluated displacement magnitudes were compared with their corresponding computed 95% confidence intervals to determine the significance of the reported movements. The comparison results showed that the building did not undergo any vertical displacement during the monitoring period. It was recommended that large engineering structures such as high rise buildings, bridges, etc should be monitored at regular basis so as to determine their structural integrity since any vertical displacement of the structure which can cause the structure to collapse and thereby result to loss of lives and properties can be detected by epoch monitoring and appropriate measures can be taken.Monitoring the integrity of engineering structures such as bridges and tall buildings using geodetic methods cannot be underestimated as they provide information about the health of the structures and their safety aspects as well the safety of the public. This study monitored and analyzed the vertical deformation of Palm House in Benin City using Digital Level. Four reference stations and six monitoring points were used. The digital level was used to determine the orthometric heights of the monitoring points with respect to the reference stations heights. The observations were carried out at six epochs of three months interval and adjusted using the least squares adjustment technique to determine the reliability of the adjusted observations and that of the adjusted heights. The vertical displacement magnitudes of the monitoring points were computed using the heights differences between the first and the subsequent epochs observations. The evaluated displacement magnitudes were compared with their corresponding computed 95% confidence intervals to determine the significance of the reported movements. The comparison results showed that the building did not undergo any vertical displacement during the monitoring period. It was recommended that large engineering structures such as high rise buildings, bridges, etc should be monitored at regular basis so as to determine their structural integrity since any vertical displacement of the structure which can cause the structure to collapse and thereby result in loss of lives and properties can be detected by epoch monitoring and appropriate measures can be taken.

A variational approach for vertical deformation analysis of pile group

A variational approach for the analysis of vertical deformation of pile groups is presented. The method assumes that the deformation of piles can be represented by a finite series. The method applies the principle of minimum potential energy to determine the deformation of piles. Using this method, an analytical solution for pile groups in soil modelled by the theoretical load–transfer curves can be obtained rigorously. Analysis of field tests indicates that the method can predict the performance of pile groups reasonably well.

A variational approach for vertical deformation analysis of pile group

A variational approach for the analysis of vertical deformation of pile groups is presented. The method assumes that the deformation of piles can be represented by a finite series. The method applies the principle of minimum potential energy to determine the deformation of piles. Using this method, an analytical solution for pile groups in soil modelled by the theoretical load–transfer curves can be obtained rigorously. Analysis of field tests indicates that the method can predict the performance of pile groups reasonably well.

Vertical deformation of rigid foundations of arbitrary shape on layered soil media

AbstractA numerical procedure is described for the analysis of vertical deformation of smooth, rigid foundations of arbitrary shape on homogeneous and layered soil media. The contact area at the interface of the foundation and soil medium is approximated by square subdivisions. The response of the system is then obtained from the superposition of the influence of the individual subdivisions. The flexibility influence coefficients are based on equivalent smooth, rigid circular areas with the same contact area as the square subdivisions. For foundations on a homogeneous, isotropic elastic half‐space, the flexibility coefficients are given analytically by the integrated forms of the Boussinesq's solution. For a layered soil medium, the flexibility coefficients are determined from an axisymmetric finite element analysis which is essentially two dimensional. Thus, there is no necessity for a full three‐dimensional finite element analysis. Comparison with solutions obtained using the integral transform technique for smooth, rigid rectangular foundations on a homogeneous, isotropic elastic half‐space shows good agreement. Parametric solutions are presented for the response of rectangular foundations on some ‘typical’ soil profiles. The use of a simplified method to estimate the settlement of rectangular foundations on a layered soil medium by superposing solutions for homogeneous, elastic strata is discussed.