Virtual Plastic Surgery Software 1.0 Crack: Why You Should Avoid It and What to Do Instead

The VPSS is a simple to use, yet powerful photo warping software that will let you modify photos to simulate virtual plastic surgery results on anyone's face and body. With Virtual Plastic Surgery Software, in minutes you will be producing photo realistic virtual plastic surgeries.As a specific purpose software, we developed a custom and convenient interface more suited for virtual plastic surgery simulation than anything you will find on general purpose, thousand dollars traditional software suits.Virtual Plastic Surgery Software is popular among plastic surgeons who want to discuss surgery outcome with their patients, plastic surgery candidates who want to "preview" the potential results of an aesthetic surgery , social network participants who want to improve their appearance, and people who want to have fun warping photos of faces, bodies, celebrities and pets in a caricaturist fashion.

Here are some key features of "Virtual Plastic Surgery Software VPSS": Photo realistic warping tools:The VPSS tools will let you perform all kind of virtual plastic surgeries on your own photos. Tools can be used in combination, which means you can grow and drag a same surface for example. Reconstruct tool:This tool will progressively revert the selected image portion to its original state.This tool can be handy to revert only a part of an image to its original state, so you can keep your modifications on the rest of an image. Undo, resetWe placed easily accessible full reset and last action undo icons on the software interface, to rapidly cancel your actions. Tabbed interface:The tabbed interface allows you to easily switch between original image, modified image, or a combination of both. Zoom and scrolling are synchronized between before and after tabs, and between the combined views. Drawings and textThe VPSS allows you to draw on your images: free forms, straight lines, filled or empty geometric shapes and texts. Webcam supportIf you have a webcam installed on your computer, it will be recognized by the VPSS, and you will be able to capture image from your webcam right into the VPSS. Smart image savingWhen you decide to save your work, the VPSS will create a folder containing: the original image, the modified image, and a combination of both. You are able to keep original image size, or define your own size while saving. Here is the content of the saved folder. Click on the images to see real size versions. Notice how the result is realistic and smooth. Watermark SupportWatermarks are text that will appear over your saved combined image. There are 3 watermark zones : Top left corner (default is text "Before"), Top right corner (default is text "After"), and middle bottom (default is empty). You can put any short text you want in the watermarks setting fields. Fast loadingWhy wait 40 seconds for your software to load, when all you want to do are virtual plastic surgery warpings ? Our specific software loads fast and is packed with the right tools to do the job.Virtual Plastic Surgery Software - VPSS 1.0 Requirements:

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This paper presents two tests of -in. diameter cast-in anchors embedded in the plastic hinge zone of reinforced concrete columns. Design codes,such as ACI 318-11, do not allow concrete anchors in concrete that could be substantially damaged during an earthquake unless special reinforcement isprovided. Recent studies have concluded that key role of anchor reinforcement, in addition to carrying the forces from the anchors, is to protect concretearound the anchors from splitting, breaking out, and crushing. The anchor reinforcement in this study was designed according to the recommendation.The column specimens were subjected to quasi-static cyclic loading before the test anchors were loaded in tension. Ductile steel fracture was achievedin both test anchors despite cracks and concrete spalling occurred to the concrete within the plastic hinge zones.

Cast-in concrete anchors and headed studs, embedded inconcrete, are used to connect structural steel members andconcrete. Typical embedded connections include brace-columnconnections and girder-wall connections. Such connections area critical component in composite construction between steeland concrete members, affecting structural performance duringearthquake events. For example, shake table tests of structuremodels have shown that the embedded connections are susceptibleto damage in earthquakes, which in turn disturbs the desiredstructural performance [1,2]. Typical failure modes for cast-inanchors in tension are anchor steel failure and concrete breakoutfailure. Anchor steel failure is caused by fracture of an anchor shaftin tension while concrete breakout failure is marked by a concretecone broken away from the base concrete, in which the connectionis located. Concrete breakout failure occurs when anchors arelocated close to an edge or with a small embedment depth.Concrete breakout is a brittle failure mode and thus not preferredfor anchor connections in seismic zones [3]. The well-establisheddesign procedures for concrete anchors, such as those stipulatedin ACI 318-11, do not apply to the anchors installed in plastic hingezones. This is because the concrete in plastic hinge zones likelydevelops substantial damaged during an earthquake while thedesign procedures are based on experimental tests of anchors inconcrete that is not stressed/cracked.

Modern design of concrete structures allows the developmentof plastic hinges at beam ends column bases in moderate or highseismic zones [5]. The concrete in plastic hinge zones is expectedto experience extensive inelastic deformation, including concretecracking and crushing. Meanwhile, the current building codes anddesign guidelines for concrete anchors are based on experimentaltests of anchors installed in concrete that experiences controlledminor damage [6-8]; hence the existing design equations cannotbe used for anchors in plastic hinge zones. A brief review of thestudies of anchors in damaged/cracked concrete is provided belowfollowed by a review of existing anchor reinforcement designs.

The preformed cracks used in the above studies do notrepresent well the concrete condition in the plastic hinge zones. Ananalysis performed by Hoehler [14] indicates that a crack around1.0mm [0.04 in.] wide is likely the maximum crack experiencedby reinforced concrete flexural members outside the plastic hingezones. As a part of the study, Hoehler [14] also conducted tests toinvestigate the impact of crack opening-closing caused by seismicaction on concrete members. The resultant crack movement testhas been specified as an acceptance test for post-installed anchors[15].

Petersen et al. [4] stressed the necessity of crack-controllingreinforcement crossing all possible splitting cracks. Consideringthe load transfer from the anchor head to the load-carryingreinforcement: a strut-and-tie model can be established withthe struts conservatively assumed from the anchor head to theoutmost load-carrying stirrups. The rest of the crack-controllingreinforcement can be determined considering the load transferfrom the load-carrying reinforcement to the rest of the structure.All crack-controlling reinforcement was suggested to beproportioned using a stress of 0.6fy, , and implemented using smalldiameter bars evenly distributed with a small and practical spacingin two orthogonal directions. The above recommended anchorreinforcement has been verified using the tensile tests of anchorsembedded in undamaged concrete. This paper presents the testsof anchors with the recommended anchor reinforcement insignificantly damaged concrete. A total of three reinforced concrete(RC) columns were used for the single anchors in plastic hingezones, and the results of two tests are discussed as follows.

The test anchor was installed 203mm [8 in.] above the base block.The length of the plastic hinge zone was assumed as 0.46m [18 in.](that is 1.5 times the column section height), as shown by shadedregion in Figure 3. The anchor position was selected assuming acrack spacing of 51mm [2 in.] such that a major flexural crack wouldpass through the test anchor if the anchor reinforcement were notprovided. The design of the anchor tension reinforcement usingstrut-and-tie models is illustrated in Figure 4. The required anchorreinforcement for the 19-mm [-in.] anchors in tension was foundto be 4.7cm2 [0.73 in.2], following the design method shown in theprevious section. Two No. 4 ties (with four stirrups legs parallel tothe anchor as the load-carrying reinforcement) were provided: onelocated 51mm [2 in.] above the test anchor and the other belowthe anchor, as shown in Figure 3. The stirrup legs, used as the loadcarrying reinforcement, were located about 127mm [5 in.] (0.6hef)from the test anchor, within the above recommended effectiverange (1.0hef); however, breakout cracks were expected becausethe load-carrying bars were not placed next to the test anchor asrecommended by Petersen et al. [4] due to space limitation. 2ff7e9595c