Search results

(1) (2) According to the actual project, the data of the pile is shown in Table 1.
Data of the pile Category Intensity Quantity Longitudinal bar HRB400 725 Stirrup HRB300 10@100 Concrete C30 Diameter of pile 600mm The ultimate loading capacity of piles with no buried pipes is listed in Table 2.
In Table 3, the reduction and the reduction percentage of Acor with single u pipe and with double u pipe are listed.
Reduction of Acor with different buried pipe Buried pipe diameter (mm) reduction of Acor with single u pipe (mm2) reduction of Acor with double u pipe (mm2) 20 628 1257 25 982 1963 40 2513 5027 50 3927 7854 Buried pipe diameter (mm) reduction percentage of Acor with single u pipe (mm2) reduction percentage of Acor with single u pipe (mm2) 20 0.22% 0.44% 25 0.35% 0.69% 40 0.89% 1.78% 50 1.39% 2.78% Table 4.
According to the calculation, the reduction of inertia moment of the Double u-shape buried pipe is less than 1%.

And the data simulation is good and help to solve practical problems The most distinguishing feature of skew girder bridge is bend torsion coupling effect, cause across the bending moment is smaller than corresponding orthogonal box girder bending moment, which makes the same span of skew girder bridge longitudinal bending moment is smaller than that of positive girder bridge, while the torque larger than the positive bridge.
The skew angle is 45 °, the maximum stress reduction rate of 48%, 16% minimum stress is reduced, the rate of reduction of stress between 16% ~ 48%; skew angle of 30 °, the maximum stress reduction rate 39%, smallest stress reduced rate of 5%, the stress decrease rate is between 5% ~ 39%, Oblique angle is 15 °,the maximum stress decreases at a rate of 33%, the smallest stress reduced rate of 4%, the stress decrease rate is between 4% ~ 33%.
Skew is 60 °, the maximum stress reduction rate of 56%, 23% minimum stress is reduced, the effective stress reduction rate calculated base points between 23% to 56%.
The skew angle is 45 °, the maximum stress reduction rate of 21%, the minimum stress reduction was 15%, the stress reduction ratio between 15% ~ 21%; skew angle of 30 °, the maximum stress reduction rate 15%, 11% of the minimum stress is reduced, the stress reduction ratio between 11% to 15%; skew angle of 15 °, the maximum stress reduction rate of 12%, 9% minimum stress reduction stress reduction ratio between 9% to 12%.As shown in figure 6 for caculating point stress under different oblique angle of draw the curve of different oblique angle can be seen, from the curve can be more intuitive for cross section of stress influence law and their respective features.
The determination of stress coefficient of oblique By analyzing these data, it is obvious that the conditions under skew, the stress value corresponding points across the cross-section must be less than the orthogonal supported.

It indicates that the fatigue design by analysis for the piping should be based appropriately on the welded joint data.
The curves were constructed with reduction factors (RFs) of 20 on cycles and 2 on stress to the best-fit curve of test data.
After tests, test radial εa-N data were also converted into axial εa-N data by Eq. (1).
And then, the axial εa-N data were further delivered as cyclic Sa-N data by Langer's definition Sa=εa⋅E' (2) Probabilistic Modeling Random Cyclic Constitutions.
Typical probabilistic curves at C=50% are given in Fig. 7.The scattered test data has been well modelled.

No redundant data are introduced.
So we use parallel reduction which can cut half of the data each time.
The original frame data are loaded macroblock by macroblock, but the reference frame data are loaded search window by search window.
The data reloading cost is high.
OD= (GN−1)＊SWH＊RFW OD is the Overlapping data.

The factors have been varied according to the data elicited from the literature review which shown that the most influential factor x1 is the value of the relative span of the section а/h0, which was varied at three levels: а = h0, 2h0 and 3h0.
Fig. 1 Patterns of strengthening the lower tensioned zones and support areas of the damaged r.c. beams of 3rd series with large (a), medium (b) and small (c) shear spans The results of processing the obtained test data of the first, third and fifth series, removal of the insignificant coefficients and re-calculation of the remaining coefficients enabled, with the use of COMPEX software developed under guidance of Professor V.A.
Due to reduction of plastic deformations the accumulation process of residual deformations in the support zone at stable level of low-cycle transverse loading fades gradually.
Application of the mathematical theory of planning, adopted plan and levels of changing design factors and external impact factors make it possible to apply a system approach to analyse the events and compare the obtained data. 2.
Owing to the adopted methodology new experimental data was obtained in order to essentially specify physical models reflecting behaviour of oblique sections of the span r.c. structures subject to high-level low-cycle repeated loading which resulted in description for the first time of the system impact of the shear span а/h0, concrete grade C, transverse reinforcement coefficient ρsw and level of repeated loading η on crack resistance, deformability and strength of the tested beam samples. 6.

Introduction Although technical papers dealing with the properties of concrete subjected to high temperatures are abundant, there are much difference among the data in the literature, on the residual strengths of concrete after sustained elevated temperature exposure, depending on concrete materials, mixture proportion, age and term of exposure, water evaporation, besides the exposure temperatures.
The test data shown in Figure.2 indicated rather a different tendency from those obtained in past literature.
Concrete with high-early strength portland cement and, medium-heat portland cement indicated the minimal point at 50℃ showing 15 to 20% reduction and maximal point at 80℃, showing 5% reduction, while concrete with normal portland showed 15% reduction at 20 and 50℃ and smaller reduction at 80 and 110℃.
Concrete with fly-ash cement and medium-heat portland cement indicated rather smaller strength reduction after exposure to 300℃, while concrete with blast-furnace slag cement indicated greater strength reduction at 300℃.
The contradictory data obtained in this experiment to the data in the series.1 experiment could be due to that the age before elevated temperature exposure or due to the possible change in properties of normal portland cement.

Methodology The methodology we used in this study draws on data envelopment analysis (DEA).
The reason for selecting only ten firms is data availability during the review period 2014–2018.
Table 1 illustrates the data set we used in our study (the full data set is present in Table A1 in the Appendix).
However, it should be noted that VW emissions data were allegedly manipulated during the review period [33] Hence, the validity of these data is questionable.
In Handbook on data envelopment analysis, Springer, Boston, MA, 2011, pp. 273-295

Comparing with the coefficient of stress relaxation from the experiment, it was found that the theoretical stress relaxation results were similar to the experimental data.
The results indicated that the mean-square radius of gyration decreased with reduction of temperature, which corresponded to the typical viscoelasticity stress relaxation behaviors of polymers.
It is confirmed that the variation of mean-square radius can be used to quantitatively describe the stress relaxation of rubber system and a good agreement between the theoretical curves with the experimental data can be obtained from MD simulation.
The reason of stress relaxation is the inner stress of polymer reduces as time goes by in condition of temperature and deformation. [2] Traditional researches showed that the conformation rearrangement of molecule results in the stress reduction. [3] Through the stress relaxation study microstructure of elastomer material was studied and the properties could be predicted and evaluated. [4] The physical properties of polymer materials depend crucially on the molecular parameters, such as the average molecular weight, the mean square end-to-end distance and the mean square radius of gyration and so on.
And the correlation was in accord with the experiment data of stress relaxation coefficients.

At 300ºC, the drain current of the cascode switch is 21.4% of its 25ºC value, which agrees well with the reduction of the 4H-SiC electron mobility with temperature.
This agrees well with the measured reduction in VJFET built-in potential.
Finally, the reduction in cascode transconductance with temperature follows that of the theoretical 4H-SiC electron mobility.
The cascode's specific on-state resistance is extracted from the data of Fig. 3 at Vds = 0.5 V, and is plotted as a function of temperature on the left axis of the graph of Fig. 4.
The cascode's gate-junction built-in potential variation with temperature is extracted from a linear regression of the data of Fig. 2, and plotted on the right axis of the graph of Fig. 6.

The current CFD model had adopted a chemical percolation devolatilization (CPD) model and been validated by comparing the simulated results with the experimental data.
Then, due to the reduction of NO by the char, the average NO concentrations reduce gradually.
At the same time, the reduction atmosphere is enhanced, reducing more NO formed.
Then, due to the reduction of NO by the char, the average NO concentrations reduce gradually.
The simulated results, such as the carbon content in fly ash, NO and oxygen concentrations in flue gas at the furnace exit, have been compared with the experimental data to validate the established CFD model.