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The technique consists in an abrupt stress reduction and subsequent observation of either strain rate (if the remaining stress is kept constant) or stress (if the total elongation is kept constant) [1,2].
For a critical reduction which results in total strain rate equal to zero 0) ( S 1 SS S = −∆− + ρασσρ σ MGb bA E & , (7a) 0) ( H 1 HH H = −∆− + ρασσρ σ MGb bA E & , (7b) where E is the Hooke's modulus.
The results agree with the internal stress data as measured by the dip test technique [9], the principle of similitude makes them independent of the applied stress.

Introduction Many authors have suggested the reduction of grain size as strategy for increasing coercivity of NdFeB type magnets [1,2].
However, it was noted that, when the grain size is very small, the initial magnetization curve changes considerably, with reduction of the magnetic susceptibility [1].
Thus, this demonstrates that microstructural data can be directly inferred from magnetic measurements.

This is significant because of the possibility of cost reduction in the area of grinding and polishing of coatings used for example as friction nodes in technical seals.
Analysis Start software was used for data registration and analysis of the coating thickness.
Highest roughness was measured in sample 4 and the greatest reduction of roughness after spraying was achieved in sample 3.

And we don’t expose the layer in the reconnaissance. he initial underground water level is 25m in the location reconnaissance, and didn’t measure the stable underground water level because of the mud counterfort in exploitation.The stable underground water is hidden 20m under the earth surface and is phreatic water according existing data of nearby regions.
in the equation:—The ground overload from simple work shed So:—the soil weight of the layer I row soil nailing in —the distance between the I row soil nailing and slope top —The coefficient of active earth pressure in the layer the I row in,, is the internal friction angle of the I row soil —the soil nailing cohesion of the layer the I row in Fig1 Calculation diagram (2) The reduction coefficient of active earth pressure (3) the standard tensile load values (4) tensile load design value,the important factor of the foundation pit side wall =1.0 (5) soil nailing length design ①effect length of anchoring end pulling safety coefficient =1.3,drilling diameter of the j row soil nailing=110mm —soil cohesive strength of the I layer ② free segment length , slope height H=5.5m,—height of slope top and soil nailing in I row ③ the whole soil nailing length (6) bolt diameter calculation , secondary steel of 20mm diameter , secondary
Lateral pressure （kPa) reduction coefficient standard tensile load values (kPa) tensile load design value (kPa) whole soil nailing length (m) Practical soil nailing length(m) 1 6.68 0.722 8.39 10.49 5.37 5.5 2 0.21 0.583 0.21 0.26 2.07 3 3 33.72 0.583 34.19 42.74 3.25 4 4 42.95 0.583 43.54 54.43 2.97 3 (7) interior pulling check calculation and the value is ,partial stability safety coefficient of soil nailing=1.3 (8) check calculation of stability against sliding ；so:, meets the requirements of stability against sliding

The data demonstrate 16 hours of operation under variable temperature conditions with a standard deviation of 0.0008 wt% which greatly surpasses the performance of other methods for TMAH monitoring.
TMAH and carbonate results after 1 week of storage in sealed and air-exposed bottles TMAH samples after 1 week storage TMAH measured (wt%) CO32- measured (ppm) Expected TMAH reduction due to CO2 absorption (wt%) Actual reduction (wt%) Variation of TMAH per ppm CO32- (wt%) Sealed 2.3812 11.1 0.090 0.0427 0.00015 Air-Exposed 2.3385 307.2 Monitoring of Carbonate Metrology options for carbonate include titration, ion chromatography, Total Inorganic Carbon analyses.

The use of all the admixtures resulted in a reduction in early age strength, while only shrinkage reducing admixture had significant impact on pore size distribution.
Moreover, the reference mortar was modified by commercially available shrinkage reducing agent containing 50–100% 2-methylpentane-2,4-diol (according to its safety data sheet).
The most serious compressive strength reduction appeared after the 24 hours, while at later ages, the strength decrease was not so significant.
Flexural development was slightly different from the compressive strength development beyond the 24 hours: After 7 and 28 days the mortars with FBCFA and CKD showed similar flexural strength as the pure slag mortar, some reduction was apparent after the 56 days, although these values can be affected by the uncertainty of the measurement.

In this paper, external network was equivalent based on the BPA data of actual grid combined with PSCAD.
The data of inner network was added to the data of equivalent grid.
The data was recorded in T card.
The main advantages of the method were as follows: 1) This method was based on data format of BPA.
Analysis and Review of Static Network Reduction Approaches.

Based on the TM remote sensing data of the Huadian city in 1991 and 2011 and based on the DEM data,using the normalized difference vegetation index (NDVI) change classification method,to Extraction the elevation,slope,slope direction data and the vegetation index data of the study area.Then using the spatial analysis function of GIS software to overlay the two different period NDVI data and analysis the NDVI change of area and spatial.
Using the same method to overlay and analysis the relationship of NDVI data and elevation,slope,slope direction.Research shows that the variation of NDVI in the study area has relationship with the topographic factors change.
Methods Information extraction and classification.Based on the TM remote sensing images about Huadian city district in 1991 and 2011 and dem resolution of 70 m as the main data sources, using TM image computing NDVI value,Eq. 1[2]
The terrain is indirect effects on vegetation distribution,the influence of vegetation light, heat, water and other conditions play a role.The terrain is indirect effects on vegetation distribution ,it is mainly affected by vegetation, light, heat, water conditions and terrain factors .Terrain information is extracted from DEM data,the common terrain factor mainly has the altitude, slope, relief, gully density[3].
NDVI change intensity.In the study of NDVI variation in strength, NDVI change rate of the NDVI area is defined as the area difference and unit area ratio,Eq. 2 (2) In the equation, and are two NDVI at all levels of the area, as evaluation unit area.[4,5] Analysis of multi-source spatial data.For study on the relationship between the work area of vegetation cover,the two classification data of NDVI are analyzed with the application of GIS spatial analysis function[6,7].In order to to effects of topographic factors on NDVI change,the NDVI changes in classification data and elevation, slope, slope direction data were discussed.

The hash function is the acceptance of variable length data input, and generating function of fixed length data output.
Message integrity requirements of any changes to the received data can be found, and main function of hash function is to realize the integrity of data security.
The hash function is very suitable for certification and ensures data integrity.
Hash functions are acceptable variable length data input, and generating function of fixed length data output.
Message integrity requirements of any changes to the received data can be found, and main function of a hash function is to realize the integrity of data security.

With the survey data, this paper fits flow-density curves and establishes corresponding function models.
The data was collected during the morning rush hour from 7 a.m. to 9 a.m.
The pedestrian flow and density were calculated with the survey data.
Based on the pedestrian flow and density data, the flow-density scatterplot was drawn to show the traffic conditions of upward stairway in urban rail transit hub (Figure 1).
Disscussion on Traffic Capacity Reduction Factor of the Escalators and Stairs in Code for Metro Design.