Another useful information that can be obtained by static load test is the rebound behavior, when the pile under test is unloaded (BS EN. The first procedure is called 'quick test', the pile is loaded in increments of 5% of the expected failure load .
Djarwadi
ABSTRACT
Rizal
Based on the soil conditions, performance requirements, construction schedule and project budget, soil reinforcement using Controlled Modulus Columns (CMC) was adopted to support the bridge abutment dams to minimize post-construction settlements; and to improve bearing capacity and slope stability. Due to the enormous load and the thick compressible cohesive soil, selection of CMC column spacing and length is important to ensure CMC capacity within design. To confirm the design termination depth of the CMC column, a set of drilling instruments was installed in the drilling rig.
In this paper, 2D numerical modeling was verified by the 3D model and the results are presented. Also presented in this paper is a brief description of the installation method used in the soft ground condition along with a description of the quality control procedure and acceptance testing. Long-term maintenance works are required, which disrupt the smooth operation of the highway, and this is a costly affair.
The basic width of the embankment is approximately 60 m, and the treatment covers a distance of 30 m from the bridge abutment.
2 CHOICE OF GROUND IMPROVEMENT TECHNIQUES
Sams
Gamaliel
Mueller
As discussed, RIC effectiveness is a function of: initial soil conditions, separation ratio (S/D), and compaction energy (hammer weight, drop height). Therefore, the RIC column spacing can be adjusted until this requirement is met. As part of the design process, a field test was specified to verify the performance of the RIC configuration.
The results of the numerical modeling indicated that the probable upper limit of the spacing ratio was 1.5. These factors can be neglected, because the relative displacement between pile and soil was response to these conditions. 2012b) Application of the Additional Modulus of Subgrade Reaction to Predict the Deflection of Nail Plate System Resting on Soft Clay Due to Repetitive Loadings.
In: Proceedings of Pertemuan Ilmiah Tahunan ke-16 (PIT) HATTI, Jakarta, 4 December, Indonesia, pp 2013a) Pile spacing and length effects due to the additional modulus of subsoil reaction of the Nailed-slab system on the soft clay.
Widjaja
Pascayulinda
- INTRODUCTION
- THE GEOLOGY CONDITION OF POBOYA The geological conditions of the island of Sulawesi and
- LIMIT EQUILIBRIUM ANALYSIS
- SLOPE STABILITY
- RESEARCH METHOD
- RESULTS AND DISCUSSION
- CONCLUSIONS
The result of the analysis shows that the condition of the existing slope is still safe. The comparison of the two forces will lead to safety factor value (SF) of the slope, with limit equilibrium conditions to be reached when the value of SF = 1 (de Vallejo and Ferrer, 2011). According to Abramson, et al., (2002), the slope stability analysis is based on limit equilibrium method.
An existing slope stability analysis is a slope stability analysis based on the initial form of the Poboya Gold Mine slope model. The result of slope stability simulation with limit equilibrium method for slope variation. The test result shows that the depth of deterioration decreases with increasing cement content and decreasing water content.
Additionally, marine soil on the seabed mixes with overlying sulfate-bearing seawater, resulting in soil pile deterioration. Sulfate attack leads to excess compressive strength of cementitious material (Makhloufi et al., 2016). The test resistance is in the form of tip or cone resistance (R) versus penetration depth (d).
Analysis Of Failure Base Plate Anchor Flare Stack Foundation and Repair Method
Cause of Problem
In order to determine the cause of the problem, a visual inspection is performed with the results of the survey and a visual inspection of the 6 base flange flange holder anchor bolts, the pushed riser flange stack for the 66-inch south transfer line, the transfer line moved 66 inches south as 30 cm and a pitch on the tension pipe followed by a sagging south tension wire and increasing tension on the tension wire in the opposite direction. The anchor length/condition results are 376mm in length, embedded 300mm in concrete foundations where 4 anchors broke, 2 angkur mulur. The reinforcement of the transmission line pipe caused the lifting torch to tilt and lift the base plate on the north side, causing 4 pieces of the anchor bolt and 2 parts of the base plate bolt to break.
The aim of the study was to provide an overview of the method of improving the base plate of the foundation and replacing the reinforcement for bonding the base plate. The study was limited to the analysis of the causes of the deformation problems of the base plate and the method of improvement on the base plate and the method of replacing the rebar-bonding foundation of the riser base plate. Methods for improving the position of the transmission line piping and wire rope damper settings for the lifting flares are not discussed in this study because they have been addressed by other research groups.
The assumptions developed in this research are to know the root cause of the deformation of the base plate and the removal of the locking bolts of the base plate due to the effect of excessive pressure in the tail process, which causes the deformation of the base plate, the fracture and expansion of the reinforcing bolts of the bonding base, then the focus of the improvement method is the replacement method base plate and base plate armor binding screws.
METHODS
- Analysis of Fenite Element Methods (FEM) Against the shifting conditions of the NPS 66 Inch
- Material
- Method of Improvement
Base the bottom in the skirt board by mounting an unobstructed unobstructed adhesive bound 6 pcs, tie it well and firmly. Cut the base plate with a bevel cut shape (groove 60º) to facilitate connection with a replacement base plate. Clean the surface of the base plate base concrete, broken parts / putty fix with micro concrete so that the surface is flat.
Install the replacement base plate and tig weld on the 8 point (installation position of the next anchor bolt) n. We weld the joint of the base of the existing base with the replacement base plate and at the same time tighten the screws of the rebar so that it is really evenly fixed. Carry out the preparation of the base plate and the edge plate riser assembly which has been reinforced with a power tool so that it is corrosion free.
Perform base layer coating and fuselage takeoff flare stack with low thickness mastic tolerance coating specification.
RESULT
Tests have been carried out on the type of unhedged continuous therat adhesively bonded armor and tensile tests have been carried out with a crane pulling capacity of 50 tons, damage has occurred in the concrete with crack indication. Attach the 8 pcs continuous adhesive bubbles and allow the chemical bond to cure for 24 hours (as recommended by the manufacturer). Method for repairing the flare stack of the base plate riser and the method for replacing the base plate mounting anchors with a type of unsealed continuous therat adhesive which has been successfully applied to overcome problems in PT.
Pertamina RU V Balikpapan was standardized and registered as a standard operating procedure (TKI) with no. C-001 / E S9 Rev.2 and this standard operating method was also repeated to solve similar problems in other PT units. Pertamine. Repositioning of the NPS 66 Inch Pipeline Transfer Line was done using the roll and retract roller method with a 50 ton block capacity tool block so that the transfer line pipe sat well in its original position over the saddle support. Resetting the vertical riser flare assembly was accomplished by adjusting the clip back position, with the riser flare assembly vertical position being 1/625.
The structure of the riser panel stack for the border was made by the method of duplicating the panels with a shape, dimension and configuration that adapts to the existing conditions for the border.
CONCLUSION
For this there is a need for the development of technology in infrastructure in the form of reinforcement grants to achieve the stability as planned. This article will discuss the analysis of rock bolt reinforcement in tunnel using Mohr Coulomb Model and Hardening Soil Model as the alternative solution in the double track railway. The analysis was carried out by approaching Mohr-Coulomb and Hardening Soil models using finite element method on plaxis.
This paper focuses on the tunnel at section B3 as shown in Figure 1, the analysis of the tunnel on the reinforcement of rock barriers using the Mohr Coulomb model and the soil consolidation model as an alternative solution in a double-track railway. The basic principle of Mohr Coulomb is elastic-perfectly plastic, in which there has been stretching and a change in extensibility, divided into two parts: elastic and plastic. In the figure below, it can be seen that the melting field due to the shear and cover formed a hexagonal field in the main deformation due to the drop of the Mohr coulomb.
For the shear-induced melting field would then increase to later approach the falling Mohr Coulomb line.
Primary and secondary data collection. The primary data was obtained from the laboratory test
88 Acceleration region in short period (Ss) in which the spectrum value of earthquake response (C) was based on SNI-1726-2012. To obtain the value of spectrum response, it must first identify the parameter of mapped acceleration, including the bedrock acceleration in short period (Ss) and bedrock acceleration in 1-second period (S1) as seen in figure below.
Literature study to the previous researches aimed to obtain the enrichment in writing this paper
Analysis on the data that would be used in modelling
Modeling the construction phase that would be done without any reinforcement. The soil model was done using Mohr Coulomb Model and Hardening Soil Model
Analysis on the condition stability of the existing tunnel condition
The contribution of undrained cohesion to the final bearing capacity of the pile expressed in equation (3). Ultimate pile capacity with matric suction change at L = 5 m; (a) kaolinite clay; and (b) Sandy loam. Matric suction (kPa) Skin friction (sandy clay) Final retention (sandy clay) Total pile capacity (sandy clay).
Ultimate pile capacity with the variation of matric suction power at L=10 m; (a) kaolinite clay; and (b) Sandy clay. Ultimate pile capacity with the variation of matric suction power at L=15 m; (a) kaolinite clay; and (b) Sandy clay. Ultimate pile capacity with the variation of matric suction power at L=20 m; (a) kaolinite clay; and (b) Sandy clay.
The results show that the ultimate skin friction, ultimate end bearing, and ultimate total pile capacity increased with increasing matric suction.
