Displacements Monitoring

This research unpacked the history of the Shangwe people of Chief Njelele and how they were displaced and marginalized by the immigrants Vabvakure from other regions of Zimbabwe and the effects of the gazzeting of the Mapfungautsi Forest area by the Forest Commission in 1954. The research is an eye opener, I have found out that the Shangwe people of Chief Njelele in Gokwe were displaced socially, economically and politically. This research unravels that the Shangwe suffered both direct and indirect displacement.

Reinforced concrete frame buildings have become common form of construction with masonry infills in urban and semi urban areas in the world. The term infilled frame denotes a composite structure formed by the combination of a moment resisting plane frame and infill walls. The infill masonry may be of brick, concrete blocks, or stones. In the current practice of structural design in India infill walls are considered as non-structural elements and their strength and stiffness contribution are neglected. The effect of infill panels on the response of reinforced concrete frames subjected to seismic action is widely recognized and has been subject of numerous experimental and analytical investigations over last five decades. The framed building behaves differently as compared to a bare framed building (without any infill) or a fully infilled framed building under lateral load. A bare frame is much less stiff than a fully infilled frame; it resists the applied lateral load through frame action and shows well-distributed plastic hinges at failure. In this study high rise buildings of regular and irregular geometry with 200 mm clay infill thickness under earthquake Zones-V with different infill positions are considered so as to evaluate the efficient building frame. These are achieved by comparing the result with different parameter like moment, shear force, peak displacement and drift.

The study is conducted at North Sill drift Cross-Cut 3B level 1061 PT Cibaliung Sumberdaya Underground Gold Mining which apply cut and fill method.  The research object is observation of the displacement surrounding perimeter of active sill drift that have been considered suffering a huge load due to the condition of above level which partially have been already backfilled and reinforced at the floor by concrete and partially still cavity.
In this study the displacement of stope perimeter is observed by reflectorless total station unit. In situ stress condition also is still unknown and some difficulties be encountered for in situ stress measurement, therefore before used for analyzing the opening stability obtained the monitoring data will be used for determining the stress condition of surrounding the openings by trial and error back analysis method. The result indicate that the ratio of horizontal to vertical stress surrounding the opening is equal to 1.2 (k=1.2). The determined insitu stresses ratio, combined with rockmass condition and rock support system are then used in the simulation for evaluating the stability of the existing drift and the next excavation drifts.
The results of the analysis at monitoring points shows that the average cumulative displacement is 200mm, and average displacement rate is 24mm/days. Along the monitoring activity, the observed sill drift condition is in stable condition.
From the simulation result, excavation plan number 1 (below monitoring area), has the horizontal displacement more than 8mm and the vertical displacement less than 8mm, therefore some modification of rock support is necessary. Excavation plan number 2 (beside monitoring area), has the horizontal displacement in normal conditions but abnormal in vertical displacement, so it is necessary to modify the rock support at the left corner of the roof position.
Keywords: displacement, monitoring data, stope stability, insitu stress

The construction of the church dates back from 1220. During several subsequent building phases, the wooden roofs in the central and side naves were replaced with masonry vaults, and flying buttresses were added. The structure itself is located on a former swamp, resulting in large differential settlements. In the past, restoration works took place. However, due to the excessive cracks observed, it was decided in 1963 to close the church for service, to remove the severely cracked masonry vaults of the side naves and to shore up the pillars of the main nave. Additionally, in 2000, the remaining flying buttresses were removed and replaced by tie-rods. The focus of this paper is on the structural understanding of this historical building, to determine the most appropriate strengthening and consolidation measures, respecting the authenticity of the building and preserving it for the future.

INTRODUCTION In 1995 the Lemaire Centre for the Conservation of Historic towns and buildings, performed an initial investigation on the actual state of this listed historical building, ordered by the Flemish Government. In 2005, the city of Leuven started a global restoration plan. Triconsult was asked to investigate, under the supervision of KULeuven, the actual safety of the structure and to provide a means to remove the shoring, added in 1963. Final objective is to provide a multipurpose re-use of the building in the future. An extensive survey of all possible (historical) sources was performed in 1995 to get a complete picture of the structural history of the building itself. These sources already reveal a lot of the causes of the structural problems that need to be solved today. During the study performed in 1995, the stability of the vaults was studied in detail. Additionally, the differential settlements of the main columns, the walls and pillars were monitored during half a year. Cone penetration tests enabled to quantify the limited load bearing capacity of the subsoil. In 2005, an in site survey took place, in which additional information was gathered on the layout and depth of the foundation by digging investigation holes and performing endoscopes in drilled boreholes through the foundation. Furthermore, information was gathered on the cohesion of the soil using in site vain shear tests. Properties of brick, stone and mortar were measured. This information was used to model and estimate the time dependent vertical settlements of the major structural elements that took place over several centuries accounting for the different building phases of the structure. These settlements can be related to the observed slant of the western tower and explain the present state of the structural crack pattern, present in the main nave and transept of the church. In this contribution the different steps in the preservation process are outlined: anamnesis, analysis, diagnosis, therapy and control according to the Krakow Charter. Attention is paid to the relation between the information of different sources, the quality of numerical modeling and its experimental verification in practice by (semi)-or non-destructive testing and monitoring. A