How Final DCP Can Save You Time and Money on DCP Creation and Delivery
Open PassDCP is a free utility software for you to crack various video capture devices or video recorders and strip the HDCP protection from the devices, allowing the devices to bypass the HDCP protection and record the videos. It supports a variety of brands of video capture devices and standalone video recorders, easy to use and completely free. Up to now, Open PassDCP has supported to crack ClonerAlliance products and remove HDCP protection from them. With the development of the next version, Open PassDCP will support more brands and manufacturers.
Final Dcp Crack
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Joint/Crack Filler is a moisture-tolerant, 2-component sealant, designed to fill cracks and saw cuts in concrete slabs, prior to patching underlayments and/or moisture mitigation solutions. Joint/Crack Filler was designed for fast curing and easy cutting in less than 60 minutes and avoid the need to sand the joint. It is designed to work between 14F (-10ºC) and 95F (35ºC) with only minimal impact on cure rate.
Adjusted pre-tax income for refining was $1.6 billion in the fourth quarter, compared with adjusted pre-tax income of $2.9 billion in the third quarter. The decrease was due primarily to lower realized margins. Realized margins declined to $19.73/bbl in the fourth quarter from $26.87/bbl in the third quarter mainly due to lower market crack spreads and clean product differentials. The global market crack spread, excluding RIN costs, decreased to $23.58/bbl in the fourth quarter from $28.18/bbl in the third quarter. Pre-tax turnaround costs for the fourth quarter were $236 million. Crude utilization rate was 91% and clean product yield was 86%.
As many as 34,000 homes constructed in northeastern Connecticut between 1983 and 2000 may have concrete foundations containing pyrrhotite and are at risk of cracking or crumbling. Pyrrhotite is an iron sulfide that can be found naturally in aggregates, or rocky materials such as gravel, sand, or stone that are added to cement to make concrete. When iron sulfides are exposed to oxygen and water, a series of chemical reactions convert the iron sulfides into other compounds.
Dicyclopentadiene, abbreviated DCPD, is a chemical compound with formula .mw-parser-output .template-chem2-sudisplay:inline-block;font-size:80%;line-height:1;vertical-align:-0.35em.mw-parser-output .template-chem2-su>spandisplay:block;text-align:left.mw-parser-output sub.template-chem2-subfont-size:80%;vertical-align:-0.35em.mw-parser-output sup.template-chem2-supfont-size:80%;vertical-align:0.65emC10H12. At room temperature, it is a white brittle wax, although lower purity samples can be straw coloured liquids. The pure material smells somewhat of soy wax or camphor, with less pure samples possessing a stronger acrid odor. Its energy density is 10,975 Wh/l.Dicyclopentadiene is a co-produced in large quantities in the steam cracking of naphtha and gas oils to ethylene. The major use is in resins, particularly, unsaturated polyester resins. It is also used in inks, adhesives, and paints.
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Shear Wave Ultrasonic Testing (also known as Circumferential Ultrasonic Testing, or C-UT) is the nondestructive examination technique that most reliably detects longitudinal cracks, longitudinal weld defects, and crack-like defects (such as stress corrosion cracking). Because most crack-like defects are perpendicular to the main stress component (i.e., the hoop stress), UT pulses are injected in a circumferential direction to obtain maximum acoustic response.
Shear Wave UT is categorized as a liquid coupled tool. It uses shear waves generated in the pipe wall by the angular transmission of UT pulses through a liquid coupling medium (oil, water, etc). The angle of incidence is adjusted such that a propagation angle of 45 degrees is obtained in pipeline steel. This technique is appropriate for longitudinal crack inspection.
Each of the in-line inspection tools described above has advantages and disadvantages when it comes to measuring pipe for defects that could affect integrity. In selecting the tools most suitable for in-line inspections, pipeline operators must know the type, thickness and material of the pipe being measured; the types of defects that the pipe might be subject to (e.g., internal corrosion, external corrosion, weld cracks, stress corrosion cracks); and the risk presented by the pipe section being measured.
Methods: An extended palette of qualitative and quantitative fractography is provided, both for in vivo and in vitro fracture surface analyses. As visual support, this guidance document will provide micrographs of typical critical ceramic processing flaws, differentiating between pre- versus post sintering cracks, grinding damage related failures and occlusal contact wear origins and of failures due to surface degradation.
Results: The documentation emphasizes good labeling of crack features, precise indication of the direction of crack propagation (dcp), identification of the fracture origin, the use of fractographic photomontage of critical flaws or flaw labeling on strength data graphics. A compilation of recommendations for specific applications of fractography in Dentistry is also provided.
Objective: The key project objective is to quantify the cracking resistance of high recycled asphalt pavement (RAP) mixtures that considers the use of lower temperature production with warm-mix asphalt (WMA) and recommend any limitations for combining the two technologies.
Approach: Construct and load 10 test pavements with different quantities of RAP, different WMA technologies, and different production temperatures at the Pavement Testing Facility. The relative ranking in fatigue cracking as well as supporting laboratory characterization will guide and generate recommendations.
DescriptionThe current full-scale experiment was built by FHWA in 2013. It contains 10 different test lanes with varying amounts of recycled material content. The objective is to evaluate the fatigue cracking performance of sustainable asphalt materials and mix designs to establish realistic boundaries for high content RAP and reclaimed asphalt shingle (RAS) mixtures employing WMA technologies based on percent binder replacement and binder grade changes. All lanes consist of 100 mm (4 inches) of asphalt concrete (various mixtures), over 560 mm (22 inches) of unbound aggregate base, over the existing subgrade. A line of geotextile separates the base from the subgrade. The base is uniform across the entire paved testing area. The only variable in the current experiment is the surface asphalt concrete mixture.
DescriptionThe current full-scale experiment was built by FHWA in 2016. It contains four different test lanes with the same pavement structure and materials, varying only the compaction level of the asphalt concrete layer. The purpose is to evaluate the impact on rutting and cracking performance of different levels of compaction obtained during construction (field density). All lanes consist of 100 mm (4 inches) of asphalt concrete (same mixture), over 560 mm (22 inches) of unbound aggregate base, over the existing subgrade. A geosynthetic base reinforcement was installed 150 mm (6 inches) from the top of the base layer, within the crushed aggregate base. The experimental design includes two independent variables: the field density of the asphalt concrete layer, and the presence or not of the geosynthetic reinforcement.
The effective loading area includes tire wander (if used in the experiment) and excludes the transitioning zone used to lower and raise the tire. The effective loading area is also the area in which cracking and all performance measures are taken during the loading phase of the experiment. In each lane there are three areas designated for sampling materials for laboratory testing. The detailed view of one typical lane is provided in figure 5.
Pavement performance data is collected routinely at a targeted number of load passes defined by the experiment plan. Usually these include transverse profile, cracking, and rutting as distress measurements. In addition, structural nondestructive testing, using the LWD and PSPA, is performed to evaluate in situ stiffness.
All measurements are recorded in a database. Cracking is registered manually by drawing crack maps. These maps are later digitized for analysis and documentation. Rutting is measured through the laser surface profiler (total rutting only) and also through the rod and lever survey. Aluminum survey plates are installed on the top of aggregate base during the construction. Reference rods are attached to the aluminum plates before testing to measure the permanent deformation on top of base during the ALF loading. Figure 6 shows this layer deformation measurement assembly. The elevation of the top of each reference rod will be recorded with a rod and level. Multiple-Depth Deflectometers (MDDs) can also be installed for multiple layer deformation measurements. Thermocouples are normally installed just outside the effective testing area. They provide temperature readings that trigger the controllers of the heaters to keep the surface layer temperature (usually mid-thickness) at a constant prescribed value. This is particularly important for asphalt concrete testing. Figure 7 illustrates a typical layout for performance measurements.
In addition to cracking and deformation/displacement measurements, embedded gages can be installed for monitoring strain and stress developments within the pavement structure. These devices can be installed anywhere in the structure and are connected to a data acquisition system for periodic monitoring.
The PSPA uses wave propagation techniques to measure fundamental material properties. Waves induced by vibrations are measured by sensors and used to determine the modulus of the top layer. The PSPA can also be used to determine the thickness of the top layer under certain conditions, and defects such as voids, cracks, and zones of deterioration through an impact echo test. The PSPA operates with a laptop computer connected via cable to the hand-carried transducer unit. Two accelerometers and a high frequency source are deployed in the sensor unit, as shown in figure 11. The collection and preliminary reduction of data at one point take less than 15 seconds. Material characterization by PSPA can be conducted on bound pavement layers (like asphalt and concrete) and soil-type materials (e.g., aggregates).