We present a DC link matrix configuration for the hydraulic-based wave energy converters (WECs) working in array. The feasibility study is made to addressing important issues in the power security and power stability of the WECs’s DC link network. The electrical models of the proposed matrix bridgeconfiguration were developed in MATLAB/Simulink environment to test the ability of the network for power aggregation among WECs. The simulation results is observed where the proposed configuration has demonstrated its effectiveness in providing power flow path which is needed for the stability and security of the interconnected networks.
The HP 501 supports cloning the MAC address of a single connected wired device, thereby minimizing the impact on the network configuration when the device is converted to wireless. MAC cloning is useful when the upstream AP does not accept requests for more than one IP address per wireless MAC address. It also allows remote devices upstream to access the connected wired device by its MAC address. MAC cloning renders the HP 501 transparent on the wireless network, as it adopts the connected device’s MAC address for all communication with the upstream AP.
Once you have decided the type of strain you intend to measure (axial or bending), other considerations include sensitivity, cost, and operating conditions. For the same strain gauge, changing the bridgeconfiguration can improve its sensitivity to strain. For example, the full-bridge type I configuration is four times more sensitive than the quarter- bridge type I configuration. However, full-bridge type I requires three more strain gauges than quarter-bridge type I. It also requires access to both sides of the gauged structure. Additionally, full-bridge strain gauges are significantly more expensive than half-bridge and quarter- bridge gauges.
The L298 integrates two power output stages (A ; B). The power output stage is a bridgeconfiguration and its outputs can drive an inductive load in com- mon or differenzial mode, depending on the state of the inputs. The current that flows through the load comes out from the bridge at the sense output : an external resistor (R SA ; R SB .) allows to detect the in-
The evaluation and design of concrete bridges in large part depend on the transverse distribution characteristics of the live load carried and the service level. The live load distribution for continuous concrete multicell box-girder bridges varies according to bridgeconfiguration, so when designing such bridges, it is important to determine the maximum negative stress at the piers, the midspan positive (tensile) stress and the deflection of the bridge when subjected to live loads. This paper reports an extensive parametric study to determine the maximum stress, deflection, and moment distribution factors for two span multicell box-girder bridges based on a finite element analysis of 120 representative numerical model bridges. Bridge parameters were selected to extend the parameters and ranges of current live load distribution factors defined by AASHTO LRFD specifications. The results indicate that the span length, number of boxes, and the number of lanes all significantly affect the positive (tensile) and the negative (compression) stress distribution factors. A set of equations proposed to describe the behavior of such bridges under AASHTO LRFD live loads yielded results that agreed closely with the numerically derived results for the stress and deflection distribu- tion factors.
Before installing UniPrint in a failover cluster, ensure that your cluster is correctly set up and working properly. The following instructions are intended for Windows Server 2008 and Windows Server 2008 R2 only. If you have a different version of Windows Server deployed, refer to the chapter that is intended for the specified Windows version in your environment. If you plan to create both a UniPrint Bridge cluster and a UniPrint Print Server cluster, start by installing and configuring the UniPrint Bridge cluster first. Take note of the cluster IP address of the UniPrint Bridge cluster. While installing UniPrint Print Server on the individual nodes, enter the UniPrint Bridge cluster IP address in the UniPrint BridgeConfiguration dialog box, instead of the IP addresses of the individual Bridge nodes.
existing concrete bridge abutments along with some existing fill were left in place as GRS facing. The existing soil under the proposed new footing location was excavated and replaced with GRS fill material. Sheet piling was installed on the excavation sides as scour protection for GRS fill material. Soil borings, in situ testing, laboratory testing to characterize the foundation soils and GRS fill material, and instrumentation installation was conducted at this bridge site. The instrumentation included installing inclinometers and piezometers in the ground, and semiconductor and vibrating wire EPCs in the GRS fill material and under the footing. In situ tests involved conducting nuclear density tests and LWD tests on GRS fill materials, bridge LL tests with a loaded test truck monitoring bridge deflections and stresses in the GRS fill material, and bridge abutment settlement monitoring. Laboratory tests were conducted on the GRS fill material to characterize its shear strength properties using direct shear and CD triaxial tests on material with and without geosynthetic reinforcement. In addition, repeated load cyclic triaxial tests were conducted on material with and without geosynthetic reinforcement to evaluate differences in their permanent deformation characteristics. Key findings and conclusions from laboratory testing on GRS fill material, field testing and in ground instrumentation, and analysis of the test results and instrumentation data are as follows:
This motherboard provides four 240-pin DDR3 (Double Data Rate 3) DIMM slots, and supports Dual Channel Memory Technology. For dual channel configuration, you always need to install identical (the same brand, speed, size and chip- type) DDR3 DIMM pair in the slots of the same color. In other words, you have to install identical DDR3 DIMM pair in Dual Channel A (DDR3_A1 and DDR3_B1; Blue slots; see p.12 No.9) or identical DDR3 DIMM pair in Dual Channel B (DDR3_A2 and DDR3_B2; White slots; see p.12 No.10), so that Dual Channel Memory Technology can be activated. This motherboard also allows you to install four DDR3 DIMMs for dual channel configuration, and please install iden- tical DDR3 DIMMs in all four slots. You may refer to the Dual Channel Memory Configuration Table below.
3) Yong-sheng Song et. al. (2016)  Examined Using hypothetical displaying joined with checking information, the ordinary dynamic and static practices of a consistent steel support curve railroad connect are assessed. The dynamic conduct includes an effect factor prompted by the activity of running trains, and the static conduct alludes to hub bowing execution and the pressure dissemination among various planes of the bracket. The transverse position, length and speed of running trains are acquainted with direct an investigation of their impacts on the dynamic and static practices of the scaffold superstructure. An auxiliary security assessment is likewise led by examination with the arrangements prescribed by configuration codes and by investigation of outright pressure. It is inferred that three sorts of individuals present diverse unique practices and that the estimation of the effect factor for harmonies B surpasses the arrangement prescribed by the structure codes. Harmonies C present the best proportion of twisting pressure versus hub stretch. A lopsidedness of stress circulation exists among the three planes of the bracket, and the thing that matters is the littlest when trains keep running along the center railroads. Since the train-instigated pressure is impressively lower, the dynamic and static exhibitions of the extension are inside the extent of wellbeing.
One common mistake is that the default bridge forwarding delay setting is 30 seconds. This means that for the first 30 seconds after an interface joins a bridge, it won't send anything. This is because if the bridge is being used in a complex topology, it needs to discover other bridges and not create loops. This problem was one of the reasons for the creation of Rapid Spanning Tree Protocol (RSTP).
The Shirasawa Bridge that has a span of 50 m was also constructed in Japan using supported formwork (Figure 7). The unique feature of this bridge is that, it has a horizontal curvature with a radius of 250 m. The presence of horizontal curvature influences the overall behaviour and torsional deformation of the structure, which need appropriate analysis and design. Another feature of this bridge is that “perforbond” connection was adopted for the first time in Japan to connect the steel web and lower flange of concrete slab. The Kogawauchi-gawa Bridge with a length of 160 m was constructed by the cantilever lunching method. Painted steel plates were used for the web. The connection between steel and concrete was by means of angle dowels, which is the main feature of this bridge. The above examples illustrate by the use of external post-tensioning how composite bridges can be designed to enhance better performance by effective use of materials such as steel and concrete.
active, semi-active, and hybrid control solutions have been deployed in full-scale bridge applications (Table 1, based on Ref. , and additional data collected by the authors). This fact can be predominantly attributed to the reluctance of designers and the construction industry to adopt new technologies which, in many cases, infer high capital and maintenance cost. Nevertheless, the socioeconomic consequences of earthquake damage to bridges can be grave (human casualties, emergency response operation interruption, long-term economic cost due to the need for alternative transportation routes during repair, retrofit, or replacement), while the performance of bridges during recent strong earthquakes was found to be not fully satisfactory (e.g. Maule, Chile 2010 7 ), and the size of the bridge stock exposed to
unequal separation at anaphase I (Fig.1-f), disturbed polarity at anaphase II (Fig.1-g), multivalent formation at metaphase (Fig.1-h), scattering at metaphase (Fig.1-i) and different types of chromosomal bridges (Fig.2 a-i). Percentages of different types of chromosomal aberrations have been shown in table-1. Pollen mother cells observed at anaphase exhibited abnormalities such as bridges, laggards, disturbed polarity etc. However, pollen mother cells at telophase exhibited only bridges. Chromosomal bridges were found to be most prevalent aberrations among anaphase and telophase stages of meiosis. The percentage of bridges observed during anaphase of 3 hr dose was 5.47% while it was only 3.94% at 7 hr dose of treatment. Similar results were obtained in case of telophasic bridges as shown in Table-1. The frequency and spectrum of different types of anaphasic and telophasic bridges were also scored and it was found that anaphasic bridges were more prevalent than telophasic bridges. Pollen mother cells at anaphase I exhibited 8 different types of variations in chromosomal bridges viz. single bridge, incomplete bridge, diagonal bridge, bridges with laggard, lateral single bridge, double bridge, lateral double bridge and multiple bridges, while, pollen mother cells at telophase I exhibited only two types of bridge variations i.e. single bridge and incomplete bridge. Different types of anaphasic and telophasic bridge variations have been shown in table-2 and Fig.2a-i. Present study indicated that the 3hr dose of EMS is most effective and efficient for induction of chromosomal bridge variations at anaphasic and telophasic stages of pollen mother cells of Sesbania cannabina.
A bridge or flyover is a structure having a minimum total length of above 6 meters between the inner face of walls for carrying traffic or other moving loads, a bridge or flyover can defined as a including supports erected over a inclination or obstruction, such as water, channel, highway, or railway, and having a passageway or track for carrying traffic or other moving loads, bridges are classified in to two types such as minor and major bridges, minor bridges are bridges having a total length of up to 60 meters, and major bridges are bridges having a total length of above 60 meters.
We observed differences in the starting posture (i.e. relative position and orientation) of key structures between open and closed mouth protrusions. Whereas gape, for example, begins with the same value in open and closed protrusions and simply does not increase as much (i.e. does not show as high a magnitude of movement) in closed mouth protrusions, the maxillary bridge is in a different posture at the beginning of closed versus open mouth protrusion events (Fig.6). In open mouth protrusions, the bridge starts at a position 7mm ventral to the defined anterior–posterior axis of the skull, while during closed mouth protrusions, the sequence begins with a more ventral posture – 12mm ventral in the same coordinate system. Regressions of this bridge translation with kinethmoid rotation show identical slopes between protrusion behaviors but significantly different intercepts (Fig.7A,B). A similar pattern is observed in the position of the anterior tip of the premaxilla in the same coordinate system: the premaxilla begins the protrusion event Table 3. Coordination, flexibility and stereotypy (sensu Wainwright et al., 2008) of skeletal movements in this study
Abstract—The Korea Institute of Construction Technology (KICT) developed the K-slip form system by improving radically the previous slip form system for the erection of the tapered concrete pylon of super long span bridge. This innovative K-slip form system adopts the latest tapered slip form design technology using BIM, lightweight GFRP module favoring the early strength development of concrete owing to its outstanding insulation, electromotive spindle for the sectional adjustment, estimation system of concrete strength using ultrasonic wave, remote control system of the hydraulic jacks for the raising of slip form, and GPS-based configuration management system. A 10 m-high concrete pylon was erected successfully within 5 days using the K-slip form system as a mockup test. This paper focuses on the KICT Integrated Configuration Control System (KICS) developed for the configuration management of the tapered concrete pylon during its erection. The performance and applicability of KICS are validated through comparison of the measurement results provided simultaneously by the GPS-based KICS and the monitoring system traditionally adopted on site.