Web crippling is a form of localized buckling that occurs at points of transverse concentrated loading or supports of thin-walled structural members. The theoretical computation of web crippling strength is quite complex as it involves a large number of factors such as initial imperfections, local yielding at load application and instability of web. The existing design provision in North American specification for cold-formed steel C-sections (AISI S100, 2007) to calculate the web-crippling strength is based on the experimental investigation. The objective of this research is to extend the direct strength method to the web crippling strength of cold-formed steel C-sections. ABAQUS is used as a main tool to apply finite element analysis and is used to do the elastic buckling analysis. The work was carried out on C-sections under interior two flange (ITF) loading, end two flange (ETF) loading cases. Total of 128 (58 ITF, 70 ETF) sections were analyzed. Sections with various heights (3.5 in.to 6 in.) and various lengths (21 in. to 36 in.) were considered. Data is collected from the tests conducted in laboratory and the data from the previous researches is used, to extend the direct strength method to cold formed steel sections. Proposing a new design for both the loading cases and calculation of the resistance factors under (AISI S100, 2007) standards is done.

T-joints are common in beam-column connections of steel frames, vierendeel girders and at mid-span of N-trusses. Strengthening the members of these structures increases the demand on the joints, which may require joint strengthening. This thesis examines different strengthening techniques of T-joints of RHS members. In Phase I, the effectiveness of through-wall steel bolts is examined. This is accomplished by controlling the web outward buckling of the chord under the brace axial load. The study examined the effect of the number and pattern of bolts, as well as the web height-to-wall thickness (h/t) ratio of the chord, on strengthening effectiveness. Rectangular 203x76x(3.09, 4.5, and 5.92) mm chord members were tested. The 8 mm diameter steel bolts varied from a single bolt to 15 bolts of various distributions. The joint strength increased by 3.1%, 6.2%, and 29% for chords with (h/t) of 34, 45, and 65, respectively. The number and distribution of bolts had little effect on their effectiveness. In Phase II, similar T-joint specimens were strengthened using adhesively bonded GFRP plates, 9.5 mm thick, of different configurations, and 2 mm thick high-modulus CFRP plates of equivalent stiffness. It was shown that strength gain increases significantly, from 9% to 38%, as (h/t) ratio of the HSS chord increases from 34 to 65. In thin-walled HSS (h/t = 65), retrofitting provided significant gains in strength but not in ductility. In thick-walled HSS (h/t = 34), retrofitting provided little strength gain, but enhanced ductility, especially with properly bonded plates extending on the brace. Generally, plates fractured under local bending or delaminated within plate layers while bond was fully intact. In Phase III, selected configurations of the two retrofitting methods were used in additional T-joints with chord (h/t) ratio of 65, to study their effectiveness in presence of axial compression load in the chord. Two sustained load levels were induced in the chord, representing 45% and 80% of its full axial capacity. The transverse brace load was then gradually increased to failure. The through-wall steel bolts increased the joint capacity by 13% to 25%, depending on the chord’s axial load level, while the bonded GFRP plate increased the capacity by 38 to 46%. / Thesis (Master, Civil Engineering) -- Queen's University, 2012-09-28 12:40:44.479

Sandwich panels produced by Isolamin AB are comprised of a core, such as polyurethane or mineral wool that is attached between two steel plates. The problem that the thesis attempts to solve is whether a flat profiled sandwich panel of 1mm can withstand loads from 3-storey modular house. To solve this problem investigation in other forms of buckling behaviour will be done. This investigation will be carried out through experimentation, finite element modelling and calculations to find resistance values. Ultimately, these results will be analysed and examined and prove if the sandwich panel with 1mm steel plate is able to withstand a 3-storey modular house.

The 1999 AISC Specification for Structural Steel Buildings establishes two design equations for the web crippling limit state at the supports. However, investigators have suggested that the basis of these equations, which is based on an assumed collapse mechanism, is conservative especially for long bearing lengths. Most of the experimental studies conducted to validate those formulas have considered short span lengths and relatively small bearing-to-depth ratios. Therefore, a further investigation of the web crippling capacity of W-shape steel beams for larger span lengths and larger bearing-to-length ratios was undertaken. The primary objective of this study is to analytically investigate the web crippling strength of W-shape steel beams for large bearing-to-depth ratios on large span beams, and to compare the results with the 1999 AISC LRFD web crippling design equation (K1-5b). The web crippling strength of W-shape steel beams was investigated by means of the finite element technique. The commercial finite element package ANSYS 6.0 was used to model the steel beams. Material nonlinearities, large deformation effects and initial geometric imperfections were taken into account in the finite element models. The validation results shown that the finite element models closely predicted the ultimate load and web crippling failure mode shape of the tested beams. Conclusions based on the predictions of the finite element analyses and the current 1999 AISC end web crippling design equation (K1-5b) are presented in the study. / Master of Science

The main objective of this research is to extend the “Direct strength method” for determining the web crippling strength of cold-formed steel C and Z sections subjected to End one flange loading and Interior one flange loading conditions. Direct strength method is applied for designing the columns and beams earlier. The existing specifications equation for calculating the web crippling strength of cold-formed steels designed by American Institute of Iron and Steel is very old method and it is based on the extensive experimental investigations conducted at different universities. Calculating the web crippling strength of cold-formed steels using direct strength method is a new technique. In the present research the web crippling strength of cold-formed steels were calculated using Direct Strength Method. The experimental data is collected from the tests that were conducted at different universities. The critical buckling strength of the members were calculated using Abaqus. Microsoft excel is used to generate the equations. The safety and resistance factors for the designed equations were calculated using “Load and resistance factor design” and “Allowable strength design” from North American Cold-Formed Steel Specification, 2012 edition book.

Testing and analysis has been performed on square steel thin-walled tubes fabricated using symmetrically-overlapping U-channels and foam. This research analyzes flange-to-flange attachment, effect of foam in the columns, effect of adhesive stiffness, and influence of steel thickness, as related to the local buckling loads, global buckling loads, and crippling loads. Four 14-foot (4.27 m) foam-filled, thin-walled, galvanized steel columns were manufactured by Novatek, Inc. and tested in axial compression with pinned boundary conditions. For three of the four configurations, the two-piece 4-in. (10.2-cm) square shell surrounded prefabricated polystyrene foam inserts; the fourth column had no foam insert. The column outer shells were composed of two 16-gauge galvanized steel channels with overlapping flanges and the webs on opposite sides of the column. The two adjacent flanges on each side of the columns were adhesively bonded together in all cases. In addition to the adhesive, two columns had either periodic screws or short welds spaced evenly along the length of the columns to delay the onset of flange buckling of the outer channel, and potentially increase the compression strength. The other two columns had adhesive only bonding the flanges, one of which had no foam filler. The various configurations all exhibited similar compression strengths. Failure for all columns initiated with local buckling, followed by global buckling and local crippling, which occurred simultaneously. The method of flange attachment, the effect of the foam in the columns, and flange thicknesses were isolated and analyzed using mechanics-based analysis, parametric studies, and finite element analysis. The results show the ideal spacing of screws or short-welds, if used, is less than or equal to 5 in (12.7 cm) for the given column length. This increases the local buckling load to the Euler buckling load and preserves the original shape of the cross-section. The adhesive needs only a tensile strength of approximately 1 ksi (6.4 kPa) to prevent local buckling for any spacing of screws or short-welds, but needs to be applied uniformly (much of the adhesive in the column tests had been scraped off of the flanges during assembly). The results also show that foam core does not increase the Euler buckling load, but does increase the crippling load by delaying inward buckling of the column webs and flanges. Using foam with the given stiffness and a yield strength of 50 psi (345 kPa), uniform foam-to-steel bonding could increase the crippling strength up to 21% even without adhesive between the flanges. Using adhesive with the given stiffness between the flanges could increase the crippling strength by up to 63% without foam. The crippling strength could increase up to 72% if both adhesive between the flanges and a foam insert are used.

The AISI (1996) Specification for the Design of Cold-Formed Steel Structural Members provisions for web-crippling are believed to be conservative for multi-web deck sections. They are based on unfastened specimens and are limited to the use of decks with certain geometric parameters. The unified web crippling equation of the North American (2002) Specification for the Design of Cold-Formed Steel Structural Members (adopted from Canadian S136-94 Specification) is also limited to certain geometric parameters. Although it has new web crippling coefficients for different load cases and different end conditions, in the End One Flange (EOF) loading case, coefficients for the unfastened configuration were used as a conservative solution for the fastened case because there was no directly applicable test data available in the literature. This thesis presents the results of an experimental study on web-crippling strength of multiple-web cold-formed steel deck sections subjected to End One Flange (EOF) loading. Seventy-eight tests were conducted at Virginia Tech. Test specimens lying inside and outside of certain geometric parameters of the specifications were tested with both unrestrained and restrained end conditions. Test specimens lying inside the specification parameters have revealed conservative results in the prediction of web crippling capacity using both AISI (1996) and North American (2002) equations. Using the unified web-crippling equation of North American Specification, a nonlinear regression analysis was performed to update the unfastened case coefficients and derive new fastened case coefficients. Also, the calibration of these coefficients is done for both Canadian S136 (1994) and AISI (1996) specifications. / Master of Science

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Virtuální realita je v současné době využívána nejen pro zábavu, ale i pro práci a sociální interakci, kde má soukromí a důvěrnost informací vysokou prioritu. Avšak bohužel, bezpečnostní opatření uplatňovaná dodavateli softwaru často nejsou dostačující. Tato práce přináší rozsáhlou bezpečnostní analýzu populární aplikace Bigscreen pro virtuální realitu, která má více než 500 000 uživatelů. Byly využity techniky analýzy síťového provozu, penetračního testování, reverzního inženýrství a dokonce i metody pro application crippling. Výzkum vedl k odhalení kritických zranitelností, které přímo narušovaly soukromí uživatelů a umožnily útočníkovi plně převzít kontrolu nad počítačem oběti. Nalezené bezpečnostní chyby umožnily distribuci škodlivého softwaru a vytvoření botnetu pomocí počítačového červa šířícího se ve virtuálních prostředích. Byl vytvořen nový kybernetický útok ve virtální realitě nazvaný Man-in-the-Room. Dále byla objevena bezpečnostní chyba v Unity engine. Zodpovědné nahlášení objevených chyb pomohlo zmírnit rizika pro více než půl milionu uživatelů aplikace Bigscreen a uživatele všech dotčených aplikací v Unity po celém světě.