Gongcheng Kexue Yu Jishu/Advanced Engineering Science

In order to study the effect of Nano–particles on the low organic waste activated sludge fermentation performance. The WAS were fermented in the nanometer CuO (Nano–CuO) and nanometer ZnO (Nano–ZnO) fermentation systems. The results showed that the hydrolytic acidizing property of Nano--ZnO fermentation system was significantly higher than Nano--CuO fermentation system. Protease increased with the addition of Nano--ZnO and Nano--CuO, and the maximal value was 25.15 EU/mg VSS (Nano--CuO) and 46.71 EU/mg VSS (Nano--ZnO), respectively. The α--glucosidase increased firstly and then decreased with the addition of Nano--ZnO and Nano--CuO, the maximal value were 0.0037 EU/mg VSS of 10 mg/L (Nano-- CuO) and 0.0039 EU/mg VSS of 1 mg/L (Nano--ZnO), respectively.Alkaline phosphatase and acid phosphatase declined with the Nano–ZnO and Nano–CuO addition however the Nano–ZnO system was higher than Nano–CuO system. The coenzyme 420 declined with the increase of Nano–ZnO but increased with the increase of Nano–CuO . Theterrimonas , chryseolinea and ferruginibacter were enriched in Nano–ZnO fermentation system which resulted in the higher SCFAs production.

To study the dynamic performance of C-type cold-formed thin-walled steel members under transverse impact loading, two groups of 12 members were selected for impact test. The deformation modes and displacement extremum of the test members were compared with the results of ANSYS/LS–DYNA finite element simulation and the results showed that the deformation modes of the two members were similar, and the difference of displacement extremum was less than 8.0%, which indicated that ANSYS/LS–DYNA finite element model could accurately and effectively simulate the dynamic response of the steel member. Then, the numerical model was used to analyze the influence of different impact parameters (density, velocity and angle) on the deformation mode and dynamic performance of C-type cold-formed thin-walled steel members successively. The results showed that the maximum impact force of members increased by 25.5%, the maximum vertical displacement was 20.30 mm, and the proportion of stable strain energy in the peak value was basically maintained at 60.0%, when the density of impactor increased by 2000 kg/m3 in the range of 2000～8000 kg/m3 when the velocity of the impactor increased by 3 m/s in the range of 3～9 m/s, the maximum impact force of the member increased by 79.1%, the maximum vertical displacement was 26.78 mm, and the proportion of the stable strain energy in the peak value basically remained at 60.0% when the impact angle of the impactor increased from 30° to 90°, the maximum amplification of impact force was 41.4%, the maximum vertical displacement was 20.09 mm, and the proportion of stable strain energy in the peak value was between 60.0% and 70.0%. Eventually, the deformation and degree of damage of the member were affected by the change of impactor density, velocity and impact angle, and the impact velocity had the most outstanding influence on the deformation of the member.

Creep deformation and stress relaxation are two properties of rock mass in underground engineering, but in many construction practices, rock mass is neither pure creep deformation nor pure stress relaxation, with stress and strain of rock masses simultaneously changed with time, which is time-dependent, and may ultimately cause failure. It’s hard to explain the phenomenon simply by creep deformation and stress relaxation, so it is a challenge for rock mechanics researchers. To ensure the long-term stability of underground engineering and its structures, it is necessary to further study the properties of rock mass in the generalized theory of rheological mechanics. In the linear viscoelastic theory, the creep compliance was obtained by creep deformation test while the relaxation modulus by stress relaxation test, and the two values were showing linear rheological features, in a reciprocal relationship with each other, and could be converted in each other under certain conditions, so they were no essential difference. But in non-linear viscoelastic theory, their relationship was not clear, and the generalized rheological theory by the stress-feedback controlling method provided the possibility to study mutual relationship. The generalized rheological tests of Tage tuff at 50%, 85% of the peak stress level, Sanjome andesite at 50%, 65% and 80% of the peak stress level were carried out by using the stress-feedback testing method, the generalized rheological direction coefficient for two rocks were 3.0, ±∞, –3.0, –1.0, –0.3, 0, 0.3, respectively. The experimental results showed that the generalized rheological law for two rocks was similar, and the variation of stress and strain obeyed the logarithms law. Based on the definitions of creep compliance and relaxation modulus in the linear viscoelastic theory, the generalized related strain and stress were defined, the calculating method for generalized rheological-compliance (GRC) and generalized rheological-modulus (GRM) was proposed. According to the testing results analyses, the proposed method was general, and creep compliance and relaxation modulus were two special forms of generalized rheological properties. It was found that GRC and GRM were relevant to viscoelastic deformation, had obvious characteristics of time-dependence, direction coefficient-dependence and non-linear rheology, and the ratio between GRC and GRM slightly decreased with time, which showed that the rock rigidity gradually reduced, and deformation quickly increased in pre-failure region. Consequently, the proposed method in this paper can further analyze the quantitative relationship between rock rigidity and plastic deformation, it is very valuable for further investigation of time effect and assessing the long-term stability of underground structures.

33 material specimens were tested to explore the mechanical properties of Q460 high-strength steel plate with holes under monotonic tension and low-cycle fatigue loadings. The stress-strain curve, skeleton curve and energy dissipation capacity comparison of the specimens were analyzed. The influence law of the design size of the specimen, the number of openings and the loading mode on the strength, stiffness, ductility and energy dissipation capacity of the specimens with holes were discussed. On this basis, a finite element model of specimen under fatigue loading was established by the ANSYS software to verify the correctness and reliability of the model. The test results showed that round holes have an adverse effect on the mechanical properties of specimens. The holes lead to stress concentration of specimens. Under the fatigue loads, increasing the number of axial holes of the specimens is beneficial to improve the ductility of specimen, but has an adverse effect on the energy dissipation capacity of the steel. Under low-cycle repeated loadings, the specimens usually cracked and destroyed near holes, and the failure shapes are saddle-shaped. The thickness of the specimens has a significant impact on the failure mode and mechanical properties of the high-strength steel. Under the fatigue loads, the damage forms of the opening specimens and the non-open tester are different, and two different fracture forms are exhibited as thickness. With the increase of the design thickness of the specimen, the fracture section shows two forms. With the increase of the thickness of the steel, the mechanical properties of the specimens have improved significantly. As the number of load cycles increases, the ductility of Q460 high-strength steel decreases and the energy consumption capacity increases.

To study the seismic performance of corrugated steel plate concrete-composite shear wall with replaceable component of wall toe, two shear wall specimens were designed and fabricated. The influences of different arrangement forms of corrugated webs on seismic performance of shear wall specimens were analyzed by quasi-static tests and ABAQUS finite element software. The test result indicated that the wall toes of the specimen were destroyed before the main member, and the damage was mainly concentrated on the replaceable components before the ultimate drift ratio was reached. Compared with the horizontal corrugated steel plate concrete-composite shear wall, the lateral bearing capacity of the vertical corrugated steel plate concrete-composite shear wall had increased by 18.3%, the ductility coefficient increased by 28.69%, and the energy dissipation capacity increased by 3.3 times; The rate of bearing capacity degradation and stiffness degradation, the equivalent viscous damping coefficient and the stiffness degradation ratio were all lower, and the initial stiffness of the latter was slightly improved, which demonstrated that the vertical corrugated steel plate concrete-composite shear wall had better mechanical and seismic performance. By comparing the ABAQUS finite element model analyses with the test processes, the failure mode was basically consistent with the test phenomenon, which indicated that the finite element model established in this article had a certain reliability.