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In 1978, the PV/T solar system concept was proposed by Kern and Russell[1].
The prototype of water PV/T solar test system was shown in figure 1.
Figure.1.
References [1] J.
Agarwall, Study of a hybrid solar system–solar air heater combined with solar cells, Energy Conversion and Management, Vol.31 (1991), p.471–479

f=0.40964(Hz) T=2.441168(s) f=0.42125(Hz) T=2.373887(s) (a) the first order modal of chimney structure (b) the second order modal of chimney structure f=1.677(Hz) T=0.596303(s)) f=1.5548(Hz) T=0.64317(s) (c) the third order modal of chimney structure (d) the fourth order modal of chimney structure Figure 1 The first four order modal of chimney structure Table 1 Chimney structure modal information summary The modal Frequency (Hz) Cycle (s) The modal Frequency (Hz) Cycle (s) The modal Frequency (Hz) Cycle (s) 1 0.40964 2.441168 11 3.3128 0.301859 21 5.1428 0.194447 2 0.42125 2.373887 12 3.5154 0.284463 22 5.1763 0.193188 3 1.5548 0.64317 13 3.5955 0.278125 23 5.3927 0.185436 4 1.677 0.596303 14 3.7603 0.265936 24 5.4718 0.182755 5 2.2636 0.441774 15 4.0838 0.24487 25 5.7944 0.17258 6 2.3938 0.417746 16 4.2724 0.23406 26 5.8793 0.170088 7 2.8955 0.345363 17 4.3184 0.231567 27 6.0793 0.164493 8 3.1025 0.322321 18 4.4093 0.226793 28 6.1958 0.1614 9 3.2322 0.309387 19 4.567
0.218962 29 6.2746 0.159373 10 3.275 0.305344 20 5.0785 0.196909 30 6.4865 0.154166 Table 2 The first four order modal participation factor Modal order time The X direction Y direction The Z direction 1 1.6011 0.68006 0.00131 2 -0.65140 1.5702 -0.0033 3 -1.6274 0.13361 -0.01402 4 -0.076582 -1.4234 0.01167 Above participation coefficient reflects the dominant mode of degrees of freedom.
Table 3 Chimney performance points corresponding structural response Lateral load patterns the bottom shear force (N) Vertex displacement (mm) Maximum interlayer displacement Angle (%) Location elevation (m) exponential distribution lateral load model 1.43×107 479 0.3113 210 the quality proportion of lateral load model 2.21×107 650 0.3879 220 consider to order more modal load model 1.53×107 512 0.3246 200 lateral displacement loading model 1.77×107 545 0.3417 238 Table 3 can be drawn base shear, vertex displacement, inter-story displacement angle response of exponential distribution corresponding performance points were minimal, because the exponential distribution is well considered highly influential; followed by the consideration of higher modes of lateral load and load combinations of the first three modes.
Summary 1 From the modal analysis, to some extent the establishment of longitudinal reinforcement increased the structure stiffness, and reduced the fundamental natural period. 2 The maximum displacement appeared the top of the structure, while the chimney structure achieves the performance points.
Reference [1] FEMA-445.

Wavelet shrinkage using cross-validation, Journal of the Royal Statistical Society, Series B:Methodologica, 58 (1996) 463-479. ], genetic algorithm (GA)[[] Holl and J H.
Take the Gaussian kernel for example, suppose there are kinds of sample set, the step of KPCA feature extraction based on bacterial foraging algorithm are as follows: 1).
In this experiment, 8 accelerometers are configured (s1~s8), as shown in Fig.1.
In this experiment, for each type of bearing states, 150 groups of samples are collected, totally 600 groups, composed of 600 × 8 sample data set, and set up primitive feature libraries 1~3.
Selected feature library 1, feature library 2, feature library 3 as test data set, Set the initial population of bacteria is 50, Convergence Threshold is, optimization space: , Fig. 2 ,Fig.3 and Fig.4 shows all stages of spatial distribution of population in the process of optimization by bacterial foraging algorithm (Not units).

In 1904, German scientist Hulsmeyer was the first to try to use the electromagnetic signal to detect the underground metals[1].
Seen from the overseas engineering practice, radar detecting technology mainly applies to the following fields and exert significant functions:(1) road and bridge detecting: roadbed damage and defect detecting, airport runway detecting, the thickness of highway and tunnel lining detecting, bridge structure detecting, etc. (2) geological exploration: bedrock weathered layer, joint zone and fracture zone distribution. (3) railway detecting: roadbed stratified analysis, roadbed damage and defect detecting, retaining wall detecting, tunnel prediction in advance, tunnel lining thickness detecting, etc. (4) civil works and non-excavation detecting: foundation detecting, underground soil classification and stratified detecting, etc. (5) concrete detecting: concrete thickness detecting, impervious wall detecting, bridge tunnel detecting, pile foundation detecting, hidden object locating in the building, etc. (6) environment detecting: petroleum leakage in gas station, site selection of waste yard
References [1] Yingli LIU.
Non-destructive Testing, 2006, 28(9): 479-484
IEEE Geoscience And Remote Sensing Letters, 2007, 4(1): 88-92

In history, people expounded and proved the rationalization of the existence of them [1-3], worked out the specific configurations of them basing on the principle of minimum free energy and the Curie principle in various cases [1-5], and investigated the dynamics of the movements of domains and domain walls (especially the domain switch) [6-9].
As is known that the equilibrium thermodynamics is strictly tenable only on condition of the thermodynamic limit (1) where is the number of particles and the volume of system, respectively.
References [1] W.
Noll, Comparison of and comments on two thermodynamic approaches (reversible and irreversible) to ferroelectric phase transitions, Phase Transit. 81 (2008) 479-490

The results of antibacterial activity and MICs are presented in Table 1 and Table 2.
IV.Conclusion (1) The total flavones in the roots of Zanthoxylum nitidum (Roxb.)
“Fingerprint analysis of Zanthoxylum nitidum by nonaqueous CE,” Chromatographia, vol68, no. 5/6, pp.475-479,2008 [3] YANG Cheng-hui, CHENG Ming-jen, LEE Shiow-ju, YANG Cheng-wei, CHANG Hsun-shuo, CHEN Ih-sheng.
Chemistry of Natural Compounds, vo45,no. 1, pp.96-97, January 2009
Chemistry of Natural Compounds, vol45, no. 1, pp.45-48, January 2009

Types Plate geometric dimensions(mm) Other dimensions(mm) W A 1-1 Without hole =350 =338 =2 —— —— —— 2-1 With hole =3.2 —— —— 3-1 Notch(H=3.0) =3.2,H=3.0,L=7.28 1.875 4.55 4-1 Notch(H=4.4) =3.2,H=4.4,L=7.28 2.75 4.55 5-1 Notch(H=4.6) =3.2,H=4.6,L=7.28 2.875 4.55 6-1 Notch(H=4.8) =3.2,H=4.8,L=7.28 3.0 4.55 7-1 Notch(H=5.2) =3.2,H=5.2,L=7.28 3.25 4.55 8-1 Notch(H=6.0) =3.2,H=6.0,L=7.28 3.75 4.55 Table 4 Calculated results of the models with different notch depth No.
(MPa) C6 C12 (MPa) (MPa) Ux(mm) 1-1 273 273 273 0.453 2-1 1186 945 1186 1140 0.465 3-1 514 590 590 570 0.495 4-1 252 427 427 416 0.526 5-1 221 405 405 398 0.532 6-1 188 384 399 399 0.538 7-1 124 339 408 408 0.552 8-1 9 255 430 430 0.585 It can be seen from table 4 that the circumferential stress of the plate without a hole is very low, the maximum value is only 273MPa, but when the pin hole is drilled, the stress at 6 o’clock has reached to 1186MPa which is about 4.34 times to the model without a hole.
The contour plots for stress results of two typical groups (No. 2-1 and No. 8-1) are shown in Fig. 3.
(MPa) C6 C12 (MPa) (MPa) Ux(mm) 1-1 273 273 273 0.453 2-1 1186 945 1186 1140 0.465 3-2 477 756 756 738 0.473 3-3 479 618 618 597 0.484 3-4 514 590 590 570 0.495 3-5 560 610 610 590 0.512 3-6 631 652 652 634 0.524 Conclusions A design method for reducing the stress around holes has been developed in this paper, it is not essential for this method to redesign the integral structure, and the effects of stress concentration features are greatly reduced, conclusions are obtained as follows: (1) The comparative analyses of different models have shown that it is possible to reduce the local stress around the pin hole by designing an intended-cut notch on the flange of disc
References [1] W.Z.

As shown in figure 1 to figure 4.
Calculation equation of the mass point and mass center of structures: (1) Calculation equation of the rigidity center of mass point of structures: (2) The calculation of the 4 models has its results shown in Table and Table 1 and Table 2.
According to Article 5.5.1 of Code for Seismic Design of Buildings (GB50011-2010)[2] 5.5.1, multiple-floor or high-floor steel structures has a limited value of 1/250 in terms of interlayer displacement angle in elastic range.
Table 3 Ratio of inter-layer displacement under earthquake action staircases X-direction Y-direction Parameter control Storey D-Ratio D-Angle D-Ratio D-Angle Standard Result Slide 3F 1.071 1/508 1.078 1/451 All<1.2 Regular 2F 1.073 1/300 1.081 1/276 All<1.2 Regular 1F 1.072 1/337 1.088 1/324 All<1.2 Regular anti- symmetric 3F 1.042 1/517 1.013 1/458 All<1.2 Regular 2F 1.037 1/360 1.004 1/390 All<1.2 Regular 1F 1.040 1/425 1.026 1/472 All<1.2 Regular Surroundings 3F 1.021 1/544 1.363 1/398 1.31/348 1.536 1/239 Y >1.5 Severely irregular 1F 1.040 1/393 1.557 1/278 Y >1.5 Severely irregular Near-mass center 3F 1.229 1/479 1.189 1/414 1.21/283 1.217 1/251 1.21/325 1.222 1/302 1.2References [1] Han Feng: Influences of Staircases on Frame Structure Calculation Model.

Scene 1 Scene 2 Scene 3 50µm50µm Fig.1 Principle of packing: scene 1 shows the first collision, scene 2 the second collision and scene 3 the third collision.
The powder samples as listed in Table 1 were prepared.
(1).
References [1] T.
Metals, 50[5](1986), 475-479

References [1] M.
Expo., 2004, Vol.1, p:804–809
Distrib., 1995, Vol.1
Applicat., 2007, Vol.1, p:479-485
Applicat., 2002, Vol.1, p:131-136