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Horizontal direction drilling research program – University of Waterloo
Published in Mark Knight, Neil Thomson, Underground Infrastructure Research, 2020
G.M. Duyvestyn, M.A. Knight, M.A. Polak
For the 1999 field installations, monitored parameters were expanded to include the quantity of drilling fluid used during boring and ground surface deformations along the predetermined borepath. Pressure transducers installed in the drilling fluid tanks provided data on the volume of fluids used during each of the drilling stages. Drill rig instrumentation increased to include two pressure transducers, one on each of the feed and return hydraulic thrust pressure lines (Fig. 3). The differential hydraulic pressure is similar to the effort exerted by the drill rig during drilling, pre-reaming and product pullback. Pipe instrumentation included temperature compensated strain gauges and bonding cement specially designed for plastic materials, pressure transducers, thermo couples for temperature monitoring and a 222kN (50kip) load cell. The strain gauges were placed in similar patterns in each test section as with the previous installations. The load cell, located in the pulling head, was designed to record the axial load imparted to the pipe by the drill rig via an eye-bolt (Fig. 4). A computer controlled data acquisition system was used to record each test section strain gauges, pressure transducers, and the load cell. Again, prior to pipe entrance into the ground all test sections were aligned so that the crown (0°) coincided with the top of the pipe.
Effect of fin shape on the behaviour of piles under combined loading conditions
Published in Sheela Evangeline, M.R. Rajkumar, Saritha G. Parambath, Recent Advances in Materials, Mechanics and Management, 2019
Rekha Ambi, Rekha Ambi, N. Unnikrishnan
As revealed before, three types of load were applied in a single pile. Vertical load alone was applied initially in Series 1 and the vertical load carrying capacity of each pile was determined as shown in Fig. 1. This was done with the help of hydraulic jack and the loading was noted using a proving ring. The vertical translations were recorded with the help of LVDTs fitted to the platform on top of the pile cap. Secondly in Series 2, lateral loads were input to the test pile in increment by using a 4 mm diameter stiff steel wire rope linked to the pile cap using an eye bolt. The other end of the rope is placed on a smooth adjustable pulley and holds a load plate form. To note the lateral shift of the pile for each increment of load given, two sensitive LVDT’s were used and their mean values were taken. The LVDT’s were fitted on steel angles mounted at the top boundaries of the tank. The finned piles were tested for combined loading. i.e., both vertical and lateral loads, in series 3. The vertical load was given as dead load on the top of the pile cap. This load was taken as 1/3rd of the maximum vertical load got from the tests in Series 1.
Safe moving and storing of materials
Published in Mike Tooley, Engineering Technologies Level 3, 2017
In order to make lifting easier and simplify attachment, eye bolts can be fitted to heavy equipment such as motors, generators, alternators or transformers. Simple dynamo eye bolts are often considered to be a permanent part of the equipment to which they are attached and they are only suitable for axial loading (in other words along the axis of the screw). This would be the case with a straight vertical lift using a single hook and sling. Although these types of eye bolt have a small collar it is usually insufficient to withstand significant loading applied at an angle to the thread axis.
Flexural behaviour of RC beams strengthened with prestressed steel wire ropes polymer mortar composite
Published in Journal of Asian Architecture and Building Engineering, 2022
Zhan-Qiang Liu, Zi-Xiong Guo, Yong Ye
To obtain the values of / and k, as well as to monitor the prestress loss of the steel wire ropes during and after the prestressing process, nine specimens were tested, as shown in Figure 4. All the specimens were composed of an 8 mm-diameter steel wire rope, a set of eye bolts and nuts, and a load cell with a dead-end anchor. Each specimen was tested three times, and a new set of eye bolts with nuts was used each time. The testing process was as follows: first, one eye bolt linking one end of the steel wire rope was connected to the end anchor via the nut (in Figure 4b). Another eye bolt linking the other end of the steel wire rope passed through the hollow load cell and was fixed to the dead-end anchor (in Figure 4c). The steel wire rope was then prestressed by tightening the nut with a torque wrench (in Figure 4b). After applying the tension on the steel wire rope, the prestress in the steel wire rope was continuously recorded in 72 h (in Figure 4d).