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System Dynamics Techniques
Published in Devendra K. Chaturvedi, ®, 2017
In the performance characteristic evaluation of the stanchion system, it is important to determine the maximum forces or tension in the suspension cable, lift cable in order to calculate the power requirement of the electrical motor and the required strength of material to be used for above-mentioned elements. In preliminary design and trade of studies, the designer requires a simple theory, which will enable rapid and reasonably accurate estimate of peak loads in a particular deployment situation. Based on the maximum design value, the strength of shear pin is selected. HP of electrical motor is predicted by SD technique.
Couplings
Published in Don Renner, Hands-On Water/Wastewater Equipment Maintenance, 2017
9.49 Shear pin couplings are designed with the driving half mounted on the motor or reducer output shaft and the driven half mounted on a hub or shaft connected to the driven rotating machine shaft. (In some cases, a chain or V-belt drive connects the coupling to the driven machine.) A connecting pin (designed for the proper horsepower or torque) inserted between the coupling elements transmits power from the drive to the driven elements. If the driven side becomes overloaded, the shear pin will fail. The driving half will keep rotating but will not transmit any power to the driven side.
The impact of Jin Mao Tower on life-cycle civil engineering of tall buildings
Published in Structure and Infrastructure Engineering, 2022
The Pin-Fuse® Joint connects glulam beams and columns (Figure 56). One implementation of the connection utilizes a notch in the timber beam at the steel plates to limit the total width of the beam sandwich and provides opportunity for architectural expression of the ball and socket joint inspiration. For the timber Link-Fuse Joint™, the large single shear pin of the original Link-Fuse Joint™ is replaced with multiple bolts (Figure 56). This design allows for a use of off-the-shelf products and is feasible with the relatively lower link beam shear demands in timber structures. The details depict dowel type connectors through the wood. These connections could use self-tapping screws or timber rivets for low to moderate seismic load applications, or require epoxy connected steel plates embedded in the timber elements for highly loaded joints.
Topology optimization and finite element analysis of a jet dragster engine mount
Published in Cogent Engineering, 2020
Sanjana Ramesh, Rafael Handal, Matthew J. Jensen, Razvan Rusovici
An aluminum and a structural steel version of the optimized mount were made in order to compare results. The mount sits on the chassis tube and is held in position by the brackets on either side. These brackets are TIG-welded to the chassis tube. The mount bolts on to the mainframe, which is again bolted onto the jet engine. Since the load acting on these bolts and pins is axial in nature, the principal force in the bolts is shear A shear pin connects the aluminum alloy and the mainframe. This shear pin is the primary load transmitting component (from the mainframe to the mount). The bolts mainly hold the mount in position and well fastened to the mainframe. Once the optimized topology was determined, material was added to ensure manufacturability, as well as maintaining the necessary holes for mounting and assembly of the overall substructure. The final optimized assembly is shown in Figure 10(a,b).
Experimental studies of floor slip tests on soil blocks reinforced by brittle shear pins
Published in International Journal of Geotechnical Engineering, 2019
Boonchai Ukritchon, Rithy Ouch, Thirapong Pipatpongsa, Mohammad Hossein Khosravi
Figures 7 and 8 show the failure mechanisms of the slip tests with thicknesses of 3 and 5 cm, respectively. There are three modes of failure observed in the tests, namely (1) slip failure; (2) detachment failure and (3) punching failure. The slip failure occurs for the soil block without any shear pins and for the soil block with a large thickness with shear pins. It should be noted that the horizontal crack observed in the soil block without shear pins is due to a collision of the soil block with the floor board. The detachment failure occurs in such a way that the lower part of soil block is detached from the upper part of soil block by tension. The former slides down along the low-interface friction plane while the latter is stabilised by installed shear pins. Detachment failure generally occurs in the cases of the blocks with the shear pins installed in rows and with a smaller thickness, for which the failure of the shear pins could not be observed. A clear evidence for the detachment failure is shown by a horizontal shearing plane along a row of shear pin in the model. Punching failure generally occurs in the cases of the blocks with the shear pins installed in columns. The punching failure is manifested by a vertical shear plane along the central and/or external columns of shear pins. A stable part of the soil block is stabilised by shear pins while both sides of the soil block punch through the stable part and slide down along the low-interface friction plane. For the punching failure, the shear pins did not fail when the thickness of the soil block was equal to or less than 3 cm. However, some shear pins failed when the thickness of the soil block was equal to or greater than 4 cm. This is because the slippage of the soil block along the floor induced the failure of the shear pins. As a result, the punching failure consists of simultaneous failures of the soil block and the shear pins together with sliding along the floor.