Cross frames are critical components in steel bridge systems. Cross frames brace girders against lateral torsional buckling and assist in distributing live loads to girders during the service life of the bridge. In curved bridges, cross frames also serve as primary structural members in resisting torsion generated by the traffic loads. The conventional cross frames are often constructed in X- or K- type shapes with steel angle sections. However, the actual stiffness of these cross frames are not well understood or quantified, leading to potentially inaccurate prediction of bridge behavior and safety during construction and in service. Previous studies have shown the possibility of employing new sections, such as tubular members and double angles, in cross frame designs. In addition, a type-Z cross frame, or single diagonal cross frame was also found to be a potential use to simplify the design. However, the effectiveness of these innovative cross frame types has not been completely examined. And these new cross frames have yet compared with the conventional ones in terms of their stiffness and strength capacity. This dissertation documents the results of a study on the stiffness of various types of cross frame systems. Full size cross frames were tested to establish actual stiffness of the cross frames specimens. The tests results revealed a significant discrepancy between the actual measured stiffness and the stiffness calculated using methods commonly employed by bridge designers. The research showed that the major source of this discrepancy was eccentricity in the connection. The stiffness reduction was quantified by employing analytical derivation and finite element modeling. As a result, methods were developed to account for the stiffness reduction. / text

Validerat; 20140915 (global_studentproject_submitter)

This thesis details the development of Finite Element Analysis (FEA) techniques to simulate assembly and functional performance of football boots within a virtual environment. With a highly competitive market and seasonal changes in boot design common, the current design process can require numerous iterations, each adding time and cost to the development cycle. Using a reliable model allows evaluation of novel design concepts without the necessity to manufacture physical prototypes, and thus has potential financial benefits as well as reducing development time. A modelling approach was developed to construct a three dimensional boot model using FEA techniques, simulating the assembly of representative boot constituent parts based on manufacturing patterns, geometries and materials. Comparison between the modelled and physical boots demonstrated good agreement. Assessment of physical boot manufacture enabled the validation of the simulated assembly techniques, with digital image correlation hardware and software used to provide experimental measurements of the surface deformation. Good agreement was reported, demonstrating the predictive capabilities of FEA. Extensive review of literature provided applicable loading conditions of the boot during game play, with bending and torsional stiffness identified as important parameters. Boundary conditions associated with the foot during these movements provided a platform from which mechanical tests were used and developed to quantify boot function. Modelling techniques were developed and applied to the assembled FEA boot model, simulating the loading conditions to verify the validity when compared with experimental measurements. Bending and torsional stiffness extracted from the model were compared with the physical equivalent, demonstrating good predictive capabilities. The model was able to represent bending stiffness of the physical equivalent within 5.6% of an accepted boot range up to 20°, with torsional stiffness represented within the accepted range between 10° inversion to 7.5° eversion, corresponding to a large proportion of match play. Two case studies proved the applicability of the FEA techniques to simulate assembly and determine mechanical functionality virtually through a combination of automated modelling methods and a bespoke framework, demonstrating how it could be implemented within the industrial design process.

The behavior of wood shear walls has been the focus of researchers and engineers for many years due to their availability in the North American construction landscape. A review of the established literature showed that most of the research have focused on the shear wall behavior as a whole with no investigation specifically targeting the individual components of its deflection. Also, little to no attention has been given to the investigation of the cumulative effects especially when the out-of-plane diaphragm stiffness is considered. The current study aims at investigating the effects of construction details variation on the behavior of the shear walls and evaluating whether the current deflection equation, as per wood design standard (CSA 2014) can adequately predict the overall wall stiffness. A total of 27 full-scale single-storey walls, with different construction details and aspect ratios, were tested under either static or monotonic (as both are the same) loading. The parameters that were varied in the testing were the stud size and spacing, nail diameter and spacing, sheathing panel type and thickness and hold-down anchoring system/type. For the two-storey walls, two different loading cases were considered, namely where the load was applied at the top or bottom storey only. The results showed that the strength and stiffness correlated almost directly to the inverse of the wall aspect ratio. There was no clear trend when considering the effect of the walls’ aspect ratios on ductility. Unexpectedly, walls with aspect ratios not permitted according to the wood design standard (4:1 and 6:1) followed similar strength and stiffness trends and had sufficient ductility ratios as those with smaller aspect ratios. This observation explains in part some of the discrepancies found between engineering calculations and behavior of actual building with light frame wood shear walls. Significant discrepancies were found when comparing the various deflection constituent with those estimated using the design expression. Adding more end studs and changing the size of the studs had no significant effect on the overall wall capacity and little effect on its stiffness. Reducing the stud spacing had, as expected, no effect on the wall capacity; however, the results showed that the bending stiffness was affected by the overall number of studs in the wall and not solely by the end studs. Shear walls sheathed with plywood panels exhibits slightly higher peak load and initial stiffness than those with OSB, which was mainly attributed to the greater panel thickness, and possibly density, of the plywood. Both sheathing types provided similar levels of ductility, as expected. Thicker sheathing increased the capacity and stiffness of the wall with no significant change observed in ductility ratio. The wall strength was significantly affected by the nail diameter and nail spacing, but no difference was observed when the nail edge/end distance was increased. The results also showed that discrete hold-down system behaved in a non-linear manner with a significantly greater initial stiffness than that assumed in design. The study also showed that having continuous hold-down connections has a positive effect on the capacity, stiffness and ductility of the wall when compared with discrete hold-downs. Having no hold-down adversely affects the wall capacity and stiffness, but did not affect the ductility of the wall. For the two-storey walls, the deflection estimated based on the cumulative effect assumption showed slight differences when compared with that observed in the experimental study. It was observed that the majority of the cumulative effect stems from the rigid body rotation due to deformation in the hold-down devices. A Computer shear wall model (through SAP2000) was developed using linear “frame” and “membrane” elements for the framing and sheathing members, respectively, whereas the sheathing to framing nails and hold-down were modeled using nonlinear springs. It was found that the model was capable of predicting the peak load, ultimate deflection and yield loads with reasonable accuracy, but overestimated the initial stiffness and ductility of the walls. In general, when the force-displacement curves were compared it was evident that the model was capable of predicting the wall behaviour with reasonable accuracy. When investigating the cumulative effects using the model, the results clearly showed that the assumption of cumulative effects due to rigid body rotation is valid for stacked shearwalls with no consideration for the floor diaphragm. The effect of the diaphragm on the behavior of the shear walls, in particular its out-of-plane rigidity was simulated by modeling the floors as beam. The out of plane stiffness of the shear walls was investigated for idealized (infinitely stiff or flexible) as well as “realistic”. The results showed reductions in the shearwall deflection in the magnitude of approximately 80% considering the out of plane rigidity of the diaphragm. It was also concluded that considering conservative estimates of out of plane stiffness might lead to a very significant reduction in deflection and that assuming the floor diaphragm to be infinitely rigid out of plan seems reasonable. For diaphragms supported on multiple panels further reduction in the deflection was observed. More work, particularly at the experimental level, is needed to verify the finding obtained in the numerical investigation related to the effect of out of plane diaphragm stiffness.

This thesis has experimentally studied the strength and stiffness properties of bedding planes and discontinuities in the immediate roof layers overlying Herrin No. 6 coal seam in Illinois. Rock joints and bedding planes are typical discontinuities in bedded rock mass and they control failure initiation and propagation of failure through the rock mass. Strength as well as deformation properties of bedding planes, joints and discontinuities are influenced by their surface roughness, inclination, intact rock properties, and pre-mining stress values and their orientation. The strength and deformation properties (stiffness values) are characterized by peak and residual strength values. Since support loads in excavations are due to deformations of the rock mass, their analysis should consider their strength and stiffness values. The overall goal of this research is to determine the shear strength and associated stiffness properties of bedding planes and joints of the immediate roof strata rocks within 25-30 ft. (7.5-9 m) overlying Herrin no. 6 coal seam (within the pressure arch zone) using direct shear tests. A shear test loading device was designed and integrated into the 150 t (1,334 kN) [*]Forney compression loading machine in the department. It was used to perform direct shear tests in accordance with ASTM D5607-08 " Standard test method for performing laboratory direct shear strength tests of rock specimens under constant normal force". The equipment also allows for determination of peak and residual friction angles along with the dilation angle. A total of 49 bedding plane samples were tested, out of which 46 (36 intact and 10 relatively weak and loose) samples passed QA/QC procedures in accordance to ASTM D5607. Samples from eight (8) different bedding planes- shale/limestone (SL), shale/sandstone (SSs), shale/bone (SB), laminated sandstone (LS), shale/shale (SS), bone/bone (BB), bone/limestone (BL), and limestone/limestone (LL) were tested. The number of samples tested for each bedding plane were: SL- 11, SSs- 8, SB- 5, BB- 4, LS- 6, SS- 9, BL- 1, and LL- 2. Moisture content and as-received unit weight values of samples range 0.9% to 5% and 111 pcf (17.5 kN/m3) to 165 pcf (25 kN/m3), respectively. Shear strength values were developed at 400 psi (2.75 MPa) normal stress. Upon failure, residual shear strengths were determined at 600 psi (4.13 MPa) and 800 psi (5.5 MPa) normal stresses to calculate the angle of sliding friction and to develop the failure criterion for each rock type. Peak and residual shear strength values at 400 psi (2.75 MPa) normal stress range 153 - 907 psi (1.06 - 6.26 MPa) and 119 - 600 psi (0.82 -4.14 MPa), respectively. The average normal and shear stiffness values are 44,000 psi/in (11.98 GPa/m) and 11450 psi/in (3.11 GPa/m). Dilation angles are typically very low (<10◦) and negative in some cases. Joint roughness values with JRC index were typically below 10. Angle of sliding friction values range from 9◦ to 42◦. Failure criterion for different bedding planes and a composite failure criterion representing the behavior of all bedding planes were developed using linear regression. A numerical modeling case study of remnant pillar stability in a southern Illinois mine was performed that used the shear strength and stiffness parameters developed above. FLAC3D, Phase2D, and LaModel were also used to assess the stability of remnant pillars. This study would significantly aid in the design and stability analysis of both surface and underground mines. Data developed can be successfully implemented in safe geotechnical design of any surface and underground structure (both civil and mining) viz. slope stability of open pit mining, subsidence prediction during longwall and room and pillar mining. Results from this thesis would significantly improve in the safe and accurate design of mine excavations. * Equipment mentioned is not for endorsement

A pilot study comparing the influence by different crease geometry on the grip stiffness of carton board packages has been executed. For this purpose, Syntouch Biotac, Lloyd LR5K tensiletester and crease measurements have been used. In total, 40 packages were manufactured and tested for this report. It was found that different crease geometries do have an effect on the difference in stiffness before and after collapse load. It was also found that vibration signals from Syntouch Biotac could be used to differentiate between different crease geometry at the instant of collapse load in the majority of cases. For continued work it is proposed that the same method used in this report should be applied on a larger number of packages. This is proposed so that a more thorough statistical analysis can be performed. It is also proposed, for continued work, that the interlaminar bonds between the plies of the carton boards be examined to gain a better understanding of the damage progress at the instant of collapse load. / En förstudie över fyra olika big-geometriers inverkan på greppstyvhet av kartongförpackningar har utförts. Syntouch Biotac, tryckprovare och bigmätningar har använts för ändamålet. Totalt har 40 kartongförpackningar tillverkats och testats för denna rapport. Det fanns att big-geometrier har en inverkan på skillnaden mellan styvhet innan och efter kollapslast av kartongförpackningen. Det fanns även att vibrationsutslag från Syntouch Biotac kunde skilja olika big-geometrier åt vid kollapslast i majoriteten av fall. Till fortsatt arbete föreslås att använda likadan metod på flera kartongförpackningar för att kunna utföra en nogrannare statistisk analys samt att undersöka styrkan hos de interlaminära bindningarna mellan kartongskikten för att bättre förstå skadeförloppet vid kollapslast.

High anxiety is associated with an increased risk of developing cardiovascular disease (CVD), in particular, atherosclerotic coronary artery disease. However, the mechanisms by which anxiety contributes to the development of CVD are unclear. Unlike other common psychiatric disorders such as depression, anxiety and its effects on CVD risk has not been studied extensively. Moreover, whether elevated anxiety is associated with arterial stiffness and vascular endothelial dysfunction, biomarkers of CVD risk, in healthy adults and whether a psychological intervention designed to lower anxiety levels in healthy adults with moderate to high baseline anxiety levels ameliorates vascular dysfunction remains unclear. The purpose of this study was twofold; first to determine the extent to which moderate to high anxiety levels are associated with vascular dysfunction including aortic stiffness as measured by carotid-femoral pulse wave velocity (cf-PWV), carotid artery stiffness via ultrasound-based β-stiffness index, and forearm resistance artery function measured as peak forearm blood flow using venous occlusion plethysmograph (VOP). Secondly, to determine whether the empirically validated Acceptance and Commitment Training (ACT) anxiety intervention improved vascular function after 12 weeks and if this was associated with reductions in anxiety in adults with moderate to high baseline anxiety levels. Our results indicated that there was no association between increased anxiety levels and any of the three vascular outcomes of interest. Conversely, there was an association between the ACT intervention participation and improvement in forearm resistance artery function independent of age, sex, education, race/ethnicity, BMI and STAI Trait anxiety. Taken together, these data suggest that although higher State and Trait anxiety was not associated with aortic stiffness, carotid stiffness or forearm resistance artery function, and the ACT intervention was associated with improved peripheral resistance artery function. Additional studies are needed to determine whether this effect occurs earlier than 12 weeks and sustained longer that 12 weeks, and whether it occurs in adults with CVD risk factors (i.e. atherosclerosis), non-white racial/ethnic backgrounds and in resistance vessel function in response to intra-arterial vasoactive agonists such as acetylcholine.

No description available.

Block stability is common and has to be studied in detail for designing tunnels. Stability of block depends upon the shape and size of the blocks, stresses around the block and factors such as clamping forces and the ratio between joint stiffness. These factors are studied in detail and are the main objective of this thesis. In this thesis influence of loading and unloading of blocks on joint stiffness and thus on ultimate pullout force are analyzed. Normal stress on the joint plane is linked with shear stiffness of the joint and relaxation of forces. Changes of forces were considered to estimate joint stiffness and ultimate pullout force using new methods in the present thesis. First method takes into account changing clamping forces considering stiffness ratio constant (Crawford and Bray). The second method was developed in which the ratio between normal and shear stiffness was taken as a function of normal stress (Bagheri and Stille). In third method, gradually pullout force is increased which changes the normal stress and joint stiffness. The lower limit of joint stiffness gives a very conservative design. So a stiffness value based on the average of lower and upper limit of normal force has also been considered. A comparison between the new methods and the previous method proposed by Crawford and Bray which considers a constant ratio of normal and shear stiffness and constant clamping forces shows that Crawford and Bray’s solution overestimates the pullout forces hence the design is unsafe. It was observed that stiffness ratio is an important factor for estimating required rock support and safety.

No description available.